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Home My WebLink About17922 59th Drive NE_BLD1284_2026 r COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinklerr'alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler"alarm permits require a separate permit application and may also require separate plan review- Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. - - An intake appointment is required for all large Tenant Improvement Building Permit�ppli atrohs tclt�rmie if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360) 402-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. I REV 2015 Page 5 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL elf fir' Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223 • Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: TopCub Aircraft Valuation: $ 1,900,000.00 Project Address: 17922 59th Dr. NE, Arlington WA 98223 Parcel lD#: _ _ Legal Description THAT PORTION OF THE NORTHEAST QUARTER OF THE S105zzD0300100 SOUTHWEST QUARTER OF SECTION 22,TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., Owner: Wolfgang Qian & Changjia Ge Phone Number: 401.209,4756 Address: 17922 59th Dr. NE City: Arlington State: WA Zip Code: 98223 Engineer: MAC ENGINEERING, LLC (License#43199 4/2017) Phone Number: 360-652-5820 Cell Phone: E-mail: ELDEN@MACENGINEERING.NET Address: PO BOX 177 City: Silvana State: WA _ Zip Code: 98287 General Contractor- HCI Steel Buildings, LLC -- Ted Wheeler Phone Number: 360-403-4900 Cell Phone: 33-0665 E-mail: Ted@ hcisteelbuilding.com Address: .. City: Arlington State: WA Zip Code: 98223 Contractor's License Number: #HCISTSB864DE Expiration._ 6/30/2017 Contact Person: Emily Vanderwielen HCI STEEL BUILDINGS, LLC Phone Number: 360.403.4900 Proposed Scope of Worts: NEW MFG BUILDING ON LOT 22 AT ARLINGTON AIRPORT. BUILDING TO BE APPROXIMATELY 26,000 SF WITH APPROXIMATELY 24 PARKING SPACES ON THE EAST SIDE OF PROPERTY. BIO SWELL ON NORTH SIDE OF PROPERTY. WATER TO BE BROUGHT FROM SOUTH TO BUILDING, PUD FROM POLE ON 59TH AVE NE TO TRANSFORMER AND SPLIT FOR POWER TO NEIGHBORING PROPERTY ON NORTH SIDE. REV 2015 Page 6 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL '�rlti(A`�O Department of Community & Economic Development City of Arlington• 18204 59th Av,. NE• Arlington, WA 96223• Phone(360) 403-3551 Project Name/Tenant T'OPCUB AIRCRAFT : W0LFGANG Q1AN, CHANGJIA GE Site Address_ 17922 59th Dr. NE, Arlington WA 93223 Bldg%Unit/Suite IBC Construction Type 2B IBC Occupancy Type Group F-2 Description of Use Manufacturing/Warehousing Building Square Footage 26,000 Number of Stories 1 MAIN FLOOR & Mezz 2nd FLOOR Square Footage Per Floor Main Floor: 26,000Mezzanine Floor: 2,725 Will there be any installation, modification or removal of the following? (Check all that apply) ® Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks,piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovensffurnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ 'Temporary membrane structure, tents (>200sq ft)or canopies (>400 sq ft) Provido detaifs on any_of_the above checked items: Installation, changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 el 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223 • Phone (360) 403-3551 Name of Project: TC)PCUB AIRCRAFT: WOLFGANG QIAN, CHANGJIA GE Project Address: 17922 59th Dr. NE, Arlington WA 98223 Special Inspection Firm: Krazan & Associates, Inc.4303 198t'h Street SW,Lyn niv WA 98016 Address: _ —_- ( 25-) 485-5, 19 L�f lice - — - Contact Person: Toff Mercer Phone: . Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of h'azan & Associates, INC. will perform special inspection for the following types of work (separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete [ 1 Prestressed Concrete 1 ! Sholcrele Structural Masonry (x) Structural Steel { j High-Strength Bolting ( j Spray-Applied Fireproofing ( ) Smoke-Control Systems l ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perlorrn. if inspection is for work that is not covered by the WABO categories.a detailed resume of the inspector and firm must be submitted.The resume must show the Inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special Inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed.for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution. A weekly shall be submitted to the City:detailing the inspections and testing performed, listing any nonconionning items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the,required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shalt maintain all daily inspections reports. on site.for review- REV 2015 Page 8 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL r'PtINf� �0 Department of Community & Economic Development p Y City of Arlingon• 18204 5 111 Ave NE• Arlington,WA 98223• Pilone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector, Building Division: The Building Division shall review any revisions and addenda. Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicale on the plans and specifications for the specific types of special inspection required. and shall include a schedule for inspection and testing - The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained. prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent. shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement r»ay result in a STOP WORK notice being posted on the project. until nonconforming items have been resolved. ACKNOW LEDGEIVIENTS have read and agree to comply with the terms and conditions of this agreement. Own rA&1.�� k;� — Dater 7- Gy`� I hereby certily that the above reformation is correct and that the construction on., and the occupancy and the use of the above-described property will))e in accordance with the laws. rules and regulalion of the State of Washington. -Y�14 ica is Signature Efy ,�, c� . 1 1 E'er _ l -�� - 1 Print Applicants Nye Date FOR STAFF USE ONLY Permit ti epled By Amount Received Receipt 4 Lute Received REV 2015 Page 9 of 9 I .� nt U16RO597A Page 1 of 14 1050 North Watery Lane Ph:(435)919-3100 Brigham City, UT 84302 Fax:(435)919-3101 Page: R1 of Date: 10/6/2016 GENERAL INFORMATION FOR COLUMN BASE REACTIONS O FOR REVIEW Q FOR CONSTRUCTION Project Name: TOP CUB AIRCRAFT NBS Project Number: U16RO597A Customer: HCI STEEL BUILDINGS LLC Nucor Engineer: TWB Column base reactions are included in this packet for a building designed by Nucor Building Systems. These reactions result from frame analysis done by a Nucor Engineer for this specific job. They reflect all loading to which the building may be subject, per the appropriate building code and loading information provided to Nucor Building Systems at the date of design. Reaction packets marked"FOR REVIEW"are subject to change and are usually provided at the request of the customer,although the Nucor Engineer believes he/she is working with undefined,incomplete or assumed information. Reactions are provided by load case in order to aid the foundation engineer in determining the appropriate load factors and combinations to be used with either Working Stress or Ultimate Strength design methods. Wind load cases are given for each primary wind direction. Sign conventions for computer generated frame reactions are as follows and should be taken in the sense of the frame sketch given on the reactions sheets. GLOBAL X GLOBAL Y GLOBAL Z (+to right) (+upward) (+counter-clockwise) > +X +Y �Z Anchor bolt diameter,grade, location and projection is provided on the Anchor Bolt Plan. Anchor bolt embedment lengths and types are not provided by Nucor Building Systems. This Information is closely related to the complete foundation design which should be done by a Registered Professional Engineer familiar with the local site conditions and construction practices. BMA Excellence from the Ground Up "` C472ED U16RO597A Page 2 of 14 LJ Version 2016.8.31 ( 1/1 avirc�viin�c sysrf�ls c;�rvttp 1050 North Watery Lane Ph:(435)919-3100 ERECTION DRAWING Brigham City,UT 84302 Fax:(435) 919-3101 COVER SHEET LOADS Information to be verified on Erection Drawing Cover Sheet: Project Name: Top Cub Aircraft NBS Project Number: U16RO597A Customer: HCI Steel Buildings LLC NBG Engineer: Trevor Black,PE Date: 10/5/2016 BUILDING LOADS DESIGN CODE: IBC 2015 ROOF LIVE LOAD: 20.00 PSF RISK CATEGORY: REDUCIBLE AS PER CODE. II-Standard Buildings GROUND SNOW LOAD: 25.00 PSF SNOW EXP.FACTOR,Cc: 1.00 SNOW IMPORTANCE FACTOR,I,: 1.00 ULTIMATE DESIGN WIND SPEED: 110 mph WIND EXPOSURE: C UL 90? Yes Classic Roof-Const.No, 161; Classic Roof w/Translucent Panel-Const.No,167 CFR Roof-Const.No.552; CFR Roof w/Translucent Panel-Const.No.590 Composite CFR Roof-Const,No,552A; VR16 II Roof-Const.No.332 SEISMIC INFORMATION: Ss: 1.042 S1: 0.354 Design Sds/Shc: 0.752/0.399 Site Class: D Seismic Imp.Factor,Ie: 1.00 Seismic Design Category: D Analysis Procedure: Equiv.Lat.Force Procedure Basic SFRS: Ord. Steel Mom.Frames& Ord. Steel Cone.-Br.Frames NOTES 1) COLLATERAL DEAD LOADS,UNLESS OTHERWISE NOTED,ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS,LIGHTING,HVAC EQUIPMENT,CEILINGS,ETC., ARE SUSPENDED FROM ROOF MEMBERS,CONSULT THE M.B.S.IF THESE CONCENTRATED LOADS EXCEED 500 POUNDS(USING THE WEB MOUNT DETAIL),OR 200 POUNDS(USING THE FLANGE MOUNT DETAIL), OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE THAN OTHERS. 2) THE DESIGN OF STRUCTURAL MEMBERS SUPPORTING GRAVITY LOADS IS CONTROLLED BY THE MORE CRITICAL EFFECT OF ROOF LIVE LOAD OR ROOF SNOW LOAD,AS DETERMINED BY THE APPLICABLE CODE. BUILDING-SPECIFIC LOADING INFORMATION; € Roof Dead I Collateral Dead j Snow ; Wind Seismic Bldg (psf)* Pri(ps 1 Sec(psf�{� Ct Cs Ps(psf)1 Enclosure GCp� �p R Cs V(kips) A 3.5 5.0 5.0 �1.0 1.00� 25.00 Enclosed f 0.18 ! 3.25 0.232 138.3 B 6.5 5.0 5.0 1 1.0 1.00 25.00 ; Enclosed f 0.18 3.25 0.232 1.8 i 1 *Primary Structural Not Included Excellence from the ground up 1 U16RO597A Page 3 of 14 NUCOR BUILDINGS GROUP Job #: U16RO597A Page: Frame : FRAMELINE 1 By: BG\trevor.black Date: 10-11-16 Job Name: TOP CUB AIRCRAFT File: Ell *** DESIGN SUMMARY - FRAME RrrREA��'CTIONS BY LOAD CASE *** tt �, y E 29.00 29.DD �' 25.0i0 25.00 'E �,+10.b, �� SN �G x 12.00 J 2 0.E0r 110.ED 24.71 2 2.00 21.71 3k >< -:k- Cam..61 COL02 Cc_03 COL04 C0LUS COL06 COLOCOILM X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) LOAD CASE 1 - DEAD I LOAD CASE 6 SNOW COL01 0 1 0 I COL01 -1 13 0 COL02 0 2 0 I COL02 0 13 0 COL03 0 3 0 I COL03 0 14 0 COL04 0 3 0 I COL04 -1 14 0 COL05 0 3 0 I COL05 0 15 0 COL06 1 4 0 I COL06 1 17 0 COL07 1 2 0 I COL07 1 8 0 COL08 1 2 0 I COL08 1 4 0 LOAD CASE 2 - COLLATERAL I LOAD CASE 7 - USER OVERRIDE SNOW COL01 -1 2 0 1 COL01 -1 7 0 COL02 0 2 0 1 COL02 0 9 0 COL03 0 2 0 I COL03 0 9 0 COL04 -1 2 0 I COL04 -1 9 0 - COL05 0 2 0 1 COL05 0 9 0 COL06 1 2 0 I COL06 1 11 0 COL07 1 1 0 I COL07 1 5 0 COL08 1 1 0 I COL08 1 5 0 ------------------------------------------------------------- --- LOAD CASE 3 - FLOOR DEAD I LOAD CASE 8 - WIND CASE 1 TO RIGHT COL01 -1 17 0 I COL01 -1 -.5 0 COL02 -1 19 0 I COL02 0 -7 0 COL03 -1 19 0 I COL03 0 -8 0 COL04 0 19 0 I COL04 -2 -7 0 COL05 1 20 0 I COL05 0 -1 0 COL06 0 1 0 I COL06 -1 -4 1) COL07 0 -1 0 1 COL07 -1 -2 0 COL08 0 -1 0 1 COLOR -1 -2 0 ------ LOAD CASE 4 - ROOF LIVE I LOAD CASE 9 - WIND CASE 1 TO LEFT COL01 0 2 0 1 COL01 1 -4 0 COL02 0 4 0 1 COL02 0 -3 0 COL03 0 5 0 1 COL03 0 -3 0 COL04 -1 4 0 1 COL04 0 -4 0 COL05 0 5 0 I COL05 2 -10 0 COL06 1 5 0 1 COL06 -1 -8 0 COL07 1 2 0 1 COL07 -1 -3 0 COL08 1 2 0 1 COL08 -1 -3 0 ------------------------------------------------------------------------------------------------------ LOAD CASE 5 - FLOOR LIVE 1 LOAD CASE 10 - WIND CASE 2 TO RIGHT COL01 -1 22 0 1 COL01 -1 -6 0 COL02 -1 24 0 1 COL02 0 -10 0 COL03 -1 24 0 1 COL03 0 -11 0 COL04 1 24 0 1 COL04 -2 -10 II COL05 1 24 0 1 COL05 0 -5 0 COL06 0 1 0 1 COL06 -1 -7 I,) COL07 0 -1 0 1 COL07 -1 -2 0 COL08 0 0 0 1 COL08 -1 -3 0 1 1 U16RO597A Page 4 of 14 NUCOR BUILDINGS GROUP Job #: U16R0597A Page: Frame : FRAMELINE 1 By: BG\trevor.black Date: 10-11-16 Job Name: TOP CUB AIRCRAFT File: Ell *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** y 19.Df1 C 25. 2�.Do 2S DD J 25.GO fl.B QM QN r T ?x 12.00 2 12,00 CF.SO 24.71 zz.A(I zi.7s 4, >< COL Q1 COL02 COL 0.3 COL D4 COL05 COLOG COL OQOL OS X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ----- LOAD CASE 11 - WIND CASE 2 TO LEFT I LOAD CASE 15 SEISMIC TO LEFT COL01 1 -5 0 1 COL01 0 -1 0 COL02 0 -6 0 1 COL02 0 -1 0 COL03 0 -6 0 i COL03 0 -1 0 COL04 0 -7 0 I COL04 0 COL05 2 -13 0 I COL05 8 COL06 -1 -10 0 1 COL06 0 1 0 COL07 -1 -3 0 I COL07 0 p 0 COL08 -1 -4 0 I COLOB 0 1 0 ----------------- --- --------- LOAD CASE 12 - LONG. WIND 1 TO BACK I LOAD CASE 16 ALTERNATE SNOW 1 COL01 -3 -6 0 I COL01 0 2 0 COL02 -4 -10 0 1 COL02 0 7 0 COL03 -4 -11 0 1 COL03 0 10 0 COL04 -5 -11 0 1 COL04 0 5 0 COL05 -4 -11 0 1 COL05 0 2 0 COL06 -3 -11 0 1 COL06 1 5 0 COL07 -2 -3 0 1 COL07 0 1 0 COL08 -1 -4 0 1 COL08 0 1 0 _—---------------------------------— -------__ LOAD CASE 13 - LONG. WIND 1 TO FRONT I LOAD CASE 17 - ALTERNATE SNOW 2 COL01 3 -6 0 1 COL01 0 1 CI COL02 4 -10 0 1 COL02 0 2 0 COL03 5 -11 0 1 COL03 0 2 0 COL04 5 -10 0 1 COL04 0 7 0 COL05 5 -12 0 1 COL05 0 10 0 COL06 3 -11 0 1 COL06 0 5 0 COL07 2 -3 0 1 COL07 0 I G COL08 1 -4 0 1 COL08 0 l 0 -------------' ----- ------------------------------------------------------- LOAD CASE 14 - SEISMIC TO RIGHT I - COL01 0 1 0 1 COL02 0 1 0 1 COL03 0 1 0 1 COL04 -8 -7 0 COL05 0 7 0 1 COL06 0 -1 0 COL07 0 -1 0 1 COL08 0 -1 0 I U16RO597A Page 5 of 14 NUCOR BUILDINGS GROUP Job 4: U16RO597A Page: Frame : FRAMELINE 3 By: BG\trevor.black Date: 10-11-16 Job Name: TOP CUB AIRCRAFT File: F11 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** G fv1 y 63,04 G1,00 X 12.00 12.00 0.50r-- 24,71 22.00 22.00 COL GI COL 02 C0101 X Y Z X Y Z Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) ------------- - ---------------'__ LOAD CASE 1 - DEAD I LOAD CASE 11 - WIND CASE 2 TO LEFT COL01 3 5 0 I COLO1 -1 -12 0 COL02 0 8 0 I COL02 0 -21 0 COL03 -3 5 0 1 COL03 15 -18 0 ----------------------------------------------- LOAD CASE 2 - COLLATERAL I LOAD CASE 12 - LONG. WIND 1 TO BACK COL01 2 5 0 1 COL01 -5 -13 0 COL02 0 7 0 I COL02 0 -11 0 COL03 -2 4 0 I COL03 2 -4 0 — -----------"'--------------------- ----------- LOAD CASE 3 - FLOOR DEAD I LOAD CASE 13 - LONG. WIND 1 TO FRONT COL01 -1 17 0 I COLO1 -2 -7 0 COL02 0 20 0 I COL02 0 -12 0 COL03 1 -1 0 1 COL03 1 -8 fA --^^-----------------------------��----- ----- LOAD CASE 4 - ROOF LIVE 1 LOAD CASE 14 - LONG. WIND 2 TO BACK COL01 5 10 0 1 COL01 -8 -20 0 COL02 0 16 0 I COL02 0 -22 0 COL03 -5 9 0 I COL03 5 -10 0 ------------------------------------------------------------------- LOAD CASE 5 - FLOOR LIVE I LOAD CASE 15 - LONG. WIND 2 TO FRONT COLO1 -1 22 0 1 COL01 -5 -14 0 COL02 0 24 0 1 COL02 0 -23 0 COL03 1 -1 0 1 COL03 4 -14 0 -------------------------------------------------------------"'-"'"'----- LOAD CASE 6 - SNOW I LOAD CASE 16 - SEISMIC TO RIGHT COL01 11 28 0 1 COL01 -4 -1 0 COL02 0 34 0 1 COL02 0 -2 0 COL03 -11 24 0 1 COL03 -7 3 0 ------------------------------.-------------- ------ ---- LOAD CASE 7 - USER OVERRIDE SNOW I LOAD CASE 17 SEISMIC TO LEFT COLO1 10 23 0 1 COL01 4 1 0 COL02 0 33 0 1 COL02 0 2 0 COL03 -10 18 0 1 COL03 7 -3 0 -- — ____—____________________ LOAD CASE 8 - WIND CASE 1 TO RIGHT I LOAD CASE 18 - ALTERNATE SNOW 1 COL01 -10 -14 0 1 COL01 7 16 0 COL02 0 -13 0 1 COL02 0 19 0 COL03 -4 -1 0 I COL03 -7 5 0 --------- —__------------________________________ LOAD CASE 9 - WIND CASE 1 TO LEFT I LOAD CASE 19 - ALTERNATE SNOW 2 COL01 3 -6 0 1 COLO1 4 4 0 COL02 0 -10 0 1 COL02 0 22 0 COL03 13 -12 0 1 COL03 -4 13 0 ----------- ---------------—----------------------------------------'�-� LOAD CASE 10 - WIND CASE 2 TO RIGHT I COL01 -13 -20 0 I COL02 0 -24 0 I COL03 -2 -7 0 I --------------------------I---------------------------------------------------------------------------- t U16RO597A Page 6 of 14 NUCOR BUILDINGS GROUP Job #: U16R0597A Page: Frame : FRAMELINES 9, 6, 7, 9 By: BG\trevor.black Date: 10-11-16 Job Name: TOP CUB AIRCRAFT File: F12 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** (1 rn r `fit'' 13Q.©a X 12.ipo 12.o0 0.GD� 24.71 22.00 COL01 COL02 X Y z X Y Z Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) —---------------------- _______________________-__-____ LOAD CASE 1 - DEAD LOAD CASE 10 - LONG. WIND 1 TO BACK COL01 11 22 0 COL01 -16 -35 0 COL02 -11 12 0 COL02 19 -11 0 ------ LOAD CASE 2 - COLLATERAL LOAD CASE 11 LONG. WIND 1 TO FRONT COL01 8 16 0 COL01 -16 -29 0 COL02 -10 9 0 COL02 13 -18 0 -------------------------- ----------------------"" LOAD CASE 3 - ROOF LIVE LOAD CASE 12 - LONG. WIND 2 TO BACK COL01 22 29 0 COL01 -30 -50 (.1 COL02 -22 21 0 COL02 28 -26 0 ------- LOAD CASE 9 - SNOW LOAD CASE 13 - LONG. WIND 2 TO FRONT COL01 33 62 0 COL01 -31 -99 0 COL02 -33 38 0 COL02 27 -33 0 -_....--------------------------------- --- --------------------------- LOAD CASE 5 - USER OVERRIDE SNOW LOAD CASE 19 SEISMIC TO RIGHT COL01 96 69 0 1 COL01 -9 -3 0 COL02 -46 93 0 1 COL02 -9 3 0 ----------------------------------------- ------ -- -- LORD CASE 6 - WIND CASE 1 TO RIGHT LOAD CASE 15 SEISMIC TO LEFT COL01 -29 -39 0 COL01 9 3 0 COL02 9 -9 0 COL02 9 -3 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 7 - WIND CASE 1 TO LEFT LOAD CASE 16 - ALTERNATE SNOW 1 COL01 -5 -27 0 COLO1 28 97 0 COL02 26 -21 0 COL02 -28 18 0 ----------------------------------------------------------------—_..- ------ LOAD CASE 8 - WIND CASE 2 TO RIGHT I LOAD CASE 17 - ALTERNATE SNOW 2 COL01 -43 -53 0 I COL01 28 39 0 COL02 23 -24 0 1 COL02 -28 31 Q -------------------------------------------------------- LOAD CASE 9 - WIND CASE 2 TO LEFT COL01 -20 -59 0 COL02 91 -36 0 I r U16RO597A Page 7 of 14 NUCOR BUILDINGS GROUP Job #: U16RO597A Page: Frame : FRAMELINE 5 6 8 By: BG\trevor.black Date: 10-11-16 Job Name: TOP CUB AIRCRAFT File: F13 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** Y T 130.00 g x .12.00 12.00 0.50r- ----j0.s0 24.71 22.00 22.00 17.7'S CALOd COLG2 X Y Z X Y E Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) ------------------------------------ ------------------ ---------------------------------- LOAD CASE 1 - DEAD I LOAD CASE 10 LONG. WIND 1 TO BACK COL02 -16 16 0 1 COL02 16 -14 0 ------------------------------------------------------------------------------------------------------- LOAD CASE 2 - COLLATERAL I LOAD CASE 11 - LONG. WIND 1 TO FRONT COL02 -11 11 0 1 COL02 18 -22 0 ------------___________________________________________________--------"'""--------------""'--"'--- LOAD CASE 3 - ROOF LIVE I LOAD CASE 12 - LONG. WIND 2 TO BACK COL02 -27 25 0 1 COL02 34 -33 0 LOAD CASE 4 - SNOW LOAD CASE 13 - LONG. WIND 2 TO FRONT COL02 -39 44 0 COL02 36 -40 0 ---------------------------`--`-------_.___________________------_--__-__-- LOAD CASE 5 - USER OVERRIDE SNOW LOAD CASE 14 - SEISMIC TO RIGHT COL02 -55 53 0 1 COL02 -3 1 0 --------------------------------- LOAD CASE 6 - WIND CASE 1 TO RIGHT LOAD CASE 15 - SEISMIC TO LEFT COL02 16 -14 0 COL02 3 -1 0 LOAD CASE 7 - WIND CASE 1 TO LEFT I LOAD CASE 16 - ALTERNATE SNOW 1 COL02 24 -22 0 1 COL02 -30 23 0 ------------------------------------------------------------__------------------------------------------ LOAD CASE 8 - WIND CASE 2 TO RIGHT I LOAD CASE 17 - ALTERNATE SNOW 2 COL02 34 -32 0 1 COL02 -35 37 0 ------------------------------------ - - -- LOAD CASE 9 - WIND CASE 2 TO LEFT 1 COL02 41 -40 0 1 ---------------------------------------------------------------_________________,._,._.._,.-----_____------ -. U16RO597A Page 8 of 14 NUCOR BUILDINGS GROUP Job #: U16RO597A Page: Frame : FRAMELINE 10 By: BG\trevor.black Date: 10-11-16 Job Name: TOP CUB AIRCRAFT File: F14 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE `** (h;1 y 130.00 ?x 12.00 Z 12.DO 0.50r-- 24,71 22.00 -12,00 cc,--- COL02 x Y z x Y z Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) —------------ — ----------- LOAD CASE 1 - DEAD I LOAD CASE 10 - LONG. WIND 1 TO BACK COL01 8 0 I COL01 -11 -13 0 COL02 -8 g 0 I COL02 10 -8 0 ------------ LOAD CASE 2 - COLLATERAL I LOAD CASE 11 - LONG. WIND 1 TO FRONT COL01 7 6 0 1 COL01 -12 -8 0 COL02 -7 6 0 1 COL02 10 -12 0 ---------------- --------- ----"""""-------- --------------- LOAD CASE 3 - ROOF LIVE I LOAD CASE 12 - LONG. WIND 2 TO BACK COL01 16 19 0 1 COL01 -22 -23 0 COL02 -16 19 0 1 COL02 20 -18 0 -------------------------------------------------------- ----------- LOAD CASE 9 - SNOW I LOAD CASE 13 - LONG. WIND 2 TO FRONT COL01 29 21 0 1 COLO1 -22 -18 0 COL02 -24 26 0 1 COL02 20 -22 0 ______---_------------------------------------------------------- --------- LOAD CASE 5 - USER OVERRIDE SNOW I LOAD CASE 19 SEISMIC TO RIGHT COL01 33 29 0 I COL01 -9 -2 0 COL02 -33 30 0 I COL02 -9 2 0 ---------------------------------------------___-------------------------------------------------�--- LOAD CASE 6 - WIND CASE 1 TO RIGHT I LOAD CASE 15 - SEISMIC TO LEFT _ COL01 -16 -14 0 I COL01 9 2 0 COL02 8 -7 0 I COL02 9 -2 0 --------------------------------------------------------------------------- ----------------- LOAD CASE 7 - WIND CASE 1 TO LEFT I LOAD CASE 16 - ALTERNATE SNOW 1 COLO1 -8 -7 0 1 COL01 20 21 0 COL02 16 -14 0 1 COL02 -20 12 0 ------------- --- LOAD CASE 8 - WIND CASE 2 TO RIGHT I LOAD CASE 17 - ALTERNATE SNOW 2 COL01 -26 -24 0 1 COL01 20 12 0 COL02 19 -17 0 I COL02 -20 21 0 ------------------------------�---^--- -------_---_ ------ ------ LOAD CASE 9 - WIND CASE 2 TO LEFT I COL01 -18 -17 0 I COL02 26 -24 0 1 1 U16RO597A Page 9 of 14 NUCOR BUILDINGS GROUP Job #: U16RO597A Page: _ Frame : FRAMELINE 11 By: BG\trevor.black Date: 10-11-16 Job Name: TOP CUB AIRCRAFT File: E12 *** DESIGN SUMMARY - FRAME REACTIONS R7))EACTIONS BY LOAD CASE y IS,Oa �,�' 2S,00 26.00 g 2S.00 �I 26.00 1S.Ofi x -�I,c 12,00 Z 12.OQ 0.30� 10.90 24.71 22,0O 22.CIO C0L 01 COL OZ COL 0+4 CELL as CCL 06 COL07 X YL X Y E Member (kips) (kips) (kip-ft) I Member (kips) (kips) (kip-ft) ------ ----- ----------- - ---- LOAD CASE 1 - DEAD I LOAD CASE 6 WIND CASE 1 TO RIGHT COL01 0 1 0 I COL01 0 -1 0 COL02 0 1 0 I COL02 0 -3 0 COL03 0 2 0 I COL03 0 -4 0 COL04 0 1 0 I COL04 0 -2 0 COL05 0 2 0 I COL05 -2 -3 0 COL06 0 1 0 1 COL06 0 1 0 COL07 0 1 0 1 COL07 0 -1 0 ------------------- - _----_--------------------�--�------- LOAD CASE 2 - COLLATERAL I LOAD CASE 7 WIND CASE 1 TO LEFT COL01 0 1 0 I COL01 0 -1 0 COL02 0 1 0 I COL02 0 -2 0 COL03 0 1 0 I COL03 0 -2 0 COL04 0 1 0 I COL04 0 -2 0 COL05 0 1 0 I COL05 0 -3 0 COL06 0 1 0 I COL06 2 -4 0 COL07 0 1 0 I COL07 0 -1 0 --------------------------------------- -- ---------------------------------------- LOAD CASE 3 - ROOF LIVE I LOAD CASE 8 - WIND CASE 2 TO RIGHT COL01 0 1 0 I COL01 0 -1 0 COL02 0 2 0 1 COL02 0 -4 0 COL03 0 3 0 I COL03 0 -6 0 COL04 0 2 0 I COL04 0 -3 0 COLOS 0 3 0 1 COL05 -2 -4 0 COL06 0 2 0 1 COL06 0 -1 0 COL07 0 1 0I COL07 0 -1 0 --- - ---------------------- -- LOAD CASE 4 - SNOW LOAD CASE 9 WIND CASE 2 TO LEFT COL01 0 1 0 COL01 0 -1 0 COL02 0 3 0 I COL02 0 -3 0 COL03 0 3 0 I COL03 0 -3 0 COL04 0 2 0 1 COL04 0 -3 0 COL05 0 3 0 1 COL05 0 -5 0 COL06 0 3 0 I COL06 2 -5 0 COL07 0 2 0 1 COL07 0 -1 0 -LOAD CASE 5 - USER OVERRIDE SNOW ILOAD CASE 10 - LONG. WIND 1 TO BACK COL01 0 1 0 I COL01 -2 -1 0 COL02 0 3 0 I COL02 -3 -4 0 COL03 0 5 0 1 COL03 -4 -6 0 COL04 0 3 0 1 COL04 -5 -4 0 COL05 0 5 0 I COL05 -4 -6 I1 COL06 0 3 0 1 COL06 -3 -4 0 COL07 0 1 0 1 COL07 -2 -1 0 { a U16RO597A Page 10 of 14 NUCOR BUILDINGS GROUP Job #: U16RO597A Page: Frame : FRAMELINE 11 By: BG\trevor.black Date: 10-11-16 Job Name: TOP CUB AIRCRAFT File: E12 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** Y 15.00 2 S.DO 2 S.00 2r.00 2 S.00 1 S.00 x 12,00 121 00 z 0.so, ------ a.sa 24.71 22.00 COL01 COL02 COL04 COLDS CCLOG COL07 X Y X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) -------- ------------------------- --- - - - ----- LOAD CASE 11 - LONG. WIND 1 TO FRONT I LOAD CASE 14 ALTERNATE SNOW 1 COL01 2 -1 0 1 COL01 0 1 0 COL02 4 -4 0 I COL02 0 3 0 COL03 5 -6 0 I COL03 0 5 0 COL04 5 -4 0 I COL04 0 2 0 COL05 5 -6 0 I COL05 0 1 0 COL06 4 -4 0 I COL06 0 1 0 COL07 2 -1 0 I COL07 0 1 0 ------------------------------------------------- LOAD CASE 12 - SEISMIC TO RIGHT I LOAD CASE 15 - ALTERNATE SNOW 2 COL01 0 0 0 I COL01 0 1 0 COL02 0 1 0 COL02 0 1 0 COL03 0 1 0 I COL03 0 1 0 COL04 0 -1 0 1 COL04 0 2 0 COL05 -4 -3 0 1 COL05 0 5 0 COL06 0 4 0 I COL06 0 3 0 COL07 0 0 0 I COL07 0 1 0 - ------ ----__ -- ---------- LOAD CASE 13 - SEISMIC TO LEFT 1 COL01 0 0 0 I COL02 0 -1 d I COL03 0 -1 0 I COL04 0 1 0 1 COL05 0 3 0 COL06 4 -4 0 COL07 0 0 0 U16RO597A Page 11 of 14 NUCOR BUILDINGS GROUP Job #: U16RO597A Page: Frame : ENTRANCE FL 2 By: BG\trevor.black Date: 10-11-16 Job Name: TOP CUB AIRCRAFT File: E21 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** y 5.i7 Y N` Y x 12.00 2 S,97 25.29 COL02 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) -----------------------------------------------------------------------��-- LOAD CASE 1 - DEAD I LOAD CASE 8 WIND CASE 2 TO RIGHT COL01 0 1 0 COL01 -3 -1 U COL02 1 2 0 COL02 -1 -3 0 _______________________________ LOAD CASE 2 - COLLATERAL LOAD CASE 9 WIND CASE 2 TO LEFT - COL01 0 COL01 3 -1 0 COL02 1 COL02 -1 -2U ---- -------------------------------------------- -- LOAD CASE 3 - ROOF LIVE I LOAD CASE 10 LONG. WIND 1 TO BACK COL01 0 i 0 I COL01 -3 -2 0 COL02 1 2 0 1 COL02 -2 -3 U -------------------------------------"-`--- LOAD CASE 4 - SNOW LOAD CASE 11 - LONG. WIND 1 TO FRONT COL01 0 l 0 1 COL01 3 -2 0 COL02 1 4 0 1 COL02 2 -3 0 ------------------------------------------------- LOAD CASE 5 - USER OVERRIDE SNOW LOAD CASE 12 - SEISMIC TO RIGHT COL01 0 1 0 COL01 -3 1 0 COL02 1 5 D COL02 0 -1 0 ----------_—__._--- ---------------------------------------- LOAD CASE 6 - WIND CASE 1 TO RIGHT LOAD CASE 13 SEISMIC TO LEFT COL01 -3 -1 0 1 COL01 3 -1 '0 COL02 -1 -3 U 1 COL02 0 1 0 -------------------------------- — — LOAD CASE 7 - WIND CASE 1 TO LEFT I COL01 3 -1 0 I COL02 -1 -2 0 I 1 a U16R0597A Page 12 of 14 NUCOR BUILDINGS GROUP Job #: U16RO597A Page: Frame : MEZZ LT FRAMES @ FL 1 & 3 By: BG\trevor.black Date: 10-06-16 Job Name: TOP CUB AIRCRAFT File: F31 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** M y � A ,�` E'0 58 €1.O4 COL OS COL 02: X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) _______________________ LOAD CASE 1 - DEAD I LOAD CASE 9 - WIND CASE 2 TO LEFT COL01 1 8 0 1 COL01 -1 -3 0 LOAD CASE 2 - COLLATERAL I LOAD CASE 10 - LONG. WIND 1 TO BACK COL01 1 1. 0 I COL01 -1 -2 0 -------------------- ________ LOAD CASE 3 - ROOF LIVE I LOAD CASE 11 - LONG. WIND 1 TO FRONT COL01 1 11 0 I COL01 -1 -1 0 ----------------------------------------- LOAD CASE 9 - SNOW I LOAD CASE 12 - LONG. WIND 2 TO BACK COL01 1 7 0 I COL01 -1 -9 0 LOAD CASE 5 - USER OVERRIDE SNOW I LOAD CASE 13 - LONG. WIND 2 TO FRONT COL01 1 5 0 I COL01 -1 -3 0 --------- ---------------------------------------------- LOAD CASE 6 - WIND CASE 1 TO RIGHT LOAD CASE 19 SEISMIC TO RIGHT COL01 1 -2 0 COL01 1 1 0 ------------------------------ ----------- LOAD CASE 7 - WIND CASE 1 TO LEFT LOAD CASE 15 - SEISMIC TO LEFT COL01 -1 -1 0 COL01 -1 -1 0 LOAD'CASE 8 WIND CASE 2 TO RIGHT I COL01 -1 -9 0 I 1 a QQ w w o @ w w > z U O g J 00 0 0 0 © LL LL.lL LL d — a M W N W N Y_ i w w a Z Y co w = 7 06 w • O z `n C� `r m Y C N N M Q Z J Y LO L C w of o . Z N � O J � O w U w U m � � g z m O Y C I U Q co S U d O w L o z � Z co In D O w 0 w rn U U U U U LLIO w U LU J Cl- z z_ z z z° N ¢ 0 � � 0 U) u) 0 � (q O ¢ o -1 cn O O m U OU L J w r O O CD V Ita0 I� L LLJ N M N M M N (O (`) M N Z Y_ J W Q LL _ LL _ W to LULLJ (!:) z Y N CDN O m r ul V o0 N ao r N°D � c0 u7 (A -- W p = O U � — `J (`fin co m a�i n C7 2 is o6 • ,� CO 00 co f (U — - N — c z c z (1 G_ o6 Q ('') Q O �� m W J Q m N � 4 C r Q o Z (`1 U (0 CL U. (0 00 Y J 3 � a 3 Z o o ui Q U t— o a� o a� z _ m U ' U • o J 7 (0 z = 5 Y (D U)J O N m N CO O p O � L � L C o Fa 9 o co 0 LL O O Q m O O � U U CI- U � m N N O > >> c U U p p Q -0 9 Lij O Q C C a Z O O co O O O 2 = � a o O N ` N N p O 00 Number Required Manuals Drawing Index . c Ir rr4 Li C G R Wall Sheeting Cover Sheet: C1 C4 Name Cub Aircraft H9430-ErecGonManual ~ Anchor Bolt Plan: F1-F3 BUILDING SYSTEMS Location:City.County State Classic Roof Sheeting Primary PlanslSections: P1 P11 A DIVISION OF NUCOR CORPORATION Arlington, WA H9420-Erection Manual Mezzanine Plans: M1-M2 Customer C I Steel e! Buildings L L C Roof Framing Plans: RI-R2 1 Wall Framing Elevations: WI-W7MAW „ a M B M A —qNDetails: D1•D16 `— MEMEtEFt p ACCREDITED CERTIF ED N m AC4 72 CSA W47.1 01 LL Q Can Ot I� Y H G/c NO O W T� M O 2 !.' all, N = to = N� ul U x t v z o o E i a o —20 L ro m � Co a LL l J t y i VI d) h0 � W CD C = ) M Q Q �_ :7v 0 £ a zto 0 z a W Vl .0 °5° DC a= o O TOE 1 [^1 2 �1. R O G) OCT 2 6 A. 2a�a �� 41179 '1 fCNA1.1. kj � 1 Notes and Specifications: Top Cub Aircraft Entrance Building Erection Notes 1)Tho paneral contractor anctlor erodur is rasponisv a to latelyy and hr�pariy Primary and Secondary Steel Primer Color Primary and Secondary Steel Primer Color a Lr � erect the metal huddiruU sysleet m conformance With these rlfawings OSHA ¢ Of requirements,and author it tx CSA S 1 S standards pertaining to propor Red erection Tliis Includes%,but is nrN tooled it)."to rnnorl use of temporary guy% Red 3 and braces-q where nuoded far squaring,plumbing,and securing the structural H anti sw:ondary Iramrng Seaxhdary wall framing members(gals or bar tnisis) x x are not designed to Iunctufn a.a work ptallorrn or provide safely tic off Roof Sheeting Roof Sheeting ED f attachment In accordant a with OSHA requiramaids,Secondary rx,(raining T e:B Others, 24 Gage, Finish:TBS Type:B Others, 24 Gage, Finish:TBS members(peetuas or tint ptsls)Are riot deslgnnd to pmwda safety be all YP Y g YP Y 9 x Y attad:fanet m accordance with OSHA requirements Roof Panel Clip Type:By Others Roof Panel Clip Type:By Others - '- 2)M5&A490 Bolt tightening requirements: m It is the responsibility of the erector to ensure proper bolt tightness in Thermal Blocks:NIA EPS Foam Spacers:NA Thermal Blocks:NIA EPS Foam Spacers:NA € d accordance with aplhuable regulations.See the NCSC S eegllraunn for Structural Joints Usincil A325 or A490 Belts or CAN Ins Roof insulation(NOT BY NBS).Thickness:4 Roof insulation(NOT BY NBS).Thickness:4 em no ee Structures-for more in ormatlon The s0 wing criteria may be used to deformities the bolt tightness(i.e., Roof Line Trim.Color:TBS Roof Line Trim.Color.TBS a s nit g-light'or'lefty-prelensioned-1,unless required otherwise by local w p inns ru ar contract requtremen s Gutters,Color.T85 A All A490 bolts Shen be"fudyprglunafioned" M B3 All A325 bolls in primary framing(rigid frames and bracing)may be Downspouts.Color:TBS Wall Sheeting N m' 'snuglighl',except as follows: N run retensfon"A325 tolls it. Type:NIA, WA Gage, Finish:TBS v a ur ng sup s a crane system wilt a"iacity greater than 5 Ions, Wall Sheeting Wall Comer Trim.Color:NA `� h Building suppnrtg machinery that creates vlbratitm,impart,or stress-reversal,en the rpnnacUans The Engineer-4-Record fin file Type:Classic Wall, 26 Gage, Fetish:TBS Wall Base Trim.Color:NA project should he consulled to evaluate lot this condition YP 9 > e)The project site is located in a high seismic area.For IBC-based codes. 5 'High Seismic area'is clarified as-Seismic Desq)n Category'aI V, Wall Comer Trim.Colon TBS Wall insulation(NOT BY NBS).Thickness:NA C E%ui F' See the Building Loads'sodioo un this page for the Wall Base Trim.Color.TBS a deloned seismic design category lot i d this pro)e Vi d)Any connection designated fit raise drawings as"A325-SC- Framed Opening Trim.Color.TBS Building Options 'Shp-Cnlical(SC)-eonnarlrons must be free of paint.on,or other malariafs that rm hour friction at contact surfaces Galvanized or Wall insulation(NOT BY NBS).Thickness:4 No Building Options Included. 2 m c o 0 IigUly-ruslM surfaces are accepto to rn C)In Canada,all A325 and A490 halts shah Iss-"fully-pnrtansrxsed excpt �y q m n or scrn cry inembers(pudins,gins opening framing,etc.)and flange CanoDx E 1A ate, , � 01 bracas Building Options D)Secondary members(purlins, arts,opeinrn Iraming,etc)and flange H fl g ia � mm brace cronnectiens may always bu'snug-light,wiless mde-aled ulhnrwise Mezzanine.(See mezzanine plan for additional information) Below Eave in L in In in those drawings. Projection:X-0" u 2 t f a 3)The metal building supplier shall be notified prior to any field modifications. . p Modifications shall be approved by the metal building supplier before work is Structural Parapet Clear Under Canopy:8'-(Y Z m ai undertaken. - 4)Common Abbreviations: Top of Parapet:26-0' Roof Panel.Type:Classic Roof, 24 Gage, Finish:TBS LA .b0 a X a)I YP UNO-typical Unlesa Noted OlhmwiSo 1)SIM-Similar Z O � r m U SLV-Sheri Leg Vertical r)NIC-Not Il Crxdnel Backer Panel Type:Classic Wall, 26 Gage, Finish:TBS Face Panel.Type:TBS TBS Gage,Finish:TBS c LLV Long I eg Vertical a SI, Start)I tea d N9 6 FS-Near Sella and Far Sole f)NIA-Not Applirabk• Building Line Trim Color:TBS a O.A L Overall Length If MBS-Metal Bldg Sut'ffliru Ca � 5) tniclion loads shall nnl l,u pluoux!can any structural steal Ir.3inewnr _— unless such framework is safely bolted,welded,or othorvvlan adequately Below Eave secure) 6)Puffins and gols shall not be used as an anchorage point for a fall arrest -n systom unless written revel is ubLunwl Inen 11w metal building supplier. Projection:T-0' 7)Pudins may only be usec ns a wafking/vnxhis-V surface when installing safety v systems,after all pormanenent bridging has been Installed and fall protection Clear Under Canopy:8'-O' o s provided. Roof Panel.Type:Classic Roof, 26 GA.Gage, Finish:TBS 8)Construction loads may be placed only wilful n maw that is within a feet of YP � 5 the center line of the primary support memlxcr Cf R oundles should be placed Face Panel.T e:TBS,26 Gage, Finish:TBS o directly over the rigkf frames. YP 9 C 9)All lifting devices must moat OSHA or MSI IA staudaidn and in no case is it acceptable to use structural members supplied by the MBS as a spreader bar V t tx lifteng device. J = General Design Notes v r I)All structural steel sectiwfs and wnitlrwl fA.no nromlinr;are deslyneti in b.0 accordance with ANSUAISC 360'Soocihcaliurw for Stniotural Stool Buildings' C X m at the CAN/CSA S16"Limit Slates Design of Steel Sannlure-0.as trquaed try Q Z Q the spi cificxl building code. M 21 All welding of structural steel is based on wtUsar AWS D 1 1"Struciueal Welding fJ Code•Steel"wCANIGSAW59"WeldedStael Conetrucirnn(MelalAir Building Loads: Project Notes, >✓ co WeWar .as required by Ihe•specified Iaaktbig,xiikt - Q C C 3)All caltl(armed members are designed Ili accordance with ANSIIAISI S100 or � C Q1 (ANfCSA S 130"St,eahr:�llUns for the Dawlt))n iA Cold i ntmeJ Sleet Sit uc teal Design Code: IBC 2015 1)Collateral dead loads,unless otherwise noted,are assumed to be uniformly b0 i It, V0 Lt, Merinos ,as requited by life srxu:lnced IxrHdint)canto Bw4d ng End Use: 2B-Manufacturing-Waretwusing 4)All Welding of cold forted steel Is based all AWS D 13"Slrurluml Woldit MBMA Occupancy G Narita Entrance Top Cub Airctan distributed, When suspended sprinkler systems,lighting,HVAC equipment, v — 5 N ,� £ I= Code-Shnel Steel"or CAN/GSA W59"Welled Stroll Gensiniction(Metnf Arc Roof Dead(PSF) 65 35 ceilings,etc.,are suspended from roof members,consult the M.B.S.If ; CL= 01-� i _ to WeWlny) as raeqquHed by the specified building ouch: Roof Live Load: 20 primary Collateral(PSF� 5.0 5.0 d Q = Q c 5)This Nucor Bul�ng Systems Gx pity is IAS AC-472 ArA"dilitl end REDUCIBLE PER CODE these concentrated loads exceed 500 pounds(using the web mount detail)or CAN/CSA A660 and W47,1 Certified(If applrcnbm)for this desiil f and Secondary Collateral(PSF) 5.0 50 200 Ibs(using the flange mount detail),or if individual members are loaded ntanufaclurrng of Metal Building Systems. (i/ow Exposure Load: 1. ( g g ) Snow Esposure Faaor.Ce 1.0 Snow G 1.0 1 0 significantly more than others. 6)If(fists are included with this pm)oG,they ann supplied as a pail ill the g Y � R Snow Importance Faaor,Is: 1.00 s slams en mnercrl metal huikhn and are Idhntaund ufi ncv,nlanrT with Ihn Snow Gs 1 00 100 �Y• a'4• reulrarner>ts of Section 1926.158 of the OSHA salefy slandants for filawl Seismic mfamalion: Ss:1042 S1:0 350 2)The design of structural members supporting gravity loads is controlled by 1 Roof Snow(NSF) 25 00 25 00 t I'M, n,elated.lanuary 10,2001 Strissia SdslShc• 075210.399 the more critical effect of roof live load or roof snow load,as determined by the r Site Class: D Wind Enclosure Enclosed EnUosed r Ca Material Specifications Seismic nip Fat 100 cep+ +r•n16 +I o.te applicable code. Analyse Design.Category. D Seismic R 3 25 3 25 Pale and Flange Material: Analysis Procedure: Equivalent Lateral Farce Frocedura 1179 ° 5"-17'Wee,To 1 4"Th. A529,Grade 55 Basic SFRS: Seismic Cs 0.232 0 232 ", r_- `. Others A572 Grade 50 Ordinary Steel Moment Frames d Base Shear(KIPS) 16 1363 h I xRht &ill-Uri 8lnrrlur,l Wen Al011 SS(or HSL4S Class 1)Grade 55 Ordinary Steer Concenfr,:alay &aced Frames s T N tt lkd•Rollud Struc:ke;il A-96 or A572 Grade 50 or A992 Grade 50 Wed 110 E �TT7 Structural Tube A500 Grade B 46 KSI) Wind Impartance,Faaor,lw NIA r. Sater.Wral Pipe A50O Grade B 42 KSI E osum. C >< lAhk)•Fttttltxf Shudrxal A7011 or A10 SS(a HSLAS Class 1)Grade 55 UL90 Yes Classic Roof Panel A792 Grade 80 classic RoofConst No 161 3F x CFR I VR16 Roof Panel A792 Grade 50,Class 1 Class cRoot w/7ranslucem Varier Consf No 167 3 j Li- All Wall Pane Profiles A653 Grade 80,Class 1 or A792 Grade 80,Gass 1 CFR Roof-Const No 552 5t _ Rod Bracing A529 Grade 50 s �j F "` N Welds - AWS D1.1/01.3 or CSA W59 per Building Code CFR Roof wlFR Ro,cem Pane-Canso No 590 _ lifgh-Strength Bolts A325 Type 1 or A490 Type 1 I leavy Hex Composite CFR nst No No.552A „ ; lJ Machine Bolts A307 Glade A Hex VR16 II Roof Consl No 332 _ L i = 00 .c General Notes - rJ , N !ti O O THIS BUILDING SYSTEM DESIGN IS BASED ON UNIFORMLY ' `rm o - - - - APPLYING THE CONTRACT-SPECIFIED LIVE LOAD AND ROOF SNOW LOAD. IN ADDITION,THE DESIGN IS BASED ON APPLYING A CODE-DEFINED LIVE LOAD(INCLUDING APPLICABLE REDUCTIONS)AND A cu m f f CODE-DEFINED SNOW LOAD(BASED ON CONTRACT-SPECIFIED GROUND SNOW), -FOR ALL PARTIAL LOADING AND UNBALANCED SNOW LOAD CONDITIONS. - DRIFT SURCHARGE LOAD (D) — A - THE 12'-0"x 12'-0"ROLL-UP DOOR FRAMED OPENING SUPPLIED ON THIS �\ E PROJFCT HAS BFEN DESIGNED TO SUPPORT A TOTAL.HANGING DEADc: WEIGHT OF 1440 LBS.IN ADDITION,THE FRAMED OPENING HAS BEEN - FLAT-ROOF SNOW LOAD (PO ° DESIGNED 70 SUPPORT WIND LOAD,NORMAL TO THE DOOR,BASED i u o ON THE STANDARD BUILDING CODE CRITERIA,THE FRAMED OPENING o HAS NOT BEEN DESIGNED FOR ANY ADDITIONAL MOMENT OR CATENARY FORCE FROM THE DOOR.ANY CHANGE TO THE INFORMATION SHOWN DRIFT WIDTH (Wd N HERE WOULD REQUIRE AN ENGINEERING INVESTIGATION AND POSSIBLE �- - `0 BUILDING REINFOR FOR BUILDINGS WITH AN OCCUPANCY CATEGORY i OR 11,IBC ALLOWS W CNN �. FOR SINGLE STORY BUILDINGS TO HAVE NO LiM[1 FOR THE SEISMIC o STORY DRIFT.PLEASE NOTE THAT ANY INTERIOR WALLS,PARTITIONS, a CIELINGS,AND EXTERIOR WALLS SHOULD BE DETAILED(BY OTHERS) TO ACCOMODATE THIS STORY DRiFT. THE CONDITIONS AT THE FOLLOWING LOCATIONS PRODUCE DRIFT WINDOWS AND DOORS THAT ARE PROVIDED BY OTHERS ARE ASSUMED SURCHARGE LOADS: W J M o 0 TO MEET THE WIND LOADING REQUIREMENTS OF THE STRUCTURE N CO m m AND THE OPENINGS FOR THESE MUST BE IMPACT-RESISTANT OR LL � j PROTECTED BY AN IMPACT-RESISTANT COVERING AS SEPCIFiED 1 LOCATION. Line M D(psf): 48.0 Pf(psf): 21.0 Wd(ft) 1 1 ,667 inycn iN THE BUILDING CODE WHEN A HIGi4 WIND EVENT IS ANTICIPATED. u, r' L - m m 2. LOCATION: Line 1 D(psf). 48.0 Pf(psf): 21.0 Wd(ft): 17.23 V = o E '�v THIS PROJECT INCLUDES NO PROVISION FOR DYNAMIC LOAD z ,� v CRITERION(VIBRATIONS)AND ITS EFFECTS ON MEZZANINES. IT SHALL BE THE RESPONSIBILITY OF THE"ENGINEER OF RECORD', 3. LOCATION: EXT. D(psf): 66.9 Pf(psf): 21 .0 Wd(ft): 15.51 z o E0 0 k NOT TILE METAL BUILDING SUPPLIER,TO DETERMINE THE m 4 m a lL PRESENCE OF DYNAMIC LOADS AND THE IMPACi OF THESE VIBRATIONS ON THE STRUCTURE. THE.PROJECT ENGINEER OF RECORD(NOT THE METAL BUILDING SUPPLIER) 1S RESPONSIBLE FOR ASSURING THAT ROOF AND/OR WALL SHEETING(NOT BY MBS)ARE DESIGNED TO SAFELY WITHSTAND ALL CODE REQUIRED LOADINGS ASSOCIATED WITH THE GIR i AND PURLIN SPACING PROVIDED, PURLIN AND GiRT DESIGNS ASSUME 1 HAT SHEETING PROVIDES LATERAL vi a STABILITY EQUAL TO OR GREATER THAN MBS CLASSIC PANEL. ALL TRiM a AND FLASH FOR WALLS AND ROOF NOT PROVIDED BY THE MBS ARE TO BE Z SUPPLIED BY OTHERS. v J C10 � N STRUCTURAL TESTS AND INSPECTION: Q = m � 1) THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN IBC SPECIAL INSPECT IONS AND IN IBC 1704.3 AND IRE 1705 0 2) ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AND INSPECTION AGENCY EMPLOYED BY THE OWNER OR ARCHITECT. i v g _� m 0 3) THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST AND INSPECTION FIRM WITH A SCHEDULE TO FACILITATE THE PROPER COORDINATION OF WORK. C CL i o r-1 L Z kD 4) PORTIONS OF WORK REOUTRING SPECIAL INSPECTION: o Q m= Q o t AGENCY RESPONSIBLE FOR INSPECTION AND TESTING TO BE NAMED 13Y OWNER LATER. ^��,+� a 4. A. STRUCTURAL STEEL: YES NO N/A 1. MILL REPORTS AND IDENTIFICATION OF STFFL(AFFIDAVIT OF COMPL IANCE) ❑ ❑ �� ,�' gr 2. SAMPLING AND TESTING OF SP(�CIMFNS ❑ ❑ B. WELDING: 1 ALL STRUCTURAL WELDING(INCLUDES DECKING AND WELDED STUDS),EXCEPT WELDING IN APPROVED SHOPS PER IBC 1704.2.2 ❑ ❑ 2. ULTRASONIC TESTING OF FULL PENETRATION WELD CONNECTIONS AT MOMENT FRAMES,BRACED FRAMES,BEAM SPLICES,AND FIELD WELDS. ❑ m ❑ 3. STRUCTURAL LIGHT GAGE METAL FRAME WELDING ❑ 0 ❑ C. BOLTING: T � •;4 1 HIGH STRENGTH BOLT A325SC AND A490SC(PRETENSION VERIFICATION) ❑ ❑ Ei a; ?� O 2 HIGH STRENGTH BOLT A325N AND A490X(PER NOTES) ❑ ❑ .�.� � tit '� V 3 EXPANSION/ADHESIVE ANCHORS IN CONCRETE OR MASONRY _ 0 ❑ 0DE�� t! �p7( E�lz4:_-Lil F1 1 � 1 HIS WELD TYPICAL FOR ALL FLANGE TO ENDPLATE WELDS SHOWN NPnr.WELD Saf PER FA FIAL LENGTH FILLE-NEAR •/' = - SIDE OF NEB Mr.r OF FIAV PAST INNER MOST MOLE f I B NI FROM EACH FROM FLANGE ALONG THE OPPWTE SIDE CF WEB IF x n- S oon : ,Cw = Cz q� Fo 70 i m 1m< $Tm 1. rTI MIN THICIWESS0225 — a C' mm L"' mmz ruA 111 D<t�oT' D \ fD o 'iS S a :3 .:�.. rL 161 - � rD ? Slot Reinforcement - F m 1'rE•7 SPECIAL DETAILS L FG-5 :fnl See Weld Standard sheet for WPS description f f r z ci = Cs -� .4 A Ln N � T SS to � cnw CL � N Nu P y o om C All3 C O f y :E IluN T n. N IV 1 = m v N N o t— D `{ 0 CL - A D - f f � G, LA m a d a n S - cn > -O J " g W D Gq ' o INA .96 4 NN �n m m . _ c 0 fP 5 n o f s Z �a s -M{ A 3 o r- 2 o r '? m En r WPS# Description Weld Process Positio Limitation Plant Location Code UT IN SC TX a FG•4 AWSOt I-tD .1-:7 POR Ic 36E 5.16 X I X I XtA FG3 86'►ih6'dn{snuu ill"s-so AwsD11.1D .w' POq !< t9 1 Ih X X X A ^ m c y 1GFG 1Y'nm Fray ug Me Id'a AW501 1-10 POR IG -1 X X X A n = a 2GFG 11a'Lwt.ePlu AwsDI I-19 Al.w;sMa+.,n+, POR I G ±ryb .sh6 X X X to ° `y L R N T 3GfG G b'L 1m5e seku AW5011a7 wAw;'e'-h .fie ', FOR G-ZF X X X > ? mn. f F CL s T 2036 $6 io'A, A,-wwum AWSDI 1.10 wawl�•-v.•wr..s=� POR 1r,2F X X X � (A O 5GFG "1a^3.w'. AWSDI':D PDa 1G2F om.. X X X s 2 I14 in ww Fy s Iv 7 275 IkroutH A D 1SWS 071Y:xa AWSDI/-10 wvr:n-:'r,we n+ POR tG !m nsn X X X xra sy:u In 0 t2S Nr.uy 0 1 2$W$ 0150'NA AWS011:0 sAwplmolsswt ew POR IG I's Am X X X @ m n n wen td u,n D ns 0.ws^3SW5 AWSDt1.1a LA iA Ptl 1G X X X Q £ V N • fo e-F wee sgla Iv0 7rS IN"G, a p X X X M 2038 0500'fth AWSOI I-lo swwpaaw sea ver yaH POR IG "75-ow � _ 2FR PIPeIII M.00le"d AWSDl1.10 ¢MwrP-NHLwYew.N pipROTATED rue'T X X X '^ ^ al m ° � c FBG-1 Roo 1.°Lldangk x.t AWS01140 POR IG '7N,".A',' X X X • Q a n na,splu WPSa I„0 131'¢¢9^ AW5011-ID cuarr mw5wa YES IG C375mId ROTATED was-IP O X X X O c � ox II0.k,0375'"a wAw P„sree IG em-ow j > > WPS5 0swock AWSD11-10 orr.sb.- YES ROTATED oa„..s-q X X X A P WPS6 «co-em,e D-rm wece.all tines AW50/1-iC waw m°>,.n sea wHN YES IG .al, sc X X X .- WPS7 Rant.b wee wso,mee by bdoer uvv 0062'Owen* sNwwrrr.a YES 2F als-+N X X X A1noe to we°w.'a wwk b/ _ 4VPSB sulw eWn us+g 0057'0ekck.Oe AWS011AC = a. YES 2F ocs•.x x X X .0 - -- e - Ln WPSB f.k p^¢ dI AWSM 1.10 w+a ru:r wwr.Mi YES 1G ovs.lm X X X m WPS11 tmi wk-Oren AWSO.1-10 Harr lV.euluuaee.tl YES 3F stm-uWeeee X X X `F� v WPS-1 C' sF_ .. > r1 AWSDI sae POR FLAT cue•a:q X X X A6=ew!! w'lrw.M :A»we ..va X X X !-+�O p ± A r WPS-1a .:, A AW$DI 301 POR FLAT cca6'-.7+C Ai v olx� D _: WP$-2 Cc -Foe,,ua'�'AIM AWSD13-0e w•w I,3•N.tl11 POR HORIZ I'=a m,s.u13 X X X O PY m 2 y o= {t b o WPS•2a C.k F«m snAm weN(Oa,Axge 1) AWSDI sM wuutu••w.ael u.••.ea PCA HORQ c W F a s X X X Z rZTI $ $ we-As+�seam rclaww00°'1 I—sw or•s. !mn r 1 r£ B WPS-3 Awsol Sae uaw a.w.w ne,u.i vaR HaRi l 1 - ske12 D3725'lnci ¢2cvas x X x to wl,a»,r seem w,1G b wpD01 ouw 'I� it ;K J IC°•.w.i..noHeeM•INi '•=0 m7r-e31Y. WPS-3a scree o±1zs anlc 1ga,anluel AW5017-0t l FOR HOR2 ¢zlalu X X X v WPS4 !-!I— .._I, AWS713N A- _►.. Pot HDwZ nbma9-o2ls X X X - 3 � WP$1a cd6lan ('"rued) edon hed wd. AW$D1346 w s POR HOFNZ nQ%w.n4 X X X '-' i wr ' uldd _ o,m keame6.r fiku o AWSD1 P w« 7.0.9 .u.w 2:.,.,��.•_,,.....- H r•s mm'-oils N v r~ c WPS-5rn IewFan¢e«z07trWck OR aTlz aleJam ke mnneabn fAlu vela `—gym > R "S fAduemW; r Im K ¢2ca:as X X 0POR HORz WPS-5a ks,nP um2031r 1w AWSD17as fff WPS-6 1664�1306"1"1 AWSD13Do cww(u aft-11 POP Hoag xmm-Prs X X X �� ram-D ►` I-4 Ov WPS•6a wa o+e Lao M«wna ts�1esn¢wl Awsm 3as v-^ pOP HOR¢ =a mis-onr X X X o�x m m C oo o f � WPS•7 ¢b bm as Nld wW bwwt AWS31±4t auwl�s».'•..w war PCW HOR¢ ems.ors. X X X Z _ ued 203125'b k ¢2ena m wlbbrm Ao6Ae1wde A_w CA'ew IC isM u.wewwll WPS 7a I s ed 2 0 3t 2s'and LgWb`.»x0) AWSDt sass PQR HORR X X X a! 01 13 m m.�nals-aasylw�a awn PRO.tECT NAME N U C OR .10^e4•1 N..,1W,41:°f a 7 Mezzanine Confirma TKL MBH TWB RRS 0/26/2016 Cwoa`io�r^o�+w np _ Top Cub Aircraft BUILDING SYSTEMS GROUP .t^,m,t,I...dlntw^Id For Build Dept.Rev TKL MBH TWB RRS 0/26/2016 t11,Y rePres,nt,n M,P,...,1 - Arlington, WA .t N°C„Will.A Systcma { _ 1050 North Watery Lane MOM Mne.etslereA o•.lessaow« = T CUSTOMER NAME Brigham City, UT 84302 HCI Steel Buildings LLC Phone: (435)919-3100 Arlington, WA ' °nw`w kaM ul[MI^a°• - g e Fax: (435)919-3101 SHEET .LZ�,r ,�\ 1OB NUMBER ISHEET TT71E C4 OF 4 U161110597A Standard Welds and Legend O 4 4 Q O O O O ,D 11 ;CN N STEEL LINE 200'-0" 25'-0" t 15'-1" 50'-10" 24'-2" 50'-10" 24'-1' 10'-0" STEEL LINENo No AA Z W N Wi a � Z '^No z � a 2.a � U, N 1 -2" � 5�-9" in PLEASE NOTE THAT ANCHOR BOLT I S DETAIL 'D', 'C', AND 'L' HAVE—�+ (E) F UNIQUE OFFSETS FROM STEEL LINE a = FROM THE OTHER COLUMNS ALONC THEIR RESPECTIVE LINE o o in p 1 I N t0 N N dI ,•�`• W c000 LL H JMC7M H -*1 D ' tA Z°- J a m FINISH FLOOR = 100'-0" a cu~ rn - f �� BOTTOM OF BASE PLATE = 100'-0" w p m'oni �F) (UNLESS NOTED OTHERWISE) o^ z r U vJ p 0 E p a I o t N .. ANCHOR BOLT SCHEDULE cr N z: m a in y Oft•! 0 25'-0" QUANTITY SIZE MAT'L PROJECTION TOP CUB AIRCRAFT o 0 o O~ 0 0 "� 84 3/4" Gr 55 3" FROM BOTTOM OF BPL '> c0 �) j— G ;o O 8 1" Gr 55 3" FROM BOTTOM OF BPL II w o I o 116 1-1/4" Gr 105 3" FROM BOTTOM OF BPL o= z I I '19 C Q o -1N to S a_ J O (H �E j II o -1 ` U ao ro 1 -1 z o I I in to Q 0 25"-4" N cli • N c N Lo ) / (Q Q D Q MEZZANINE PORTAL J H = J,9 R M K U m Q n 4 4„ FRAME o rn o 3 � (o M � - O O \ �0 In 0� � � =10 IO � � _ � � � 6'-0" oaxwHce 1'-0" 6'-D" ► ,t. R N 1 K I I K - N W4�/S��i Ld z -i - I'-2.. z G J 1 w 41179 15'-1" 25'-5" 25'-5" 24'-2" 25'-5" 25'-5" 24'-1" 10'-0" � 16'-0" 184'-0'* T*i r<< STEEL LINE 200'-0'* - STEEL LINE ca€ tL �p M 0 ANCHOR BOLT PLAN WIND BRACE -SLOT-HILLSIDE A 10" I' GENERAL NOTES (ROD SHOWN WASHER - FOR REFERENCE ASSEMBLY 2-� 2• 8• '•' o o c AT— I.THE SPECIFIED ANCHOR ROD DIAMETER ASSUMES F1554 7.THE ANCHOR BOLT LOCATIONS PROVIDED BY THE METAL ONLY) - II - �' GRADE 55 UNLESS NOTED OTHERWISE ANCHOR ROD BUILDING MANUFACTURER SATISFY ANY PERTINENT II i O O MATERIAL OF EQUAL DIAMETER MEETING OR EXCEEDING REQUIREMENTS FOR THE DESIGN OF THE MATERIALS THE STRENGTH REQUIREMENTS SET FORTH ON THESE SUPPLIED 13Y THE METAL BUILDING MANUFACTURER. II q O U YJ DRAWINGS MAY BE UTIUZEO AT THE DISCRETION OF THE PLEASE NOTE THAT THESE REQUIREMENTS MAY NOT IrF 7p FOUNDATION DESIGN ENGINEER. ANCHOR R00 EMBEDMENT SATISFY ALL ANCHOR BOLT CONCRETE EDGE DISTANCES II 1 LENGTH SHALL BE DETERMINED BY THE FOUNDATION REQUIREMENTS DEPENDING ON THE DETAILS OF THE COLUMN VAM DESIGN ENGINEER. FOUNDATION DESIGN. BECAUSE FOUNDATION DESIGN IS COLUMN (2 3 p_�5/0-3 �T NOT WITHIN THE SCOPE OF WORK OF THE METAL 2.THE METAL BUILDING MFR. IS NOT RESPONSIBLE FOR BUILDING MANUFACTURER, IT IS THE RESPONSIBILITY OF PROJECT FOUNDATION DESIGN. THE FOUNDATION DESIGN THE QUALIFIED PROFESSIONAL DESIGNING THE FOUNDATION FINISH I) (USE(2) 1/2"DIA EXPANSION BOLTS PER COLUMN) - _ IS TO VERIFY THAT SUFFICIENT CONCRETE EDGE DISTANCE IS FLOOR THE RESPONSIBILITY OF A REGISTERED PROFESSIONAL PROVIDED FOR THE ANCHOR BOLTS IN THE DETAILS - - __ P ENGINEER, FAMILIAR WITH LOCAL SITE CONDITIONS. THEREOF. 3,ALL ANCHOR RODS, FLAT WASHERS FOR ANCHOR ROOS. B.THE ANCHOR BOLT SETTINGS SHOWN ON THESE DRAWINGS EXPANSION BOLTS, AS WELL AS ALL CONCRETE/MASONRY NOT ONLY INDICATE WHERE THE ANCHOR BOLTS ARE TO u - �• _ = t- _ _ ol EMBED PLATES ARE NOT BY THE METAL BUILDING MFR. BE PLACED, BUT ALSO THE FOOTPRINT OF THE METAL IA BUILDING. R IS ESSENTIAL THAT THESE BOLT PATTERNS ' - v Z O I -� •J - a 4.THIS DRAWING IS NOT TO SCALE. BE FOLLOWED. IN THE EVENT THAT THESE SETTINGS {i - ANCHOR BOLT 10 1 ;2 DIFFER FROM THE ARCHITECTURAL FOUNDATION PLANS, a 0.I ; ANCHOR BOLTS SECTION A £ m 5.FINISHED FLOOR ELEVATION - 100'-0" UNLESS NOTED THE METAL BUILDING MANUFACTURER MUST BE CONTACTED I a, j OTHERWISE. IMMEDIATELY, PREFERABLY BEFORE CONCRETE IS PLACED. 1 (RECOMMENDED) o0 ww BPFFNG � ' � OHOF6 BU4Uf � 6.•SINGLE" CEE COLUMNS SHALL BE ORIENTED WITH THE - b TYPICAL COLUMN BASE PLATE DETAIL TYPICAL OVERHEAD DOOR (4) 3/4 0 ANCHOR "TOES" TOWARD THE LOW EAVE UNLESS NOTED y�-�- caoss Bw,clNc TYPICAL COLUMN BASE PLATE DETAIL nTH PwI AT SLOT-HILLSIDE WASHER LOCATION FRAMED OPENING A BOLTS WITH A 3" PROJECTION 8" 31 5•• � - 4" 4l0 N L „8,. 1. 1�0 T �- •8„ o N W c FA cli cc, U � � ��cn 2 M M cUav - q 0 12 1/?" 1 3 1/? „ 2'• OF FRAME OF FRAME OF FRAME ] J Zo t c „ }� q _ f. lf) G1 0 X a- Q 8 m Q m a-LL BU4LX BU4LX BU4TX BU41N SU4IN BU41N B (4)1-1/4" 0 ANCHOR (4) 1" 0 ANCHOR D (4) 3/4' 0 ANCHOR C (4) 3/4" 0 ANCHOR (4) 1-1/4' 0 ANCHOR /� (4) 3/4• 0 ANCHOR BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION L BOLTS WITH A 3• PROJECTION BOLTS WITH A 3' PROJECTION l� BOLTS WITH A 3'• PROJECTION 13 1 2" 8" 8„ IN (00 „ �„ i 2 21• 2"2 too J AA - Q w -- - _ N CA _ N cin- —- N F_ Do Lo CNI -- 04 _ - 0 N N I I �JI ) J w = � Q 3 F—NON-STD GIRT OFFSET " 2" 2)4, .29. — a' N „ c SEE AS PLAN ` —�'L e" a 1o" — >Q >Q BU4ROT BU48X 8U4BX BU4TX Bu8Tx - > m > Q J (4) 1• 0 ANCHOR I! (4) 3/4' 0 ANCHOR I (4) 3/4" 0 ANCHOR n A (4) 3/4" 0 ANCHOR ^I (4) 3/4- 0 ANCHOR (8) 1-1/4" 0 ANCHOR Q O BOLTS WITH A 3" PROJEC71ON I\ BOLTS WITH A 3" PROJECTION L_ BOLTS WITH A 3" PROJECTION IVI BOLTS WITH A 3" PROJECTION I�J BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION ? O zU c � v) Y � u' duo 'e O Q L) r FOUNDATION DESIGN NOTE PLEASE NOTE THAT ANCHOR BOLT THE ORIENTATION OF THE ANCHOR BOLT DETAILS SHOWN ON THIS PAGE MAY NOT DETAIL 'D', 'C', AND 'L' HAVE 41179, A• YtT4R4,.�K•• COINCIDE WITH THE ACTUAL COLUMN ORIENTATION SHOWN ON PAGE F1 . PLEASE UNIQUE OFFSETS FROM STEEL LINE REFERENCE THE STEEL LINES AND/OR CENTER LINE OF ADJACENT COLUMN SHOWN FROM THE OTHER COLUMNS ALONG ON THE ANCHOR BOLT DETAILS WITH THE ANCHOR BOLT PLAN ON PAGP F1 DURING THEIR RESPECTIVE LINE LAYOUT OF COLUMN AND ANCHOR BOLT LOCATIONS. it" '-` F Q.p;d• 10 (V � � .•� 1 LL O" p Q„ zt ID 47 Ip 0 10 y - Z 8 2 2!4' 2Ye" 12 1 2" i7 M I -�` � r _ OF Ar AV A lk IL f JI _ _ in N - - 04 r N co \ L+ _j _ i J in i!1 ,jam _ $ rn 4n 2nl 8 Iv _ NIn _ 0 } rnr- - ORIENT THE 'TOES OF �� • rl � � �, p SINGLE-CEE C00 OLUMNS I I TOWARD THE LOW EAVE o n m BASEPLATE MAY HAVE MORE THAN (4) HOLES. C4 w BU4TX ANCHOR BOLTS ARE REQUIRED ONLY AS SHOWN. BU49X BUBBX BU60X BU48X 23 Q (4) 1-1/4' 0 ANCHOR (4) 3/4" 0 ANCHOR S (4) 3/4- 0 ANCHOR T (6) 1-1/4- 0 ANCHOR I I (6) 1-1/4' 0 ANCHOR \ (4)1-1/4" 0 ANCHOR 3 3 BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION I BOLTS WITH A 3" PROJECTION LJ BOLTS WITH A 3" PROJECTION V BOLTS WITH A 3" PROJECTION 6 9 o m. W r0000 H J� Mch Ul1 � �iriin M M 3 Q O p L c ZIn Ol O j( ♦a �(� d LL FOUNDATION DESIGN NOTE; THE ORIENTATION OF THE ANCHOR BOLT DETAILS SHOWN ON THIS PAGE MAY NOT o COINCIDE WITH THE ACTUAL COLUMN ORIENTATION SHOWN ON PAGE F1 . PLEASE r REFERENCE THE STEEL LINES AND/OR CENTER LINE OF ADJACENT COLUMN SHOWN 0 ON THE ANCHOR BOLT DETAILS WITH THE ANCHOR BOLT PLAN ON PAGE F1 DURING m LAYOUT OF COLUMN AND ANCHOR BOLT LOCATIONS. d U 0 at Q � c coQ � Q tz m Q o ti rn =3 o U c F; cn w arc. =3 - co a0Q al— r, S QZ) 7. 41179v C^ > S I w �, ! T 1t all ft r g .g. ra LL -ul grit, Strong Back Column Size y D CDa) Part MK.# Total Depth Flange Web N CDMXB021 1400 650 164 N w I I O O 200'-0• Part Sizes zs'-o 1 u'B• sr o• za'o• _ si o za'o• io'-a• EPS_ P8.188 Strut cc 1'2 RDB ROD z � CX6018 - - — - cxaol8 AA RDC 3W ROD m m RDD_ 7t«ROD rNn N RIDE V ROD t �` Go 2•4 -� m RDF 1 V ROD m N X 1 LOW EAVE Y-0• E > i FT-T A C C%a001 I CX0002 CXn nS Cx0013 _ - - C%8006 - - CX6007 _ _ _ C%8013 - - _ _ txUnOB- _ -CX8016 - CX2001 O G aCl -. _ _ - - _ V CX8021 (XW13 0 J' ;-11tk-11 .a a,,,,t�raw EM005 u•.ml.«oe c (Strwig Back Mam Cdunal 1 CCdumn) CO c �•bx P R R a� O 'Pi+ x t' R x r dS'-9` W a U aUcc a Qo� ,�, I cxzooz -- ----© E lL CXW001 l---- © -- EXW012 I 4 R MXH012(weals► Mart Column(Parapet Stub) CXB019 x S I •� b N m N R y N l,1_ Jm 00 Z7 co 4)) 01 01 x CXB020 i1 .-1 cxw0oz o: a (e 40 D m rn �! --`-- --- - t r 1 NU MxHooe(wexla) �J e, �rysd (o �_ In to (Parapet Stub) o 0 0 11 = t m m Ir qo m Ir m o o f t4_ T3 0 f, O L. V In N 'fllUxM +h115 % r �a O Do a- LL L � s e Q 0 cx2oaa � 4 — (n --- - 0 MXH009(Waxle) U I P" 0 (Parapet Stub) N ob o I- 0 3 m o m aUtl a I N rO Rrl �'', ¢in rc ixe a. N Ce03 P"r, N 0J N R Icxzoos 17 CXW004 CXW013 J�f E - ---- - N RU�NOU�-- J J F Z MXI1010(w8X18)- (Parapet Smb) 3.x x Nn In (1 C3 K J.9 n N - - _ _ - - N _ t�1 J.9 s _ �- - 25'4• eat coy 1 t - _ I ti o L) = Q 1- -_._-_ --1 O N n1 Re N N ry cX2ooe -- f - nt M�znMIHr- ry„to oo: $ % -- ----� Q p p Ln CD----- a �R°ot of°� m e cc z y p d I in a tni F U .0 w to .0 £ a. I EPS002Epsom O 0 Q rn U Q m cxa ob xB - rXBol4 - cx cx eolo - eoli cxeols % con cxwnoe - - ---- \_'J a F- _ ° ip t MXH014(WBX18) M*1015(Wexle) MXHo15(W8X18) MXHO15(WBXIe) MXHO15(Waxle)8012 MXH015(W8X18) ICY)- ----- -- - - - - I (Parapet Stub) (Parapet Stub) (Parapet Stub) (Parapet Stub) (Parapet Stub) (Parapet Stub) -MXHol6(W8x1a) R. .9 I - - t MXH015(WBXIB) (Parapet Slub) `�} %V4 LOW EAVE (Parapet Stub) . i SEE SHEET P2 1'2• FOR PART MARKS r- 4 r 41179 IN THIS AREA 16 0• T-O' 15`-1• 25'•s• 2SI-51 2a'-2• 2s-51 25'S` l.4'-t' 10'-d '4A k�c4stlR�� — - d��QfAL lts' 1 1 I 1 1 I I--- I E CD �� CD M GD �J l b 1Q 11 Notes: --5, 1 s ti Plaoe metal tagged end of rafters toward the low eave. w.i§` _ -a $ 0 Strong Back Column Size o C. Part MK.# Total Depth Flange Web w o N N MXB011 12.875 650 164 5` c Part Sizescc cc o z RDD_ ROD 3 oo Go CIO x x J J - Y Y N G1 Cl = 0 F+ CU --- Li v O S 0 m 1 N m w " J,9 J.9 - a RXBO33 CXB022 O CXB022 (PORTAL RAFTER (PORTAL COLUMN S Ig Q MXH011(WBX18)- (PORTAL COLUMN AT MEZZANINE) AT MEZZANINE) (Parapet Stub) \ AT MEZZANINE) / r X c 0 0 T-4 m MXH004(W12X26) -CXW005 H m I.- (Canopy Beam) (W1OX22) o a 3 :;Ino ' t = m in m bf w 3 X � u ? o v av C o O� z Z m ui p t C Q j � t10 O X O 'C L U co l I = m 1-1m n. lL CXWO06(W10X22) N (Cal.Below) uCXWO10 C MXHo 6) ENTERANCE BUILDING I - (WBX24) - O (Canopypy Beam) _ LOW EAVE- - C W CXW014(W8X24) //p 0A ` rp (Piggy Back Column) n004 tiP00 m MXI1013(WBX18)- CX8004 0 (Parapet Stub) CL RXWO07(WBX10) � o (Piggy Back Rafter) " ` RXWO06(WBX18) E (Rafter Below) N J O MXH003(W12X26) -CXW009(W8X24) CXWO11 - ---- - O 1/j 'Y (Canopy Beam) (Piggy Back ) t70 W MXB011 Calumny C = (Strong Back Column)— — - — MXH005(W12X26) Q O Q ^ MXH005(W12X26) (Canopy Beam) CXWO07(WSX24)— (Canopy Beam) i Q (Col.Below) 1-2 P W Do CANOPY O O -0 i d1 bLOW EAVE a 00 a C0 OcuO ZW-W ,r EmV r CC i o O Q z � co O � 11a N 41179 w 10 Q E Notes: S `2r1 _ Y O Place metal tagged end of rafters toward the low eave W � ��;= ; 4 ;` U- cayly' j� z33f8 a N N cli �D N 0.5 12 0.5 kn acres cc 65-0 i1/16" - - 65'ol]/lb• 00 m —--- �� - I, - 1011ha• '-1nlYlti' p.A• 9 0• 5'4• 5'-0• 5'•0" 5'•fi 5'•0' 01G1' 2 2 1 ]013AA y.ln hr, es S Q" S-0• 5'-e' 3-Or WSW -IoI'Ar 'QO 4t6• -- le T-1nj3Ao 1.10 Aa 5.0' •5, ,-29 * ` an co A'10 W (ot3AA .-tel'ho r]n h" Ae' 77. r-1 12 " _J se N + Y N 0.583 QJ 4 O V ? 0 m � '� m' l • v (, at O 3 o C - /✓. /1' 3•. \�' t i13`1 7) il\ 1, lr•) \.. �` -- //lo 12 5 Sit U Back - 9 1 _ �1� 14� / m 12 Column fi �_ 1, 7/ ni �? 0 25 Mezzanine Finished Floor _ _ �' 1 I , — ^' (O _ e" N rev Ater:anion Bnxm Mezzanine Beam Mnraauhm cam Mezzanine Beam M rmduu earn -� N W c 1 -- ' ► m 2 41m X/' ('4) ° r �°m0o mm1m,rnl co 00 FINISHED FLOOR ELEVATION: 100'0" = FINISHED FLOOR ELEVATION: 100'-0' a ?� a FINISHED _ BOTTOM OF BA EPLAT : 00'- - BOTTOM OF B EPLAT • 100'-0" ,_��% FINISHED 't Lo t ' Ln M -- - FLOOR T Y 2 ._ v of .4C _ c a u� O o c c el o V = d = T In 00 O m C V C tY G W !r m O CU CO n. LPL P-I F - - - J N 1J £ STEEL LINE 1 to-0— I 6'•0" STEEL LINE 4' -- -I' —�- -— Q �A O © O © O J-9 C� ® O Iv In tA in Material Schedule P V 1J J Low Plata Hig"Plait Outside Flange Inside Flange Web ""1 N flu) E - wldF IAkk Width Thick Wdw Thick 1MtlUi Thick 0elmu Thick De pill" (r1 �- to 1 900 038 600 025 600 025 1200 0.15 1200 i " 2 6.00 035 600 0 LL ,38 600 050 600 025 1925 019 1925 Q 'a zQ 3 Wax10 i a + Q 4 A00 038 800 039 600 0.31 Goo 031 1987 016 1987. Q 6 00 C h G B o0 01i8 6 UO 0,60 8,00 050 13.00 0.16 13.00_ � z (U � In 4.0 m 800 025 -'U .� w LA .0 cc 6 BUU 050 800 03e W10x22 o O Q N V Q Z 7 SW 038 wBXla n _ B Boo 036 600 038 weX18 Notes" It 1* s Soo 03e Boo 038 wlox22 For column and rafter mark numbers,see Mark Number Plan. R��t R4 7� e> 1n loon 050 800 038 w12x26 NSIFS indicates that flange bracing is required on both sides of the frame line. 11 600 030 600 030 WILMS 12 1000 050 800 038 Wt2x26 For expandable endwall rigid frames,if flange bracing is required on both sides(NSFS)of an expandable endframe,the opposite side flange brace 41 179 Si �w will have to be installed at the time of expansion These flange braces have been provided,as required,for this future condition. 13 600 038 6cc 036 W'81(18 Bolt Schedule '•`••�•'QVAL 14 Boo 038 Boo 0 36 w10x22 If NS1FS is NOT indicated,only one flange brace is required and can be located on either side of the frame. k Is 600 039 600 038 wexte ""'indicates the long side of the interior columns.Columns at the ridge are typically"flat-top"columns,unless indicated by the""symbol " 1s soo o3e wexle ID Qty Bolt Description Bolt# Nut# ;.a,, �- g�4A �a 0 Rigid frames shall have 50%of their bolls Installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is "i a oa _^ 17 090 018 Ran 036 wlox22 released 1 �a bz � O4 X2"A325 H0603 H0300r" Yl: aex la BAN) n-w u�n� n • W8x24 " ^•s�a�gE��a4��el�:. m Z 8t"X3 A325 H0633 H0320 ` 'aa5as�s � yY' a IS !U@ III 0.0U 0;5 WBX24 - wovi3u C� 20 1000 038 Goo 0.25 •'&k'; r 3 1 4 1 'X21d1"A325 H0610 H0310 ^� ��-o.`EoF •o<; ", C3 oa 12 N N G 10 l0 0.583 N N 0 0 v-o1h6' 1-10 T-4" — " Ln � in Co' d v a rp a=o M E E anm Y Y F- F- E > 1 1 C O a3 N G1 Q " C � , C - A j N Co N L fL E t0i Car 011Z r�j CD q N Entrance I W -1 a o o 00 , ,Building in F- on tm (3) (2) m 4 3 on, rn y rn lP U M M T C b via nrT f � oB Idi _ ' C Z a, ti O L C E5- L ; 0 bA r_ X L a ure . N C i J Q C O +J o v v ao In to N � i O FINISHED I'LOO t E If N 00 0" J y BOTTOM OF BA-EP A'r I ' I FINISHED _ _ Vl E . -f[6 lt- t10 � ro L q = j j N LL 77V W-101*" 6' o > > U ? ME W W W Q O O (71 A w 4� s tl) 4� Ul I , v T a OD z (U W W O a z ij .� ffi Vl E C J G i oiH i z tp o 0 Q G V Q z � L m L f V R D Notes: ,< For column and rafter mark numbers,see Mark Number Plan e4 or v� ,ri NS)FS Indicates that flange bracing is required on both sides of the Irnme line For expandable andwall ngid frames,if flange bracing is required on both sides(NS,FS)of an expandable endfraine,the opposite side flange trace 411 will Have to be Installed at file time of expansion These flange braces have been pravidad,as requlre<1,for this kdiee cone itrin o� i p,1TytY�`w QVAI 41y YT,}, C:3 If NSIFS is NOT indimled.only one flange brace is requlrud and call fie lurated oil 61hiln oidn of the frame E Material Schedule ...indicates the luny side of the Interior columns.Columns at the odye Lire typically"fiat-lup"columns unless indicated by the""'symbol sa 9 = O Bolt Schedule az ��-;oiA�o _.� �Yo�r r LwPtahe HghPleio Owide Fiangansidaflange Web Rlyid frouhea shall IhnVp 5U°6 ul their bulls litblalled and Ilyhlent:U Lin both sldus of Ihu wuli,ulliu.nnl In eaCll II.+Iiyr.belaul the basting equipment is om veer" n Ma g 2 (10) Wdd, Thick Wdim Thick W0 TNth Wdd, Th'.A Ptt Ih1 Th¢k a ,,' released. �>;"_ "�;�2; + WPkl,i ID Qty Bolt Description Bolt# Nut# �8£>:oEem?,oZ`s�;Y O A uii 9.38 /ell ¢25 Wtix.n 'aspUE. i1 046 waY.a 1 4 h"X 2"A325 H0603 1-10300 00 N ril N N O O ill Vl C � 0 5 12 12 0.5 3 3 x x m m E � 65-0114" 1'4' 1'-4' 65'071/16' r r' 1013y1 1017/1 - 1013h 1A13/t 1 5'-0' S'•0• 5'-0• 5'-0' S'0' S'-D• 5 0' S'0' 51.0. S 0' S'0' 83�• E > 4`101sh6" Iola/1 • l0 3/1 ' 1 1013/1 ' a'-1o13/ 101 to IVI'- 8• — — 4-1 01 to N LL ,� LL LL o Z` .-31b CU ZZ UZ LL LL Z LLZ N.Z Z LLZ LL Uz U� , C Z O C 10) - - (U to (.5� 12 c a z J � 0 12 41 (- Double Had 7) 9) b u 14 c CK o 0.25 1 •� \6� Bracing(3/1'Rod) Mezzaninr finished Floor A u N c O .� cMezzanine Beam Mezia ine Behm Mezzanine eam o Mezzanine Dcam M,zzanine Beam, - F J M O O i!D E t ry .r LU rn m m C u .l u O a► �•'oo � i Co a `m m � m 4 E ,� 14 y � mrn io a o _ .. n y 3 �rn rn h A a > > o n in 60 o Double All FINISHED FLOOR ELEVATION 100'-0' ~ U 2 t, U rn vm F1N1SN€D Bracin (4x3x I/z Anelesl BOTTOM OF BASEPLATE. 300'-0' _ u O E 2 Z a FLOOR -- FLOOR z = , v o t c ai o tu- T r In t30 0 a v = a i. m qmLali r'r) Cl- 60 1'-0 18'-113/�' > `o W cc t•- 1'-107tj" ug o J 21Y•0' 17-3' 26'9' 25'-0' 25'0' 20'-8' Z 1 STEEL LINE , _ 130 0" r STEEL LINE Q i 1 � AD o B's o 0 o ct CU Ln 0 J V J tL Material Schedule tin W M �D 1 0w Plate lbgh Plate LMSAe Funp 1051de Flange wet � 6 NLL -�) tI Ti" vvw Tho. am Thick Mehl-Mehl- TW 1 Th" Dwmt Q _ Q 1 e00 038 000 025 600 025 1200 0.15 1200 L •� Q 2 BOO 038 6 00 038 6.00 0,50 600 0 25 19 25 019 1925, Q O m 3 10.00 D.05 _ 0-00 0.63 &1 DA 6.00 050 22t10 020 4000 -J zU i � d0 In 60M 02e I00B .0 s� '� £ � A 000 063 e00 B3e 00o 0.31 Rau 038 321xt 022 2525 o O Q n V Q m ___600 050 6.00 0506.00 0.11 boo 025 2625 OM 3000 a u= Cad 050 6.00 036 10.10 016 30,00 Notes- IOU IOU 0.39 30.00 016 2525 �t1.4 R ,p1 6 to on oso ant) 063 sou 063 11.50 n25 11 s0 For column and rafter mark numbers,see Mark Number Plan 2 i000 050 pica 003 d00 053 1150 0,25 1150 r NSIFS indicates that flange bracing is required on both sides of the frame line � ,3 a 6110 aso 600 D.so 6.00 025 no 035 2625 022 3000 For expandable erdwall rigid frames,if flange bracing is required on both sides(NSFS)of an expandable endframe,the opposite side Mange brace 41179 9 a uo 050 sou U50 a 00 030 600 Ills I200 0.15 1200 will have to be installed at the time of expansion,These flange braces have been provided.as required,for this future condition �r �'i (�� zv P 9 p q ��, r�� : t0 6An 0w 600 050 500 025 am use 2525 0,19 31.71 Bolt Schedule 1`•'�""L 1u.71 019 30 DO If NSlFS is NOT indicated,only one flange brace is required and can be located an either side of the frame. e I goo 050 600 050 wexie "indicates the long side of the interior columns.Columns at the ridge are typically"flat-top"columns,unless indicated by the"'"symbol fi i2 kliu „6 600 050 so0 011 BOB o31 30.01 0.+9 2525 lD Qty Bolt Description Bolt# Nul# ?I A R00 063 eon 03e s a 025 2525 01s z5 zs Rigid framer shall have 5095 of their belts installed and tightened on both sides of the web adjacent to each flange before thehoisting t ostng equipment is ��=s;ese3 r released <€ �f.• • i•� 8 "X 3'A325 H0633 H 0320 O ID eon 063 IOU 963 BO11 016 60D 063 6500 Us 1900 t In 2 a I"X 2 4'A325 H0610 H0310 �` 7T p 5 u ,,00 ur,3 eoo 06D /000 02e 1n u 3 4 5 "X 2lh"A325 H0610 H0310 ~FiU UZI 6t € t1 oL" N N N N O O � to m m H H = 2 i co co E f J J Y Y H r to 0.5 12 12 0.5 E v C y 651-pllh6" ---��r_ 65•.p11/ie" " aai L'• 1V• v � 11 4'-1013/Ifi A'"IO11h6-4•-1013he 4'-1013hs 4••1013hE 4'-101%6- 4•-3013h6 S•-O- 5•-0' S'-0• s-0' ---_ C 'a I d'•10131+6 A'-10111i;" 4'-1013h6-4'"10 /16" 5 0' S tl' S_0• C _ S-O• H 1!<• M•10151t6'A'•l0 3h6' — — S•�" S''� S'-O- "51J,'i 1'-!ha � 7 N _ e• n 47 � n 3'•3'h• °' o u+ o L V 1n m toll 1'Vn1 LL ULL Z LL z do m i`��1 �n4 -_ V1 mZ LL Z 1•-1NU\ _ O (-3_,) (D4 W J o O 1 ` d nt M v CS6 a m L2 1/�1X7 r✓2%IA 1 -- Q W W NFS�fs A a-, - - o�+ Q I "' a � 90 co (� m Q N i0 Y •`° a '� a 6 N z U M K1 N a $ W oW II U _ o � K - a F z � z 1 :1Z L tD a Ln 00 0 X Z a a L ao -1 m a LL N f` a U w FINISHED FLOOR ELEVATION: 100'-0' 1_ FINISHED BOTTOM OF BASEPLATE: 100•-0 FINISHED J FLOOR FLOOR tj z z = a Q w < < ty o c a x ¢ O = va t+ w 4 > U w 125-53/4" 1'-llllh" $" w a. d! O l/1 ,- STEEL LINE 1301-01 STEEL LINE r vt LJ J LJ lJ V E to � Q � Li Q Q c 02 C: C o v o Ln 1 ao Zvi way a► zto oOQ �UQ m '"t Notes: a~ u Material Schedule For column and rafter mark numbers,see Mark Number Plan �'� WA .r �A Low Pia!" 1A0h pwe outside Fuuale bnida Flange woo NSIFS indicates that bracing flange g is required on both sides of the frame line. �- wmm Thfd width nod W101h rhidl wkm 11wL 011dill 1hOt owe 1 1000 063 loco 100 10 00 oso 1000 _ 063 2200 031 5100 For expandable endwall rigid frames,if flange bracing is required on both sides(NS1FS)of an expandable endframe,the opposite side flange brace 41179 5100 031 5100 will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition. i +lsn;K� 2 1000 100 low 163 Mail 0.50 loan 063 so m 029 2925 If NSIFS is NOT indicated,only one flange brace is required and can be located on either side of the frame. BOIL Schedule rRntel Rl` 3 10,00 0 7S 10.01) 0M 1000 850 10.00 063 _ 29 25 0.25 2925 a y r 10 m 038 2925 0,22 3900 "•"Indicates the long side of the interior columns,Columns at the ridge are typically"flat-lop"columns,unless indicated by the""symbol re E O 4 1000 075 r0.00 063 1000 050 t000 063 2925 1125 2925 ID Qty BOIL Description Bolt# NUt# Rigid frames shall have 5096 of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment iskeyx9`t U_ to00 036 2925 Oz2 39ao a."„� tl released y f� @i 5 1000 loo 1000 075 1000 050 1600 075 sego 0A 2925 1 B 1 ljy"X3f "A325 HO660 H0340 >�%' _ fistf €�� O €a:x" 1a €'sx 6 1000 063 +0,00 100 logo 050 loco 963 2zoo 0.31 5100 2 8 1"X 3 f "A325 H0640 H0330 _C? f a E slog 0 31 5100 3 8 "X 3"A325 H0635 M0325 � 10 N N .n .o • M N O O V1 to tr K - z � � 1— . x x f F J J Y Y H H 0.5 12 12 0.5 E J 0 v y y � 65'-011/16 — 65'-011/16- c a p.4• p J. C f3 4'1013he 4'-101311fi 4''2013/t1i 4'-1013/15 4'-1013r1fi 5'-0' S•0. —_�_ _ ry 7 15 4'.1013h� 4'-1013r41U13 '•1013h� 4'10 /lfi i•O 5..n.4'-30 hfi 5"n' S-0' ' 1/£ • y O E u- vw331h.W V+ 11 O./1 LA LLZ LA mZ 7 mZ ,� LLN � Z �MXH007 w 7 "Z " z m (WRX24) — — 4 Z �2 4. w HEADERSTUB I,3) (4 C rJ 0 0 0 h �y m NS/FS ti 0 m NS%FS LL z 3 ° +n y of m r -- 5°��P 3 --3m rn 1ON v (3 fA cc C`N ' FBC62 -- z ,_, 1n 1n NS/FS y rn M f' p I E E ¢ b ? U V V a < a < tz 6 o ^' a E m CoQ i m iv 7 Z r0 y ¢ N W Y • Y 1p 010 Cr .� IN, 1 p t C o r a 1no L o IIIa T 10 a m Z n FBC46_ _ vl .-1 Z maLL o w o Z NS/FS O ¢ o a ¢ C w 2 O a H IX ~ u J uzi , Q FINISHED FLOOR ELEVATION: 1001-0 Q tIN1StlCL v BOTTOM OF BASEPLATE: 100'0 __ FINISHED C FLOOR -- FLOOR O CL ix ILI lJ V Q 1J w Q Q w .1 w w a 127'-93/4" a p B' Fo V U J STEEL LINE 130'-0• STEEL LINE _1 O E 1 On o W rD o Q '� Q Ix Q � m Q r` O O 0) a :3z w O z w 11 o + LD o O Q V Q Notes: a~ v= -- For column and rafter mark numbers,see Mark Number Plan Material Schedule NSIFS mdlrales that flange bracing is required on both sides of the frame line. 3 (U; L,N claw High Peale Outside Flange insure 1`13nge Wet kill w1d+n n,u Wdlh 1htk wale rnki w.1+n 1110 u.0h1 11,10 paw For expandable endwall rigid frames,d flange bracing is required on both sides(NSFS)of an expandable endframe,the oppos Ile side Mange brace 41 179 Z% I 101x7 1)so - - low 017 0C10 05:1 1550 028 1550 / �� v' will have to be installed at the time of expansion These Mange braces have been provided,as required,for this future condition. Bolt t Schedule //sStR �' CDP 2 1000 05D 1000 015 10.00 050 +nob 050 3200 020 31100 1 -,O•/'HAI h-" 3 1000 025 1T.00 075 In nn nl5 10.00 0.75 )tl 9U 02B 51 W f NSIFS is NOT indicated,only one flange brace is required and can be located on either side of the frame. _ _ _ � ,� 9Iw 053 51 cu 028 51156 indicates the long side of the interior columns Columns at the ridge are typically"flat-top"columns,unless indicated by the"'"symbol ID Oty Bolt Description BDII# Nut# i �Y w 4 :ODD UW 121M V.Au In OJ Uhu $01* 038 4500 1120 490U S Rigid frames shall have 50%.of their bolls installed and lightened on troth sides of the web adjacent to each flange before the hoisting equipment is 1 8 hhl"X 2 Ili"A325 H0610 H0310 J A U s dy 1000 063 1000 n sD ev oo U 28 58 5D = Ll- released 2 6 1"X 3 IA"A325 H0640 H0330 �1 6"p' = f = O 5 1000 10(1 1000 07- 1000 050 10DO a75 SB N, a20 45DO - ebb; S t00n 063 1000 100 11100 U63 1000 063 1700 031 5850 3I I "X31 "A32b H0660 H0340 sesrl 63+ v15, 4 8 3!4"X 3"A325 H0633 '0320 T 31 a i E c. 0 0 N N l0 l0 N N O O to In ¢ a 0 � 1.5 0.5 cc �- 65'-o171i6` m m -.13hfi 4'-10 t3A�• 4'-1p13hy 4"-1013hs" V-4. T10i3hr:4'-in11Ae' 4'-10 S'0'_ •:o• S-0" y,p. 4_1015O 4'-10i3h6`4-1013h64-1013ny 4-1013h6'4-30I3h6 4'10lhb - S 0` S''p' S'•U' S'-0" gu• t- 31A E a', - a C OCl IA .0 Ln OLL LL Z LL Z LL m m U .0LL N 41 0 � LL LL m � LL rr1 C U V, N LLI LL ti mNmN C .— LL Z �-Z ZLL Z C t0 l u 6 N co v CD !c1 I m o { CBS 0I1rX a v NUFS w LX4flQ t: CY 'AN U 0, Cr f0Wi CC O O O t36 n j j FBcaa LL � m e Q cc cc CA I' M M V FINISHED FLOOR ELEVATION: 100'-0' v h �+ _ ` u O BOTTOM OF BASEPLATE 100'-0' D FINISHED -J Z t c FLOOR — -- FLOOR z C a ` m � coa 1 u i0. a = a C w � vi w a q a O J ul 1'-215h6' _ — - 126'-101/8' - - --- 1''21''`✓16' w a �-+ Q STEEL LINE 130'-0' STEEL LINE o C O v O O to to O J lJ J � V� E ao � � � N Q L l_ Q � � 3 Q Q C m C t\ ) 4O f �O Ln QT a s t10 Z N C10 i U C s N C CD m w a 0Z. lD Notes: at° Q V= Q R Material Schedule For column and rafter mark numbers,see Mark Number Plan (b` Law Pike Kgh Plate Outside "9e Inside Fla e e Fla I ^v web NSIFS indicates that flange bracing is required on Moth sides of the frame line i vGnh TW width Th d, width Th„x wam Tr.,* Diffial Thou DOW 1 1000 0.63 '800 100 000 031 800 063 1400 02e_ 4800 For expandable endwall rigid frames,if flange bracing is required on both sides(NSIFS)of an expandable endframe,the opposite side flange brace 4117g 48.00 031 4800 will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition 2 800 100 000 063 G00 a5o a 063 4600 025 2925 Bolt Scheduler, A% `•'�If NSIFS is NOT indicated,only one flange brace Is required and can be located on either side of the frame 3 Boo OSa 600 050 600 038 600 031 2925 an 29.25 y r Goo 050 Goo 025 2925 a 19 3900 ""indicates the long side of the interior columns.Columns at the ridge are typically"Rat-top"columns,unless indicated by the""symbol ' a 5a � • 4 600 a50 600 oso s0o o3e 600 om 29zs _ a22 2925 ID Qty Bolt Description Bolt# Nut# a� =o;� e� Rigid frames shall have 50%of their bolls installed and lightened on both sides of the web adjacent to each Range before the hoisting equipment is ;o ?:�c,,: -g 600 - -050 G00 025 2925 019 3900 _ <y;,g;,a.• U- released m R P o•F by 1 8 11�"X3t "A325 HO6&0 H0340 '��>.-�eYq =_=-= O 5 B00 100 800 063 B00 OSO 800 067 4600 025 2925 S� N fz lail+o 2 8 "X2ib"A325 HO610 H0310 �.Y =gb�gi2«s;pa a 6 1000 063 800 100 B00 031 800 063 1400 028 4800 o.Sp�g �` ._o of 4900 031 aeon 3 B 'X3"A325 H0633 H0320 ^`-E3Ms3saf5€s a 1 , , 1 � -i 00 N N_ O O N N ¢ cc K ¢ Lr1 m H F S 2 � Co m � f 0.5 12 12 0.5 ~ r is E > 65'011h6' z _ - r4 i•4. 4•-1015hfi llr6 5 U s'rr C A'-1013/1fi 4-3013/1f' b'10 16 ° CIL b-303h4-1013/16' b-1or3h'4-lo — T-a 5 0• 59• � CI a, 4'•1073h6 N-lol%6. 4-101% 4`1013I6' 4`10 -0 S•O• 5'0' -STh T79Y16• > aT 0 Ir O 3'•3Y1' C 1a � N m m Z LL LL M 02, 3 1 6 �- �./� 1 4 m h c N O r 1 Z ro O O O o W my N T 00 M � ID In M In In m N N 11 i L m (12) (13 C a v v Z � "1 O t C a In DO O a � fD m � o] d li r-'I f+ GJ FINISHED FLOOR ELEVATION: 100'-0" FINISHED FLOOR ELEVATION: 100'-0' C FINISHES BOTTOM OF BASEPLATE 100 0' BOTTOM OF BASEPLATE: 10(r-O I FINISIIED J FLOOR FLOOR = M z = to Q � � a y a S a O rn W cL V 1'4• 13'8' _ Z5'O" 2S'0" 25'-0` 25'0' _ 13'-57�' a o w o Ln 10w g" ,n STEEL LINE 130'-0" STEEL UNE In 0 O M J v � E tso m +, c '- � Q Q emu. i3 Q c Material Schedule a 00 f.c rn fay o - low Alale High F lele Oulsido Fargo Imide Flange Web f t W a 0J b NMIe1 n`t" width Thick W1din Thick WldIn riser oqw.l it" WPM.' i l.1 ,= W ,S £ Q. 1 - rTs Q p1•,•,1 ; Z 2 65069 a F00 Q = Q m 0 3 g5105 Notes: 4 - ESO75 - Y`4 R .14-F• For column and rafter mark numbers,see Mark Number Plan 5 [5 109 6-a 6 05 NSIFS indicates that flange bracing is required on both sides of the frame line. 'f 7 goo 036 goo 022 IM75 For expandable endwall rigid frames,if flange bracing is required on both sides(NSFS)of an expandable endframe,the opposite side flange brace 41179 v e Boo 038 800 022 123oB9 will have to be installed at the time of expansion These flange braces have been provided,as required,for this future condition '�� r+r1 t5y0NAi_\:� 9 e00 041_ 6110 022 12SO75 If NSIFS is NOT indicated,only one flange brace is required and can be located on either side of the frame 125075 indicates the long side of the interior columns Columns at the ridge are typically"flat-top"columns,unless indicated by the""'symbol 10 g00 038 511 038 - 12SO69 12 Bolt Schedule �_•; " Rigid frames shall have 50%of!heir bolls installed and tightened en both sides of the web adjacent to each flange before the hoisting equipment is 1 a�a$g j.-�>^�_o •'1-z LL It 600 hU eW1 07i _ - 12s075_ released ;rg € _� r_ _e6"i�.z O 12so75 ID Qty Bolt Description Bolt# Nut# �,b"�t �t:`sE, pi 12 ciao 036 400 022 1128W u im 039 JIM 036 1 1 wI0x27 I4 2"A325 H0603 H0300 -"-`�==s•= �- i , � o , U O U, V1 a a a a m m M r r Y Y + r r E > 4, z a - — — — o J 4, 41 p IIr C A 7 cN m b Vr a a m ir rco O O 0 Z m m y M ? 11 m m w �^to+n Q1 + /' s " mm u z f , —, 7 ofCU z E v v C:o t c j in 00 O x J Q FINISHED FLOOR ELEVATION: 100'-0' BOI TOM OF©ASEPLATE• 109-0' FINISHED C O va a o a a p FLOnfit •— ' a' V Q v • V V a g a a� O V a QJ + W. LL LL 1 a w VI ~ 1 CCO � l- 1 a z U i•13/g• 22'-33/4" w ai E 1 10" 24'-6" 1 ~ N V N J LL J 25 1 STEEL LINE + to '-4' +� + 1 O 1 Q >Q C 1 1 INDICATES PROTECTED ZONE.NO DRILLING,WELDING OR FASTENING C CO C n IN THE WEB OR FLANGES IN THESE AREAS. W< O �� O � (U M z L) .0 Ei L% .0 cc f G p. i lD o O Q Notes: t• R For column and rafter mark numbers,see Mark Number Plan. i NS/FS indicates that flange bracing is required on both sides of the frame line 3 CG For expandable endwall rigid frames,it flange bracing is required on both sides NS,FS of an expandable endframe,the opposite side flange brace N P 9 9 9 q ( i P PP 9 4tt79 will have to be installed at the time of expansion These flange braces have been provided,as required,for this future condition. snKx�' If NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the frame is Material Schedule ""'indicates the long side of the interior columns Columns at the ridge are typically"Pat-top"columns,unless indicated by the"'"symbol. <? " Bolt Schedule _ ;�i N L_Aai� Hqh Plate C is,da,lanye Ins,de Flange web o t Io) Rigid frames shall have 50/a of their bolts installed and Gghlened on both sides of the web adjacent to each flange before the hoisting equipment is s i if; 1i F3 :�6 p 1i Width Teat toot, iM W1lh Thlrk w14d1 Thick D RI 9" �� ' I[y aj5 O 8.00 030 1000 125 900 03B son 075 12t:0 lVA I2W released uEa ait•3 2 100t. 1115 lao. I7s Boo no3 Bou 063 22.2s n2B 2225 IL` Oly Bolt Description Bott# Nul# C:6:� e3z� Ei ' o o00 nr loud nod d.3e Ba o7s uB4 ore iron i 8 114"X41I1"A490 X X '' ==�3 `laF=►� 00 N_ N � � N C 0 0 Q 2.4 Q 2.4 � SEE NEXT PAGE oI I I SEE NEXT PAGE m m FOR EXTERIOR MEZZNINE I I SEE NEXT PAGE19'-3" S. FOR EXTERIOR MEZZNINE 3 3 19'-3' 5'-9" 19 3' S'-9" -- r r rzwoln � FOR EXTERIOR MEZLNINE MXB007 141 A - cxetla, (wtlxlel - A A a) r1 I1 O MXB005141 -O O fV v X F E 35008 --$� AYIY c r Y zwalr STAIR LOAD rry FBc o - - -- p p Cc p GG y O-- CYwOOI- Iwtlz,el ©- -----;� IoeY — - - E © - __ B.J OJ C C __ MX8008�3� N N - Itl02 N � N Ol O LPL O I o N fBC50 loe7 lSh Q. 10 i11 N N O 0 ID N I m co N C50 �F c'.Il atoll, INA N In J � oo ►-N ao, 00 rec5bfgt"A o N ao 44In m cn m - ' in� y N N rI 4 m 4 ;� FK50 N L M M N o N xwi o u Z t: m m O N p E ' N -- - -- - L ' tn L 0 M C%W003 C%8003 CD Inl7 - © O- - -� c � m N N m r-1 m a LL N N .-. N C511 tIa1J iBC50 Q O o (' N N o I N m o N e�4 ,tleY f cso N a Na o N v N Ioo, C x !t%WUOY 1 ,RWnll N N cu O_-- - /WO%l0I - - - -- O - N i8C50 f 9 iC W a0 0 ( N fTiC f C O N N J y, .0 L I � .• '� 4— 1007 N � N1'ONIM IIN IEA N —_•—.—.— J.9. % fl At 14 BOAtll.G >< J.9 w Q Q Z ul.o<Anmr, y - PORTAL FRAME L <fooz: I MYINOS W1D161 aws ___ _ L 17 KK SERIES JOISTS 25'4" e i OJ.9 - - - -- J.9 THIS BAY U.N.O c o n Q C m C Q -- v cxwoos PORTAL FRAME 3y00 _ 25'4" m f N y n ©--- - In STAIR LOAD v -- - - --- M - - 1 - O =V r m O 0 25'4" n O L O o - In _ 1 o o G G i lG -- Ex5004 N - - —1 Q a o Q a m r-1 ~ t%W006 CxW010 m O-- -- O - - ----0 O a F- .O,_ 0 161-0" 9-0" 0 0 16'-0" 9'-0" I K CD io ,^Y\ \Y'\V A. O-- C%WW7 EMWoll - --- J I C� O �J O 161-0" 91-0" MEZZANINE JOIST PLAN 1179 O ® & MEZZANINE DECK PLAN ,,if YiISTTa`'�� MEZZANINE BEAM PLAN FLANGE BRACE LOCATIONS -SEE PAGE M2 FOR DECK FASTENING REQUIREMENTS AND FASTENING SCHEDULE. ME27ANINr e1rAM AITSrm LL IU TaOSIp V. Flnn a W..1 ^.fixx ■ 4� sE lYl �.n natl , EElEd s{d��La (Cfit O a im 1 , 1 SPACING SPACING ZONE DECK LOCATION FASTENER TYPE SPACING S 2 S 2 o C, SUPPORT SOI APPROVED H1075 ELCO 112 W/ 15 ORANGE TIP 36/4 1 l i ) 1 22 r" �IDELAP 1 2-14 z I" TEN 5 SCREWS (H 25" O.0 1040) OR 1 SPACING SPACING SPACING I 2s'-4 - _ I/4 -14 z I I/4" (H1020) ,n n ra m s � CX8018 CX6018Co - AA - - -- -- ro - - AA O COLLECTOR/CORD SOI APPROVED H1075 ELCO 112 W/ 15()RANGE TIP In LOCATION. GRID LINES A& 1.9: (4) FASTENERS PER FLUTE - Q +d4 :1-7 COLLECTOR/CORD SDI APPROVED H1075 ELCO 112 W/ 15 ORANGE TIP ~ ~ 9 NI II LOCATION. GRID LINES 1 & 3: 19' O.0 ^ � !Ni COLL(f.TOR/CORD E a 'v FBC50 1,4, VeC50 rn b rD �l LOCATION: c x O Iw1 cc V v e BLOCKING BETWEEN JOIST LOCATIONS IXP_ HAT CHANNEL LINES 1 & 3 N m -O QJJ µ STRUT ANGLES SIDELAP FASTENER SPACING z N/A LEDGER ANGLE 'L Cox (0I1- - EXTERIOR "/" AP0502 ) MEZZANINE JOIST PLAN B-DESK 6z6-WI4zW14 WELDED WIRE 'A N o MESH (BY OTHERS)CENTERED J rn o o FLANGE BRACE LOCATIONS �„ BETWEEN TOP OF DECK AND in ono ` 0) L 10P Of SLAB ; 1- °n r, aJ 36/11 PATTERN TOTAL TOP OF SLAB /, 0 L U m m C u = 36/9 PATTERN D� - TOP DF DECK 3 0 O L C y y �5 I, 36/7 PATTERN Z m 03 0 �L M N rH O] CL ru V B-DECK L` 36/5 PATTERN 40 Ln ( /\r` - -- -GE) S6 PATTERN C _r- d 36/3 PATTERN N C O FASTENER LOCATIONS AT SUPPORTS C SEE SCHEDULE FOR FASTENER TYPE rII PARTIAL SHEETS MUST BE ATTACHED EvERY FLUTE (36/7) N ENDLAPS TO OCCUR O SUPPORTS ONLY, MINIMUM 3•' N LAP DECK ATTACHMENT PATTERNS CONCRETE REINFORCEMENT v - AP0503 FA P-0 5 44LA � v W o N x w Q VW DECK DECK .� OISTSE OCP AN - q ELCO FASTENER ` Q AT 12"0 C- C �] C J0151 •� T J015T (MK %-) Q O _ 0 cu EXTERIOR JOIST BLOCKING Z U rc C: F MEZZANINE DECK PLAN (MK SfEPIAN,-� W >2 �-• a Q u= Q m FASTENERS AT 12"CC k (MK H1070) R .3;(. -' .h S LF AY� Ii 41179� h v1EW .A.. �:1,T Yi13TFA3' ♦- C. Notes: 4'C,L F BEAM C See mezzanine details for joist and deck handling notes. VI? s 5jp a Pt = �is��s1 See mezzanine details for mezzanines specifications. JOIST BLOCKING DETAIL tfi ffl,r f _ o indicates lagged end of iolsts. BLOCKING BETWEEN JOISrS Mt,';; 3 1 uT u- N AP0505 ; Mil` ) Part Sizes ° Z N N �a E11_ 10E105 ;o Za z 3._6 'a 5 3'63/a' Z ? Z n Z E81 8E060 0` o ata an ¢ad vi to 3`6 g z Cr'-63/ 3'-63/ 3/4- a A"� '-614'34 4 3 6/ n 4 4 433 3 LOW A 1 lIQU4 G11O07 11013 Mold E17ool 1101.1 1101 11012 PIZOOH(1OZ089) P1Z011 PIZO14(1OZO67) P1ZO16(1OZO67) PIZO24(1OZ120) P1Z019 IOZObO PIZ0111I1OZO60 P17021 107060 P17023 Ln FY � P12009(10Z089 PIZO13 P1Z015(102067) P1Z016(1OZ067) P12017(10t120 P1Z019 lOZtl60 P12018 C 102060) P12021 1OZ060 PIZO23 Ln A ~ P1Z009(loZ089) PIZO13 P1ZO15(10ZD67) P1ZO16(10ZO67) PlZO17 1OZ120 PIZO19 1OL060 PIZ01B(1OZ060 P1Z021 LOZO60 PIZO23 - - O E w I O C aj C+ _ PIZO09(1OZO69I PlZO13 P1Z015(1OZO67) PIZO16(1OZO67) PlZO17 1OZ120 PIZO19 1OZO60) P1Z018 1OZO60) PIZO21f1 0,1 PIZO23 0 Cl V CU ' = G! 0 P1ZQ09(10Z089) PlZO13 PlZO15(1OZO67) PiZo16(10ZO67) PIZO17(1021ZO PIZ019 laz0fi0 PiZ01811OZO60 P1Z021,(1OZO61) PIM23 o o C M 7 PIZO09(1OL089) PIZO13 P1Z015(10Z067) PlZO16(1OZO67) PlZO17 107170) PIZO19 107060 P17018(1OZO60 PIZ624(Uw-DB0,t PIZO23 n N tl1 O ^ W r N PIZO09(MOBS) PIZO13 P1Z015(1OZO67) PIZO16(1OZO67) PIZO17 1OZ120 P1Z019 10Z060) P1Z018 1oZ060 P170211 10Z1160 PIZO23 P1Z009(1OZ089) PIZO13 P1Z015(1OZO67) PIZO16 1OZO67 PlZO17 1OZ120) PIZ019 LOZ06o P12018 10ZO60) PIZO21 1OZO60 PIZO23 P1Z009(iozOB91 PlZO13 PIZO15(1OZO67) PlZO16(1OZO67) PIZO17 1OZ120 PIZO1911OZo60 P1Z018(1OZO60) P1Z021(10ZO60) PlZ023 P12009(1OZO89) PIZO13 PlZO15(10ZO67) PIZO16 1OZO67 PIZO17 1OZ120 I P1Z019 C lozo60) PIZO18 1OZO60 P1Z021 1OZO60 PIZO23 I 11 al P1ZO09(1o2089) PIZO13 PIZO15(10Z067) PlZC16(1OZO67) PIZO17 1OZ120 P12019 MOW P1Z018 1OZ060 PIZO21 1OZO60) PIZO23 X O O in ly J M '-4 '-4 0 ,pr00 PIZO09(1OZ089) PIZO13 PIZO15(10Z067) PlZO16(10ZD67) PIZO17 1OZ120 PIZO19 1OZ060) PIZO18(1OZO60 P1Z021 10ZO60 PlZO23 N Y� cu N C1 m P1Zo09(lozoag) PIZO13 PIZ015(1OZO67) PlZO16(1OZO67) PlZO17(1OZ120) P1ZO19(1OZO60) P1Z018(IOZ060) P1Zo21(LOZO60) P22023 o O N 3 a,j1 In 4 -br --O ? L � nn m m P12010(LOZ089) PIZO12 PIZO16 1OZO67 PIZO15(1OZO67) PlZO17 1OZ120 PIZO18(1OZO60) P12019(1OZ06o) PIZO20(1OZO60) PIZO22" U Q 0 E © ( P12030 1020R9) PIZO12 P12016 10Zn67 PIZO15(1OZO67) PIZO17 1OZ120 P1Z018 107060 PIZO19 1OZO60 PIZO20 1OZO60 PIZO22 J v J L � � AO O jt r P17010 1OZ089 P11012 PIZO16 107067 PIZO15(1OZO67 PlZO17 1OZ120 PLZ018 1OZO60 P1Z019 IOZ060 P1ZOZ0 1OZ060 P12022 p Z r4 fO a c I Ln P17010 IOZO89 PlZO12 PlZD16 1OZO67 PIZO15(1OZO67) PIZO17 102120 P12018 107060 PIZO19(1OZ060) PizoZO(1020fi0 P12022 ^� Ln N P1Z010 1ozoR9 PlZO12 I PIZO16 1OZO67 PIZO15 1OZO67) PLZ017 1OZ120 1317018 107060 PIZO19 1OZO60) PIZO20(1OZO60 PIZO22 r r P1Z010 IOZO89 Pizolz PIZO16 1OZO67 PIZO15(1OZO67 PlZ017 107120 P17018 107060 PIZO19 1OZO60 PLZ020 107060 P17077 11 ---'- - -4 P1ZQ10 LOZOB9 1 P1Z012 P12016 1OZO67 P1Z015(1OZ067) P12017 102120 P1Z018 1OZO60 P1Z019(10Z0601 P120201102060) P12022 ' no EL P1Z010 1o2089 P17012 PIZO16 1OZO57 P1Z015(1OZO67) PIZO17 1OZ120 P1Z018 1OZO60 PIZO19 107060 P12o2o(IOZ060 PIZ022 0 C o P17nln 102089 P1Z012 1 PlZO16 1OZO67 P12015(1OZO67) PIZO17 1OZ120 P1ZOl8 102060 PIZO19 1OZO60 P1Z020 1OZ060 PIZO22 j ^' E 0 V J P12010 1OZ0691 P1Z012 P12016 302067 P1Z015(1OZ667 PIZO17 1OZ120 P1Z 16 0 06p PIZO19 102060 P12020(107060 PIZO22 J J ll. P12010 IOZO89 P12012 P1Z016 1OZO67 P1Z015(10Z067) PIZO17 107120 P1ZO1R 107060 P12019 1OZO60 P12020f10Z060) P1Z022 --- (�) O OP1Z0013 1UZ089 PlZO12 PIZO16 107067 P1Z01S(107067) P12017 1OZ120 P1Zo1H 10Z060 PIZO19 10Z060 PIZO20(1OZO60 P1ZO22 0 �+a Q Q o P17006 1OZO89 PIZO12 PlZO16 1OZO67 PIZO15(1OZO67I PIZO17 1OZ120 P1ZO1B 1OZ060 P1Z019f10Z060 P1Z020(102060 PIZO22 cc m ~ P1Z007 10Z0H9 P12012 PIZO16 1OZO67 P1Z015(10ZG67I PIZO 4 10Z12n PiZole 1n20fi0 PLZO1g(1OZ060) PIZ025 10Z060 PIZO22 C tb C Q P17.002 - O_- _ LI001 - 11003 - ELSOnS E - - - - _ 111005 FllUU E1100 11 11 ' �'� Q O O 0) (1OZO75) lOZOB9 PURlINS -0 4-+ Y CU lOZafiO PUR11N5 f � a tlr C ¢ 0 f1115 HAV Il N.O t..J w LA P17002 - THlS HAV U N a 2 � a yJ C � O (iozo7s) N --------- -- — PI0001 _ [LOW EAVE u S-L i '* �- (1oc175) I ooQ = Q m 15'-1' 1'i'-5' 25'S' 24'-2" 25'-5' '�" ?4'-1' 10 0' a F" 3 I > m r i 1 200'-0' JO � OD \_/ 1 � Cb 1/ \�J �(� 11 M - — — 41179 1 W Q m �• aJ Notes. 't�rNAl 1T�' O- — 0 E PU005 w (10Z075) Purlin and eave gtnd ronnecbon boll requirements:A307 CANOPY 8 ENTRANCE —PlZO04 : 3 ROOF FRAMING 16'U" (loZo75) and A325 bolts are bath used Hefei to the details for —P1t:003 specific requfrmnwtts i 4 jv �g�� 2 (100075) 1€a;t� s� 7' LOW EAVE See cross socllon drawings for mail frame flange bracing 9 iIX nZ O O 0 0 0 O O Y I 1 1 i B-0- ' :130'-0" N N N N I I t '0 a I ,130'-0- DD3. D —.-- 9 W O ED O O O O 0 0 0 0 r r r r m N a - -_-___- __ --- I ---11T-1 IxO�+ a - So _ I v mN 8- A ' to 0 INX1, > y m � _ __ __ — — __ �—_ A 0 I 0 ' 1 I 17 �N U C 0! D I A^ m N o a I - _- -- 15'-0' 25-0- 25-0• 25'-0" 25'-0- 15'-0' I , � , 13d'-0' , omz 0 0 o ER m D `�T'}) N n v, N ]' n n o g, 00 M N my 1 A 0 � � - -- —zs+a----sir-- a�-- �-- -- - ^ v "' rZ N N 3 -N N t3 Z7 D v v 'o > v > O D D > > > > M m N MO> D D n n n n nAj O O O S co p > 00 p 717 OOn •-' a V+ 0 O g 0 O O O 0000 ^o D m W A A A ? O• O• Oi a, O O O o < a, a+ ,..un m"•• PROJECT NAME N U C ID R - T:1` Mezzanine Confirms TKL MBH TWB RRS 0126/20_6 Top Cub Aircraft w �,r•r.+^•er„^„ NO kC' BUILDING SYSTEMS GROUP for Build Dept.Rev TKL MBH T'NB RRS C26/2016 T�r�rr�. Arlington WA I- v+�•�• , 10S0 North Watery Lane r•...rn�••ae ra..s.o�, :•�`••we�`a,,,,`�, �� ly s A CUSTOMER NAME Brigham City,UT 84302 mr�.•.c sr w.."rwmne — = HCI Steel Buildings, LLC Phone: (435)919-3100 AD E61RO597A rlin ton, WA g Fax: .135)919-3101 SHEET j�R �: UMBER SHEET TITLE R2 0F 2 Purlin Bracing Plan Part Sizes 0 0 RDB "ROD o :n N N O O n: N i Y C 0: 2 !1+ m S m m f Z • J J = Y Y Piggy-Back Rafter ~ ~ Piggy-Back Column R(XW007 ) wE 'wzn �jex Waxio Piggy-Back Column a 1 CXW009 O MCA (W8X2a) a ro E / / I N m LL Q ; ` Qj i �txt+6z1 � I wt?X?t5 1 h N N O i Wall By, W 'on o� 11 Others CO m m LL 0 in M G) T Q Top Cubm n ` u > Aviation Building 2 h Qj z M LU O L C _ ? Ln OCLSpandrel Beam T: In m X C MXHOIB E o ; '`(we IB N ra LA- I N I l i � S rl CO m U E i Strong Back Column J W C MX8011 rp V1 o /^ Uo W � Y�N6 UMHE -- — — 'r�—v FLOOR U Q n G - O m G Q C C r V -> 2 = O £ O a a' 6 d v i t0U tip a �O w a W W > > � v 1LL10 . A N O O Q N�••� Q m Notes: �� 3_ ° v 6'o" STEEL LINE See cross section drawings for main frame Range bracing sf� See wall framing details for standard girt orientation detail. � 7. RC_Indicates rod bracng. See primary details for rod JI 179 ¢ oraceassembly At Rush of inset girt condition,field slot girt webs,to allow passage of cablehod bracing. See primary details for guidelinesJI 3 c t Cut and drill girts as necessary for field located framed e t yF -r 2 u- ie O openings t�ag��: s T N CD C1 O a fJ 5) CC] U) (7 3 CD C1 C_ O CD o S X X v 2 Eave Height 26'-31/2' Spandrel Elevation 25'-3 ' Spandrel Elevation 12'-0' Clear Under Canopy 6 0' r IIN it Z O a \ �- Jambs MXH001 (C6x10 5) 0- vt o Wo= r► xxn G x n m P � m Jambs MXH001 (C6X10.5) O LA M m m � r O G O, Z M2 m Spandrel Elevation 121-0' Spandrel Elevation 25'-3 ' Eave Height 28-31/z' i zm � oO 5, m m a o I l; N ? � GNt T //\/V/om. tO !n m N (1 ) t0 N Ot Z d A d NO Cr m m O t0 Cn O m N O 42 7 m ifl �m ma � or 3 m o c Cr a Ev m N G j ' .e se•a.•ni aer,m n. PROJECT NAME (♦ 7 U C O R Nai�vt aeea rN x.+a O,VKmaNNM,, Mezzanine Confirms TKL MBH TWB RRS 0/26/2016 .=.n.,.. M��... k Top Cub Aircraft BUILDING SYSTEMS GROUP For Build Dept.Rev TKL MBH TWB RRS 0/26/2016 Arlington, WA K'•+•'e+•^•are u.a•+aarr .•r.=e•wum,:m«^. 1050 North�ry Watery Lane CUSTOMER NAME ry � Ih Brigham City,UT 84302 s.•."va�,'..��a� ^e� � r � e = HCI Steel Buildings, LLC Phone: (435)919-3100 Arlington, WA Fax: 435 919-3101 SHEET t!� 5..31 JOB NUMBER SHEET TITLE W2 OF 7 U16RO597A lEntrance Building Wall Framing Elev. At Line N Eave Height 26'-34z' Eave Height 22'-0' Spandrel Elevation Clear Under Canopy 03 of G ~Q W Z O O m ' ••Cxwo11 t waxza jLA',- 6 `1 \ \ o \�\\ \m \ X N \ 7 s X CXW016 — (wax>4) O I �Xy \\� \mod: :. J.. .'�\a.�'_. �<..-•�:"��.\ I 3 0 0 �o �c o- a I Spandrel Elevation i 20'-10946• Top of Parapet 26'-0- i o cT o m a c a Cn Cn 9 = m y m m m ro f c o o� m m ro Nn m T m N m o��pi 3 fD `D N @ �"Z] Q m d J �O N C m T J N f d a Cn � to a J ncn am E v 3 o m n o3i v m > j Q y m m a m ZT � — a a �c i2 OGem .v'r.~ap an.�..A mi"•' PROJECT NAME ^a rJ " .'� ,�,,,=.,,,,��„•� NUM OM Mezzanine Confirms TKL MBH TWB RRS 0f26/2016 .��.... ..... Top Cub Aircraft sadeoTMa..nt. �� `� BUILDING SYSTEMS GROUP For Build Dept. Rev TKL tOBH TWB RRS 0/26/2016 Arlington, WA 1050 North Watery Lane ,,,~ "' 0'D'•�"�M - CUSTOMER NAME "..N.fv vn1 I�rM� „S•�,,,.,,,; Iti 1 Brigham City,UT 84302 HCI Steel Buildings, LLCt cr.c.n..•o e.w rot.n..., =� �; Phone: (435)919-3100 Arlin ton W A ;ridn ""�`� y. -r=�:• g r Fax: (435 919-3101 "" •„..�, ,i SHEET '!�R W1 1n P.�ti.--i r•�BFP SHEET TITLE W3 OF 7 L)16R0597A Entrance Building Wall Framing Elev. At Line 2 Part Sizes 'D W 0 0 RDD_ 7t-ROD N N O O VI V1 rY cc CO Co H H 2 2 � GD CD J J Y Y ro E > al w 1= 0 � y w p H Q z r C __ zQ Q a N 7 3•-0' 0J 3'0' �-' 3'0" 3'-0" J 3''0' N m �� f t° GKO12(5C060 G9(0O9 f 14(060) GBC009(BC060 j GB(0(14(H(060) GB(009(BC060 G8(008 SLO99 I 4- r f L � !` G80082054) � On G87001(H7055A o G7007(e7tl54 GN7001(BZ05 I n�l AZ00](87tl54 7° oBCOOhR(07 G (005)HC075 y O O O Entrance W _j t+1 .-r r-4 CU St 1Bak oumii Others Y�- 00e02l Building L v M M C .ter J o GBC001(HC06/) GBCOOI(8CU89 1 G8COo1(BCO89) GBC001(REOR9) Gaco02(e(0R9) a 1A 3 A a✓ N O� v _ - O N U to y rn rn 111 Q ^� MLLZ,BEAM G8ZO04(BL054) MF7/ Hl:AM G8700S 81054 MF7/ 81 AM G8700S BZ05A ; U d Q _ 1 1 MEZZ.BEAM - Mk:ZL.BEAM - O E Al BS001 850 MBS004 11SOB9 I M8500505 S003 f OS08 MBSO02 115089 Q Z MLn y o O r C W 13 LA. co g o \ / o N GRCO11(R(d)60) G8C006(BC07S) 158010 8CO60 GBC004(BCO15) G8(003(A(0 N / FINISHED, x f1NISHELL_ FLOOR - 'Q FLOOR (l y o mo Top Tier o N ` o 0 0 o c u 0 oLo o 0 o Single Rod o o L o 0 o uo q a = X z X Bracing(71h'Rod) x N x a x ,�'c x s a 3 4A kJ ' Bottom Tier > CL W Double Angle v Atu n 1-c Bracing(4x3x lk Angles) o C A 25.0" 25'o' 25'-0' 201-8" 4•-4' 111-0' n — 20•-0' i i 130'-0' ) i 6.0. m AA A C E G J J.9 M N J v� O 110 '" O 4-' C I F— o co o 01 v .c W vl .� m � f G 1Z� o r--r i i tp Notes: a~ a = a See cross section drawings for main frame Mango bracing 4s�t 1 `11 x h See wall framing details for standard girt orientation �� r detail. RD_ indicates rod bracing See primary details for rod 41 179 brace assembly. '; 'Im Ill, ti Framed Opening Schedule 1�' At)lush or inset girt condition,field slot girl webs,to r NAI( allow passage of cable/rod bracing See primary delads I ID oty W X H Left Jambs Right Jambs Field Located for guidelines. _: A 1 1 481-0"X 4'-0" JBC002(8C06U) JBC002 1 8C06U) Cut and drill girls as necessary for field located framed a 3g_�a=y== Y 2 1 115'-0'X 4'-0" Jac002(a(o6O) Je(o02(s(060) Openings F;�a, �;a'se s 3 1 3'-4'X7'-P" JBC001(8C099) JB(001(BC099) X ILI e Eia S5:f E�Ea >q 4 1 60'-0'X 4'-0" JBC002(8LO60) WOW(BC060) =E Part Sizes n &a 1 < W.a ¢a EPS P8.188 Strut 13 0 3 0 3 0 3 13 0• RDD 7t"ROD o 0 MXH013 MXH014 MXH015 MXHO15 RDG tb' ROD G8C016 (W8x1a) (Waxle) (WBxis) (W BX1a) (BC060) GSC014(SC060) GA(02.1 8r060 68r0,1q f 8C060 1 GBCO29 j 8f-0Gn GN(n:•� NLnao m m GBC015 - (8C060) ooJ gu0 (^8(n1a I N(060 i I G00025 1 8C060 r G8CO28 i 8L a 6 r nH(01N HI-01"1 IL — Im m GKO19(BUib(1 •(•H(Ol I t H(Obo GBCO27 81075 "GSC030(SC075) J J •6C060 7 GNC011(8C06n GBZ010(BZ054 ( ) SpanBrel Gram GSZ012 87.054 G82012(B-L054 - MXH021 odl. > (W1026 ( 1 I �. oG E Iv o �� G8Z011!82060 I GBZ011 I BZ060) C // HCn11(HC060) 681010(82054) v o �+ /Wall By / (, EP5002 v o ;/ Others � � c � i8Z007 1 870S4 1 8z009(SZO54 G8Z022(BZ054) G81012(8Z05<) N j ccy _ FI_NISHrb FLOOR ---- -- - I -- n `o_ c �( o Top&Bottom Tier o cc T , 0 3 m Double Rod In m 0J a uX XBracing(1 1/4"Rod) X Li (V o ., w o 1Ci-0' 4'-0' 15' 1' 25-5' W J rn m m Co a STEEL LINE - - -- 1 90-11' > 1- M ,°(.( �J Indicates Gutter Support Channel a N 3 D M I ,, anu, Q OD � J f� U 2 t � vv > .I p t c W r a a ; in 00 O X rc I- F ` 3'0" 3'n' I'D.1 3 � -13 0" 3 0' 3 0' � I I r0 MXH015 —iI MXH015 t MXH015 MxH015 MXH015 MXH016 u� ILL. (08X1B) (WB%18) 1�(W8X1B) (W8X1e) (WBX18) (Wexis) GAC031 8(060 % GBC01v BUN,O G8CO2918C0601 GB(ois tl(u6o G8C039 SCO60 %n GBC031 8C067 Gecn2a(aCo75 I G00O28 8C075 GSC034 8CO67 GSE038(aco60) 'm C •GSC033(8CO67) •GHCO30(AC075) G00030(SC075) •G00036(SCO67) 03 O (BC060) m GBZ016(8Z054 G82011 6ZO54 1 G8ZO12(8Z054) G8Z021 szom 1r 117054 :3 IINII V m GBZO15(BZ060) GSZ011 8Z060) G8Z01118Z060) 68Z021(8Z105) U GHZ026(8Zo54) o -- _J `3 7 Q V o LA CL q0 nr M O G 2016 87054 G8ZO12(8Z054) GBZ012(8ZO54) GBZ020(8ZO54) Gezo27(eZOsa ru Q •D Q �oo� gocOoo� 1 3 n �_ DO Q Q O �a, 2 .i r v O O m _ i OA < 04 U FINISHED =V ,C t% ,C m FLOOR GCL f s DoBuble Rod ) X m x _ 3 nCL Notes: a I— a v= Q m m Bra (1 1/q Rod m ' m 1 1' 1" 12'-0' 1'0' o u m o U U X U V N a 1,. .. 25'-5' lJ 25'-5' n 1 1(Y o t! _ o See cross section drawings for main frame gangs bracing y�,Y"^�•�4 1 109'-1- 1 r STEEL LINE ( - 1 See wall framing details for standard girt orlentation �. a detau. 3 10 11 RD_indicates rod bracing See primary details for rod 4117E �; brace assembly. F((SPA Fumed Opening Schedule At gush or inset girt condition,field slot girt webs,to E p g allow passage of cablefrod bracing. See primary details for guidelines :I ID I Qty W X H Header Left Jambs Right Jambs Jamb Extensions Field Located 9f f, c` a 1 . Cut and drill girls as necessary for field located framed "ii;`,e E ll z2I1s 1 1 6'-0'X 4'•(r JSC004(SC060) 180004(SCO60) X openmgs F� � fill grit 2 2 3'4'X 7'•7 HWA01(HW8) Ln JS0003(SC060) JBC003(SCO60) X -'�3 i2 se. 1� 75 3 1 12'-0"X 12'0" HS0002(SC075) J00007(SC075) Jeco07(SC075) JSC006(SC060) 'E a :'Ei.r sad ID Part Sizes `° 0 0 RDB_ `yg"ROD N N N N O O � N 4 m m J J X Y �o E 'w r~ � 0 CL V y ar O C fl C M 7 N m W �a iron aQ ¢a sa � LL 1-1012 11 loth, 1'-101h" 1' loth' r-io�lz" V-101e r-10%, 1,-10%" r-lolh° L1 4° i I i iL Zo Zo to N C N O IV N W J M GBZ034(BZ054) GBZ033(8Z054) G8Z033(82054) G8Z033(8Z054) G8Z033 SZO54 G8Z031(BZ054) H 00 C Q � o 0 � 3T�, o, r, uZt � M � Q o GBZ034(BZ054 GSZ033 aZ054) G8Z033(SZ054) G8Z033(8Z054 G8Z033(OZO54) G8Z031(8Z054) O Z y O N O o ] v O c C w Ln N z O •� 0 x N l0 W N r0 r-r m a LL C GBZ035 SZO54) G8Z033 9205A GBZ033(8Z054) GBZD33(8Z054) GUM(BZ054) G8Z032(SZO54) C Ci0 B0 ) a° a8 U- � Single Rod NISH�D Bracing(518'Rod) HNISHFL FLOOR FLOOR rx c co in00 ao 0 N C O 0 o a 0 o 0 0 u a = ,a 3 x N X X X X S _ o m V V > O W l7 l7 WM m r 15'-0" 25'-0" 25'-0" 25'-0" ++ 25'-0" 15•-0" J STEEL LINE 130'-0- i STEEL LINE i O i ® o 0 0 © o LQ Q � m r 4-1 Ln ;30 Z � Notes: See cross section drawings for main frame Flange bracing. w,F \1 try ti4l' See wall framing details for standard girt onentator � detail. 4 RD_Indicates rod bracing. See primary details for rod 41179.1 kK brace assembly. i• 'iIs1t� ZC"NAl 1�,.` At flush or Inset girt condition,field slot girt webs,to allow passage of cablehod bracing. See primary details for guidelines. = yt _ Framed Opening Schedule is4s " � P 9 Cut and drill girls as necessary for field located framed �3�=��t � LL- openings. "$ O ID I Oty WXH Header Left Jamb Right Jamb FielaLocated tiz=`(t � =stg� 1 1 14"X 7'-Z' HWAOI(HWe) JB(003(8(000 1 1B(003(Bco60 X Hanger Jack Beam Size o Part MK.4 Total Depth I Top Flange I Bottom Flange Webs SX8001 38.25" 12Y75f It11205 12x50112x63i12x50 M01.2751500 N N 0 0 EXBO13 — /-MXH007 Part Sizes �n �n Stub Column / Hanger Stub EPSCID co P8.186 Strut G8ZO14(BZ075) GNZO13(SZ07t,} 3 3 o G Bz023 f 81067) G81017 e1D67 RDD 'If ROD �- 1 (8ZO54) G 1 E 114"ROD m RD m 0 _ 687029 GBZ025(SZO89) SX8001 eck Beam G8ZO19(8ZO89(87054 I Y z Tube Header I,be Ileader o I Mx oo:(l Issex8x5Ao) MXm01(HSSRXBX546} E 'w N \ C C G8-o-8 GB1024 tSl ITH G8102 \ \ GUM 1tD W1 GBZ018 (ezo54) (8Z075) (8Z075) \ 5 \ (82075) 8Z075 v v D c � h 1 \\ e��OCOi� 9O OU��2 00 �` o \ � `\ tb FLOOR o' — o 0 0 o N N N on m to to m I . V (' W � V 101-0' 24'-1' 25'S' 25'-5" 24' to ry o r 0 0 o Q STEEL LINE 1 109'-1" 1 W -j m � ' v 00 enm c Co o ® CD © o it to3a�� m m U 'I v j 3 O Z m v OJ J 0 L C W T j In 00 O x CXBO13 - , MXH007 ` C1 o m 0- LL c Stub Column Hunger Stub •C GOZ014(OZO75} G81D13 H1o/S G8L018(8CO99) (BC060} o j sxeool lack Beam GBCO26 Bc06D 14 Tube Heade, - tube Headcr G8C019(BC099) Mxrnoz(llssoxexs/i6) MXT001(tIS58X8Xsry61 el AUU�o m b \ I:Psou3 s N MEZZ.BEAM `a ry GHZDOB(HZ054 I73 / 9 m 1 3.I 1 3 l 1 J 22 1 (A '\ tsa a N L-- C: � LINJS1tcD- a a " ' FtooR __ 0 o Top Ter o I VDouble Rod o 0 0° 1- D : Q xBranng(7�"Rod) x 5'9' a M aMQ 0 m OBottom Tier 1 t' > 'o £ a N Double Angle O W n an O Bracing(4x3x lh Angles) Z'4 ? z V w Ln .0 m 25'-5' 25'-5` 15'-1" 25'-0" a 0 Q 2: Q - Notes: 1 90'-11, 1 1 STEEL LINE © CJ ® O 1 See cross section drawings for main frame flange bracing. �� L` •r(. See wall framing details for standard girt orientation detail � 3 Framed Opening Schedule RD—indicatesrodbracng See primary details for rod r 41179,x P 9 brace assembly �11w• 11IrNAI {"�`' I ID I Qty W X H Header Sill Left Jambs Right Jambs Field Located At flush or inset girt condition,field slot girt webs,to t allow passage of cable/rod bracing. See primary details tZ, 1 1 6'•4"X 7'-2" woo (ec099} 18cool(Hco9g I X for guidelines 2 1 3'-4"X 7'-2" H WA01(HWB) 1B0003(8C060) J8Coo3(HCo6e) X Cut and drill girls as necessary for field located framed s $fie 5Y€la1 openln � `` 3 2 6'-0"X 4'-Cr' HWH(HWO) H60001(SC060) 18Coo5(SC06o) 18CO05(SC06o) X g Ugj a s 4 2 6'-0"X 4'-0" 181004(,e(o60) 1HCDo4(8CD60 i X 5 2 50'-0"X 14'•0' TYPICAL WASHER REQUIREMENTS BOLT/NUT ASSEMBLY . TYPICAL FIELD WELD STANDARD ANGLE SCHEDULE N ERECTOR NOTE REQUIRED AT LAPPED N J ZEE MEMBERS (NO REQUIREMENTS ERECTOR NOTE: 0 0 (UNLESS NOTED OTHERWISE ON DRAWINGS) / WASHERS REQUIRED) I� (UNLESS NOTED OTHERWISE ON DRAWINGS) MAN EAVE ANGLE MAL02 LINER EAVE cr lw, BOLT HEAD- SLOT SLOT TO SLOT CONNECTIONS GALVANIZED ANGLE 2:12 WASHER�� WASHERS ARE REQUIRED ON BOTH i W ALL FIELD WELDING MUST BE PERFORMED BY 4"x5"x120" CALVAMZEO SIDES OF MATERIAL IF SLOTS ARE - AWS/CWB CERTIFIED WELDERS WHO ARE OUALIFIED FOR ANG.(SLOPE) ihkANC 84" 3"x3"x120" SECTION "A" �= I THE WELDING PROCESSES AND POSITIONS INDICATED WASHER USED ON BOTH SIDES (SEE DETAIL ALL WORK MUST BE COMPLETED AND INSPECTED IN < 3" m Go RIGHT FOR LAPPED ZEE MEMBERS) NUT SLOT 5" Z g ACCORDANCE WITH THE APPLICABLE AWS/CWB SCULP EAVE ANGLE LINER EAVE BOLT HEAD slot SLOT TO HOLE CONNECTIONS I I SPECIFICATIONS WELD ELECTRODES USED FOR THE MAFO_ MAL05 e Y ,�,/ LAPPED ZEE SMAW (OR STICK) WELD PROCESS MUST BE 70 GALVANIZED ANGLE 4:12 1 ~- WASHER ONE WASHER REOUIRED ON fIFJ MEMBERS. 5"x8"xl20" GALVANIZED ,; SLOTTED SIDE ONLY. I GiR sNS OR KSI/483 MPa MATERIAL AND LOW HYDROGEN CONTCNT ANG(SLOPE) «��NG 105 3"x3"x120" E w NUT - HOLE _ 1 , LAPPED NEST REGION 3" C y _ I: GALVANIZED STEEL FIELD WELDING e_" O BOLT HEAD- THOLE HOLE TO HOLE CONNECTIONS -� RECOMMENDATIONS MAG01 GIRT ANGLE MAL 7 LINER EAVE c Q NO WASHERS ARE REQUIRED WHEN PREPARATION OF WELD AREA GALVANIZED ANGLE 1:12 S - SLOTS ARE NOT USED AWS D-190, WELDING ZINC COATED STEEL, CALLS FOR 1 x2-1/2"x12" GALVANIZED n NG. 95 3"x3"x120" N m WELDS TO BE MADE ON STEEL THAT IS FREE OF ZINC IN THE �_ aNi 14UT -— HDLE V► AREA TO BE WELDED. FOR GALVANIZED STRUCTURAL F l0 COMPONENTS. THE ZINC COATING SHOULD BE REMOVED AT 2-1/2" 3" WASHER PART NUMBERS ` LEAST ONE TO FOUR INCHES (2 5-10 CM) FROM EITHER SIDE MAG02 GIRT ANGLE MAL 12 LINER EAVE H0200 - 1/2" FLAT WASHER H 4 - •' FLAT WASHER NO WASHERS REQUIRED AT BOLTS USED IN OF THE INTENDED WELD ZONE AN O ON BOTH SIDES OF THE GALVANIZED ANGLE 2 12 _ O H0210 - 5/8" FLAT WASHER H0250 - 1 1/8" FLAT WASHER THE LAPPED REGIONS OF ZEE MEMBERS. WORKPIECE. GRINDING BACK THE ZINC COATING IS THE 1"x2-1/2"x24'• GALVANIZED O, , $ H0220 - 3/0" FLAT WASHER H0260 - I I/4" FLAT WASHER PREFERRED AND MOST COMMON METHOD; BURNING THE ZINC I NG. 81° H0230 - 7/8" FIAT WASHER SECTION B" AWAY OR PUSHING BACK THE MOLTEN ZINC FROM THE WELD IL 3"x7-3/4"x120" AREA ALSO ARE EFFECTIVE TOUCH-UP OF WELD AREA 2-1/2 7-3/4 m o 0 0 WELDING ON GALVANIZED SURFACES DESTROYS THE ZINC MAG03 GIRT ANGLE MAP01 RAKE PARAPET ANGLE yI m COATING ON AND AROUND THE WELD AREA, RESTORATION OF GALVANIZED GALVANIZED I- m m m THE AREA WILL BE PERFORMED IN ACCORDANCE WITH ASTM A 1"x2-1/2"x30" 2"02"x120" Ift 14 ;) I- 0) 0'' 780, STANDARD PRACTICE FOR REPAIR OF DAMAGED AND i14 m rn m UNCOATED AREAS OF HOT-DIP GALVANIZEU COATINGS, WHICH a SPECIFIES THE USE OF PAINTS CONTAINING ZINC DUST, L 5 m m ZINC-BASED SOLDERS OR SPRAYED ZINC. ALL TOUCHUP AND 2-1/2 12 2 a a REPAIR METHODS ARE CAPABLE OF BUILDING A PROTECTIVE MAG 10 GIRT ANGLE MAP02 RAKE PARAPET ANGLE Z ui LAYER TO THE THICKNESS REOUIRED BY ASTM A 780 GALVANIZED GALVANIZED `I o r c SAFETY do HEALTH 6"x6"x120'' a WHEN WELDING DIRECTLY ON GALVANIZED STEEL IS ��2-1/2 x120 i�L Z 03 c a LL UNAVOIDABLE, OSHA PERMISSIBLE EXPOSURE LIMITS (PELS) MAY f• BE EXCEEDED AND EVERY PRECAUTION, INCLUDING 2•-1/2" 6" HIGH-VELOCITY CIRCULATING FANS WITH FILTERS. AIR - RESPIRATORS AND FUME-EXTRACTION SYSTEMS SUGGESTED BY MAHO EAVE STRUT ANGLE MAR01 RAKE ANGLE AWS, SHOULD BE EMPLOYED. FUMES FROM WELDING GALVANIZED GALVANIZED GALVANIZED STEEL CAN CONTAIN ZINC, IRON AND LEAD FUME COMPOSITION 1"x2-1/2"x12" 3"x5"x240" TYPICALLY DEPENDS ON THE COMPOSITION OF MATERIALS USED. ANC($LOPE) in AS WELL AS THE HEAT APPLIED BY THE PARTICULAR WELDING PROCESS. IN ANY EVENT, GOOD VENTILATION MINIMIZES THE 2-1/2" 5" AMOUNT OF EXPOSURE TO FUMES. - PRIOR TO WELDING ON ANY METAL, CONSULT ANSI/ASC MAL01 LINER LOW EAVE MAR92 CFR RAKE/ ru Z-49.1, SAFETY IN WELDING, CUTTING AND ALLIED PROCESSES. ANGLE BASE ANGLE v o WHICH CONTAINS INFORMATION ON THE PROTECTION OF „i0 GALVANIZED iv GALVANIZED J o PERSONNEL AND THE GENERAL AREA, VENTILATION AND FIRE 6"x7-3/4"x120" 2"x3"x242" J q PREVENTION. o 7-3/4" 3„ � t v INFORMATION COURTESY OF AMERICAN GALVANIZERS ASSOCIATION C _ w kV�r� Y N L7 Q Q c mo c r` w 4- F W O Lr) zv ho �� hom 0 — a o 7�cl o � ft L n wi.cp�4' , 41179 i Al O re C-S Oe?o y.E'�: fi♦N O y- '/W CA"•I P'p[R F AWA O O SPREADER BAR .- I I/r GAGE W GREATER THAN I-RARER RANCE t._p- A32 Al2!BOLTS BOLT Y T j z s N0603 - 3'-2 'I7 NUTS H0300STIFF ER [v N IF REd11 O 2' �•-= II9- O O RAFTER Or f„ 0 a MINIMUM 6'-0" MINIMUM RAFTER CO co 8'-0" MAXIMUM 8'-0" MAXIMUM _ _ +I ( rNI'p i FT CO m _ .' 3 11 / w!NUTS N ! RAFTEROSomD 0 I- - - - • / 1 o O RAFTER CO GO £ £ A \ / -PICK POINT iN J 1 1/2 r H � \ / � •�7 1 - r0 A A I I Eol \ I 9NM OR(ANA"E—. C a-I / \ { I CEE ENOWALL COLUMN CI GIRTS J��/ — (TYPICAL) L_ I SINGLE OR DOUBLE I..LE OR DOUBLE I U N / WINO \\ SINGLE OR DOUBLE CEE ENOWAIL COLUMN CEE ENDWALL COLUMN I w 0 / BRACING \ CEE CNOWALL COLUMN I I c N '; I 1 I N m 1- 3 SPANS MAXIMUM — TTT SECTION A F L° SECTION A BOLTS REO.O ONLY AS SHOWN. NOT O ALL HOLES EW CEE COLUMN TO RAFTER CONN EW CEE COLUMN TO RAFTER CONN �n (LAPPED RAiIERI la LIFT LIFT COLUMN TOP CUP FACTORI WELDED TO COLUMN COLUMN TOP FLIP fACTORr WELDED TO COLUMN REFERENCE [RECTOR NOTE FOR rW,CAL WASHER REOU•REMENTS AB0020 REFERENCE (RCCIO Q R NOTE FOR TYPICAL WASHER REOU-REMENTS AB0040 rc !- :t'&CAGE•.•RARER rLANcE to C N O I-4 COLD-FORMED-� e^ PURLIN .RAFT[" •- 11/r GCE•GREATER 1— I-RARER 1111E ID O o 0 J m ri r1 RAFTER COLD-FORMED THIS WILL CAUSE USE (W1 1/2- . 1 1/r cc80+ cuP W m m RAFTER THE RAFTER TO A7oF BOLO M)50D/HUT Gteot cuP •LrILw 10A00 PER RE TI a } y 1-4 1„1 TWIST. vuRUN FOrINEUI(RI 12" PURIIN T 3 pl STRAP STRAP - GceII CUP OF V- " 1 N >. 1,-�, 11 WAnCR - SuFFENCR ~ m m CORRECT INCORRECT ' !Lp 11x 1 IF REOUIR(0 t '- CC 2 1: � vv 4L (WWI [NDWA, RAFTER G SECTION A / � 1 aDD[ yi I, '� C L C RIDGE PURLIN DETAIL _ _ _ .�L Ln aD o X { L m � m a m RAF,[" •.• -� , 1 I • COLD FORMED ENDWALL ERECTOR DETAIL _ SECTION A 1 I 1) GIRTS, CLIPS, RAFTERS AND COLUMNS MUST BE SECURELY AND TIGHTLY BOLTED TOGETHER PRIOR TO STANDING 0 UP THE ENDWALL SECTION. (NOTE THE GIRTS PROVIDE STABILITY TO THE ENDWALL SYSTEM DURING THE ERECTION PROCESS) CUP �sy I/7• e x 2 _ 2) BUILT-UP COLUMNS/RAFTERS MUST BE ERECTED INDIVIDUALLY WHEN USED WITH COLD FORMED ENOWALL PARTS MK. EWE r 2 - An$eDLTS ROM COLD-RAFTER-1YP FOIIME0 II - NMS H03M 3) 7H15 DETAIL IS SUGGESTED IN ORDER TO MAINTAIN STRUCTURAL INTEGRITY OF ENDWALL PARTS AFTER ERECTION. A ENOWµL COLUMN SOUND JUDGEMENT BASED ON ERECTION KNOWLEDGE AND EXPERIENCE SHOULD BE APPLIED REGARDING SAFETY A o e�E a — m AND PRACTICALITY OF INDIVIDUAL SITUATIONS. I I� CMCWMI(auwF SECTION A v.,,,cs II p 4) REGULATIONS SET FORTH BY THE OCCUPATIONAL SAFETY AND HEALTH ACT. LOCAL, STATE, AND/OR EW CEE COL To RIDGE RAFTER CONN V o FEDERAL AGENCIES SHOULD BE ADHERED TO AT ALL TIMES. NUCOR BUILDING SYSTEMS IS ZIQj RESPONSIBLE EW t✓QL TQ RAFTER CONN —' Eo S FOR INJURY DAMAGE. OR FAILURE WHICH MAY RESULT FROM FAILING TO MEET ANY OF THESE BOLL FE- to rw rl Ott AND 3/ w/ d REGULATIONS` (W1 1/Y x t A3z! NSTA EO AS Ho3oo A60110 ( AB0525 v r E EWA�CUP MUST BE iNSTµlEO AS SHOWN RE KRENCC ERECTOR NOTE FOR TWIGµ WASHER REOwRCMCNi$ I- REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS G, �L ♦- 1 i/r GAGE•I-RAFTER rwlGE CENTERLINE / i ' j •- yr GAGE•GREATER THAN I'RKTCR FLANGE i0f RIDGE —ENDWALL RATTER ENDWALL RAFTER u / -- m Q _ '- C m C Ln /_ENDWALL RAFTER ENDWALL RAFTER i O c Z - a 1-' O 1 1 ( Z Q 'C i� 'C Z af a i s 1--1 % Z LO ST,FFENER , a o a L) a IF REOUIRCD ENDWALL RAFTER V 2 l L� R SECTION A " c.. I A325 BOLTS MK H0610 A \_S4�),5/8' x 2 1 a'_ NUTS MK.H0310 ��41179 N ZFI r A325 BOLTS MK H0610 '1,Y sl x A3 BOLTS NUTS MK.HO310 ' A!n Exxts HOWo3 /FN^t L O NUTS N0300 N ENDWALL COLUMN— cs±oz�aLL .m'3 � Lrq D ENDWALL RAFTER RIDGE CONNECTION INTERMEDIATE ENDWALL RAFTER CONNECTION Eau-rI,-s.,1 1; o EW COL TO RAFTER CONS w€:,'.o;us;s��€�= WITHOUT COLUMN r -€oex c fV WITHOUT COLUMN ,ay��.Sr$it p�� (`°"'wUOOS R"'="' AB0580 AB0661 A60671 _- In Lo ROD MARK HILLSIDE FLAT A307/A325 COUPLING �-INSIOE FLANGE O O t- 1 I/8'GAGE O 1'RAPIER FLANGE II - TV ry t I I/2-CAGE O CREAIER THAN 4•RARER FLANGE 1t DIAMETER NUMBER WASHERS WASHERS NUTS NUTS 'CO U3 11 5/8" a ROB_ (2) H0930 (2) H0210 (2) H0310 H0810 n1 0 0 3/4" a RDC_ (2) H0930 (2) H0220 (2) H0320 M0820 OUTSIUE FLANGE- S 7/8" a RD0_ (2) H0930 (2) H0230 (2) H0325 H0830 �. PIGGY BACK COLUMN I I I" O ROE_ (2) H0960 (2) M0240 (2) H0330 M0840 _ 1 1/8" a RDF_ (2) H0960 (2) H0250 (2) H0450 HOBSO r RAFTER 1 1/4" O RDG_ (2) H0960 (2) H0260 (2) H0340 HO860 ca co RAFTER SHOWN (41 /� e X 3" i J (COLUMN SIMILAR) A325 BOLTS 140633 SECTION A SEE PLANS AND ELEVATIONS NU75 K0320 r, FOR BRACING MARK NUMBERS -TURNBUCKLES N 1:-STI7FFE BRACE CLEVIS E v R, BRACE CLEWS PLATEREQUIRED 1MOD RAOSSEMBLY ® (SHOP WELDED)WEB OF c000LUMN OR HILLSIDE WASHER,RAFTER FLAT WASHER,AND NUT _ ERECTOR NOTE N m A COUPLING NUT- \ FOR DOUBLE ROD BRACING. THE BRACE CLEWS{S) MUST `0 BE ATTACHED ON BOTH SIDES OF THE 1" SPECIAL PLATE. LI- TOED OPPOSITE ONE ANOTHER,AS SHOWN. ENDWALL PIGGY-BACK o Can I� COLUMN TO RAFTER CONN ROD BRACE DETAIL DOUBLE ROD BRACING DETAIL REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS AB0710 (WEB TO WEB) AF 0010 ) AF001 G � ROD MARK COUPLING BRACE CLEV15 BRAE CLEMS TYPICAL FLANGE BRACE MARK NUMBERS 3-�' FLANGE BRACE OPPOSITE SIDE in rq 00 METERS NUMBERS TURNBUCKLES NUTS REOIARED WHERE INDICATED J rR r-I .4 (A/ TURNBUCKLE) (AT COUPLING NVT) W ACTUAL FLANGE BRACE'., DO N01 HAVE MARK NUMBERS ON THEM ON ERECTION OWLS AS"NS 4 IS' T 5/a' ROBS- (1)W710 H0810 (1) Bcso2 (1)OCS07 1 ~ �OD 1 I 3/4` ROG-- (1)N0720 N0820 (1)BCS03 (1)BCSOa //''�� r0+ F- Q-1 r1 7/8- ROD_- (1)110730 KOS" (1)BCSO4 (1) BCs09 FBL_ 1• RDE-_ (1)00740 H0840 (1)OCLO5 (1) SCL06 L�INOICATES LENGTH OF FLANGE BRACE IN MCHES •J, NOTE: lz 3 LOT N 11'o- ROF-- (1)K0750 HOa50 0)BCLDI h) BCL03 LENGTH u Z U d 1/2 X 2"A325 BOLTS ARE X. R1 M � REO'D FOR BOLTING FLAKE BRACES 1 1/4- RDG__ (1)N0760 HOa60 (1) BOLo2 (1)Btto4 t { -- 1 - ,��ds C O E BRACE CLEVIS BOLT AND NUT PART NUMBERS ,-1.-, ,--1� I V _ 9� ` LURKOEpBBRAGE ' 'I O L C •C:T t:T ll.. H0603 BOLT Ln DO O ROD BOLT DIAMETER A325 A325 L + PURLIN M0603 BOLT H03OO NUT z O - IO GAMETE R AND LENGTH BOLTS NUTS _ -H0300 NUT ` �-+ m CL 1� -RAFTER H0200 WASHERS Ho2LX) WASHERS m w 5/V-7/0' 1-.3 1/4" (2)H064o (2)N0330 FBD_ ` `" ., -. I"•1 1/4' 1 I/4"A 3 I/2"1(2)H0680 (2)M0340 L__r_j INDICATES LENGTH OF FLANGE BRACE IN INCHES FLANGE BRACE MK. FB— COLUMN SEE PLANS AND ELEvnnONS - H06o3 BOLT CL ;rT FOR BRACING MARK NUMBERS ♦— LENGTH y I R02 C 00 OSI/EN'1 CLEVIS _12" TURNBUCKLE 1 _ } `ACE `; 1/NOTE22 X2" A325 BOLTS I v WEB OF BRACE CLEVIS 1 ARE REOUIREO FOR - COLUMN / , UGOS BOLT BOLTING FLANGE BRACES. V) OR RAFTER WEB OF COLUMN FBE_ COUNTER LENGTH 0300 NUT - ROD ASSEMBLY OR RAFTER-, COUNTER - SEE CHART 01 35 1 B 10200 WASHERS 2'-4 1 7" -WALL c"`I rp 02 37 8" MK. RD_ 03 49 12" FLANGE BRACE OPPOSITE COUPLING NUT 04 50 1 4" SIOE REQUIRED WHERE O lJ (QUANTITY VARIES) 0 INDICATED ON ERECTION 2" TYP FLANGE BRACE @ BU COL & GIRT -j > LENGTH UWGS AS •'NS & FS' O J l_ ROD BRACE DETAIL 0 TYPICAL FLANGE BRACE AT PURLIN & RAFTER Q NOTE: SEE PLANS AND ELEVATIONS FOR VI h E (CLEVIS TO CLEVIS) AF0030 .—r a SEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS FLA04GE BRACE PART MARKS r_ _ - a PURLOIN ,FIELD LOCATE AS REO'D 3 —6 FOR PROPER FIT—UP %vinauN 1— C _m C Q / 2)HIOaO FASTENERS - Q 0a -w f lV ♦J QT (PRE-UR1LL 5/164 HOLES) I gLn to a to ? o0- a :D 0r VtNOTE: �H0BOLT/H03oo NUrH0200 WASHERS t 0603 BOLT FLANGEI110300 NUTMARK F9AEHo2oo wASHERsFlELO BENOINf, REQUIRED �:� HNII❑FOR PROPER FIT UP. TE- 41179 0 X 2"A325 BOLTS ARED FOR BOLTING FLANGE BRALEARE C.F. RAFTERR MUST BE IN PLACE ►vRE CLIP ATTACHMENTFLANGE BRACE UROM < W MK.I F00O3 FOR 8•• C.F. RAFTERS Imiu..I WASHERS m r "• 5 E 9 i FOE04 FOR 12- C.F. RAFTERS mill j YB Y W T-{ 0 0 TYP FLANGE BRACE @ PURLIN & RAFTER �';,m s f �i. ;, 00 TYP FLANGE BRACE ® CF RAFTER s �}, ' • O OTES: SEE PLANT AND LLEVA(IONS ` FOR FLANGE BRACE PART MARKS o f$ a it [-" O o PRE-DRILL (7) 5/16o PILOI HOLES IN PURLIN m Q NOTE: SEE PUNS AND ELEVATIONS FOR S FIELD CUT AND FLAtIF.N PANII RIB IF INTERFERENCE 8 _!I-rGc�y7 0 FLANGE BRACE PART MARKS WITH FLANGE BRACE CLII' U(.CURS. '"�- ��`+�' =i: - 1 ERECTOR NOTES: ORIENT FLANGE BRACE CLIP AS REQUIRED FOR F 4 N N BEST FIT UP OF FLANGE BRACE. I w DRILL BOLTS SHOULD BE PUT IN AT 1000-1500 RPM'S WITH A VARIES ,,—FRAME COLUMN FS NS :v MODERATE PRESSURE APPLIED. PRE-DRILLING USING 1/4" DIA HOLES WILL BE REQUIRED If � caw E �+ v+ MATERIAL THICKNESS IS GREATER THAN 1/4". v L Orrs[t a cc FRAME SHOP WELDED m m =� FA'TER-._ S1IFFENERS�` _ Y Y SHOP WELDED ~ ~ - - STIFFENERS 19 -_ Of _ _ .. . 0 a+ Iv -FLANGE BRACE NEOURIED WHERE MAl7HG(1)H060 BOLE RANGE BRACE CLIP I STRONG-BACK 7 U OPIOICATED ON (1)N0300 NUT, UK FBB01 - - N Co fACCIION OPAWINGS (1)N0210 WASHER INSIDE RANGE— ` / , STRONG-BACK W A$•'NS h f5" AT EACN CNO L 0%) 5/16"e Y 1 1/2"ORILL BOLTS 1 O'-b•' 2'2" OUTSIDE E UL UK N0705(SEE PRE-ORILUNG '� STRONG-BACK — -- - NOTE ABOVE) ' SIOEWAtI /�- Oi�$El COLUMN (NS) II C JOIST DEPTH GREATER THAN RAFTER DEPTH r� ALL FLANGE BRACE CONNECTIONS REOURTE 1/Z" 2"A325 BOLTS UNLESS NOTED OTHERWISE (2) 3/4" e X J" I J _ (H0633/HO320) D JOIST Z A325 BOLTS/NUTS 0: FRAME • PER LOCATION Lo o. COLUMN ( E) TOTAL LOCATIONS FLANGE I REQUIRED 1 ro 0 0 0 m SHOP WELDED Wrl STIFFENER • —FRAME COLUMN _ LL L4, In INSIDE FLANGE a } ? In H > T^^ RAFTER-` (3)5/16•'• . 1 1/2- _ FINI NED FLOOR 1 1 2 Y y, V 'MV of MK 407DS 0 IISEE`PAt-GRILUTIG -_ _ ,_ SECTION A T ° o OLTS r- c NOTE ABOVE) NOTE: STRONG-BACK SHOWN ON NEAR-SIDE OF z O '�.c m i SHOP WELDED FRAME COLUMN TO FAR-SIDE SIMILAR e-f 07 a IL FLANGE BRACE CUP STIFFENER /"A`N`(;E MK FBBo1 T'2° STRONG-BACK ORIENTATION: 2 NEAR-SIDE FAR-SIDE BRACE FLANGE BRACE AIK.Ffl_ OPPOSITE SIDE WAIN(1)M0603 BOLT, REOWREO WHERE (1) H0300 NUT, WOICATEO ON (1) M020 WASHER EllEW EW ERECTION DRIWINGS £ E AS"NS A,FS" FINISHED FLOUR RAFTER DEPTH GREATER THAN JOIST DEPTH �_BASEPLAIE ALL FLANGE BRACE CONNECTIONS REQUIRE 1/2" . 2"A325 BOLTS UNLESS NOTED OTHERWISE !Q JJ Y ALL BOLTED FLANGE BRACE DETAIL FULL HEIGHT STRONG-BACK COLUMN DETAIL o FOR JOIST T O RAFTER CONNECTION REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER REOUIREMENTS 5w� — SW j J W L 0 SEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS AJ0610 �1 m c = d i C 3 Q a Z 1 .a W .c m CL i CL o � �L1 H 4 41179\� 114NAI. Yrl`- E a a-�oYp i@ZG�£�FL L.L t "dacb!"fo 6 . 1 COLUMN OR E B 1 ♦" PW( STRUT yIOPa 4 e 1 4^ SEE MEZZANINE PLAN RAFTER SEE PLAN/ELEVATIONS FOR !MELDED N N 4 1/2- UK, NUMBERS h LOCATIONS PLATE 4" ♦ 1 FOR BEAM CONNECTION w11ERE ANGLE BRACING T�V1 N PIPE STRUT TIES INTO THE MEZZANINE 6" a PIPE O o SEE PLAN/ELEVATIONS FOR BEAM AT LINE 1 h LINE 3 USE (2) 1" x 3 1/4" A325 MK. NUMBERS r LOCATIONS I BOLTS H0640/NUTS H0330 I' ' ¢ ¢ O ;; 8" O PIPE BRACE STRUT/ MEZZANINE BEAM I = 3 3 A NIL USE (3) 6 x 3 1/4" 3325 " BOLTS H0640/NUTS H0330 S S n O n o 0 F f In O O €Y Y h O - 1 f OF STRUT H 1- 4" < 3" x 1/2" O ANGLE BRACING E w (2) ANGLES MK. GXC_ C m INSTALLED BACK TO BACK W C 1, \ SEE ELEV FOR PART MK./S I' O C BRACE CLEWS ;I 4" A 3" SEE BRACING DETAIL FOR I' 'I C SIZES AND HARDWARE PAP, BRACE CLEWS ,1 ANGLE BRACING SEE ORAC MG fXT4l FOR II '1 C MARKS. SEE ELEVATIONS O I (2) ANGLES MK. GXC_ , FOR BRACING uK NUMBERS SIZES AND HARDWARE PART ' \ INSTALLED BACK TO BACK II _ ` 'O AND LOCATIONS __ MARKS- SEE ELEVATIONS '' I N E� /CT � r �� FOR BRACING MK. NUMBERS '� SEE ELEV. FOR PART MK. S ;1 J j N /L Ou A E LOUTIONS '1 1' < O LL SI$`P WELDED 11 (1 7 W "AIE 11/4° J J �' I '1 II LINE 1 Ec LINE 3 PIPE STRUT W/BRACE CLEVIS DETAIL PIPE STRUT W/BRACE CEEVIS DETAIL (5 A4) 1 BOLTS 3 1/4"0 a a 11 O X_ E"PIPE STRUT W/BRACE CLENS AT 20" (KIN.) COLUMN OR RAFTER AK0175 TIERED CLEWS BRACING AT B' PIPE STRUT LOCATION AK0176 '� (1) SUK GPLIICE PLATE O AT TSPLICE PLATE ;� NOTE tML PIPE STRUT USE(J) I"X] 1/4"AJ2s BOLTS HO6/0/NVIs 1103J0 NOTE. ON PIPE STRUT USE(3) 1'x] 1/1•'A325 BOLTS N0640/NUTS N1U30 �� SEE ELEV FOR LINE 1 PART MK NS (5) 1 I/4". 3 1/2"e �I p W Ix CI II A490 BOLTS X_ ,I _ T , w H C N O rl II O NUTS X_ I1 1 Z 10 O O O 'I COLUMN AT SPLICE PLATE �1 0D W j ,�rP W J V m m Y1 H GI 01 61 ,I COLUMN—•.. 0 IA m 0 On 00) LA In m m g W u - i " v d ,I 4.. x 3" x 1/2" ,1 LL O E Ln rI ANGLE BRACING 'I 0 Z C Z IC y On INSTALLED BACK TOBACK 11 LA J In CO O �i SEE ELEV FOR PART MK-NS ,pT CD r-I m 0. u- II LINE 1 h LINE 3 LINE '1 i�(3) 1"x 3 1/4"e (2) 1 1/4"x 3 1/2"e O A490 BOLTS X_ A490 BOLTS %_ NUTS %_ NUTS X_ AT SPLICE PLATE AT SPLICE PLATE O FINISHED FLOOR r0 OF COLUMN \--�-. OF COLUMN 25'-O" O LINE 1 26'-9" O LINE J In (CENTER OF COLUMN TO CENTER OF COLUMN) - 15-1" O LINE A +- (CENTER OF COLUMN TO CENTER OF COLUMN) U � DOUBLE ANGLE BRACE DETAIL J SEE ELEVATIONS FOR ANGLE MARK NUMBERS IF NOT SHOWN IN DETAIL A L002CJ ) a0 E /� C i 4 m Q Q Q C m C Q r � N �O Ol In it_ C I� C m C G Q i o►-I i CO d0Q 3= Q � � It 41119 nAI 1' I € F��€ VI o 0 1-1 RECOMMENDATIONS FOR HANDLING AND ERECTING NBS STEEL JOISTS RECOMMENDATIONS FOR HANDLING AND ERECTION NBS STEEL DECK* 1)CHECK OUANTRIES. MARK NUMBER, AND CONDITION OF JOIST AND ACCESSORIES ON ARRIVAL NOTE ON ONE D N M DISCREPANCIES NUCOR BUILDING SYSTEMS WILT NOT RE LIABLE FOR ANY SHORTAGES OR DAMAGE NOi NOTEELIVERY TICKETS ANY SHORTAGES OR D- 1) CHECK OUANTITIES. CONDITION OF DECK, AND ACCESSORIES ON ARRIVAL, Jj9TE ON THE QELIVERr TICKETS O o ANY EpAWA$, NUCOR BUILDING SYSTEMS WILL NOT BE LIABLE FOR ANY 2)WHEN UNLOADING BY CRANE. ALWAYS NOOK CHAINS OR SLINGS TO TOP OR BOTTOM CHORDS AT PANEL POINTS, PREFERABLY AT 1/3 POINTS, NEVER SHORTAGES OR DAMAGE NOT NOTED Q HOOK TO WEB MEMBERS OR JERK WHgE LIFTING WHEN UNLOADING BY NANO, USE EXTREME CARE WHEN BREAKING 8UNDLES AND UNLOAD EACH ANSI SEPARATELY a' C 2) WHEN UNLOADING N(ZCOR BUILDING SYSTEMS STEEL DECK, USE CARE TO AVOID ANY DAMAGE m ca 3)STORE JOIST W BUNDLES W A VERTICAL POSITION ON WOOD BLOCKING PLACED AT PANEL POINTS. LIGHTER JOISTS SHOULD BE STACKED ON HEAVIER TO THE MATERIAL. NVCOR BUILDING SYSTEMS IS NOT RESPONSIBLE FOR DAMAGE INCURRED JOISTS 1f MORE THAN ONE LAYER IS REOUIR[D STORE JOIST ON :IDES IF HEIGHT OF BUNDLE IS GREATER TIIAR IW10E ITS WIDTH JOIST FROM WHILE UNLOADING BROKEN BUNDLES SHOULD BE LAID FLAT ON BLOCKING TO PREVENT SAGGING OF JOIST COVER JOIST TO PROTECT PRIME COAT IF THEY ARE NOT ERECTED IMMEDIATELY ONE m m 4)ERECTION MUST BE D WITH PLANS "DIED -FOR CONSTRUCTION" REFERENCE ERECTION DRAWINGS FOR ORIENTATION Of LAGGED ENDS OF JOISTS 3) NW-IR BUILDING SYSTEMS STEEL DECK SHOULD BE STORED OFF THE GROUND WITH ONE END - co T£ ELEVATED TO PROVIDE DRAINAGE A WATERPROOF COVER SHOULD BE PROVIDED WITH PROPER 5)NUCOR OUILINNC SYSTEMS MUST BE NOTIFIED At ONCE If JOISTS AND/OR ACCESSORIES CANNOT BE ERECTED ACCORDING TO THE FINAL CONSTRUCTION PUNS. VENTILATION TO AVOID CONDENSATION NUCOR BUILDING SYSTEMS WILL NOT BE RESPONSIBLE FOR ANY FIELD REPAIRS OR CHANGES MADE 'WITHOUT PRIOR CONSENT. H 4) DECK BUNDLES NORMALLY WE" 40DO POUNDS CARE MUST BE TAKEN TO AVOID OVERTOADLNG IO 6)0O NOT COMPLETELY WILD JOIST 10 BEARING SUPPORT UNTIL PROPERLY ALIGNED. AS SOON AS THE JOIST 15 IN POSITION, ONE ENO OF THE JOIST OF STRUCTURAL ELEMENTS WHEN PLACING BUNDLES ON THE ROOF OR FLOOR. S/4ALL BE ATTACHED TO ITS SUPPORT IN ACCORDANCE WITH ME NOTES BELOW BEFORE ALLOWING THE WEIGHT OF AN ERECTOR ON THE JOIST ALIGN E > THE JOISTS WHILE INSIALLING 111E BRIDGING DO NOT ATTEMPT TO ALIGN OR STRAGHTEN JOIST IN GROUPS AFTER INSTALLATION AND PERMANENT N ATTACHMENT TO THE BEMING SUPPORTS RAL% BEEN MADE. 5) OO NOT USE NUCOR BUILDING SYSTEMS S1EfL DECK AS A WORKING PLATFORM UNTIL. THE DECK u- IS WELDED IN PLACE LOOSE DECK SHEETS SHALL BE SECURED TO PREVENT THE WINO FROM C ;, DISPLACING THE SHEETS AND CAUSING INJURY TO PERSONS OR PROPERTY 60) JOISIS - ENDS Or J015TS RESTING ON STEEL SUPPORTS SHALL BE CONNECTED THERETO WITH A MINIMUM Or THE EOUIVALENT OF SHORTSPMI - TWO V 01 1/V FILLET WELDS, I" LONG OR WITH 2 1/2" OIA BOLTS; tONGSPAN - TWO 1/4•' FILLET WELDS. 2" LONG OR WITH TWO 3/4" DIA A325 BOLTS WHEN BOLTED ICU 6) NUCOR BUILDING SYSTEMS STEEL DECK SHALL BE ERECTED WITH A MINUMUM BEARING Uf 1 I/2' ,t C) CONNECTIONS ARE USED. BOLLS MUST BE "SNUG TIGHTENED" PER THE LATEST RISC SPECIFICAION J�f UCOR BUILUINy SYSTEMS CONSTRUCTION DRAWINGS UNLESS OTHERWISE SHOWN �SHOULD BE REVIEWED TO DETERMINE VO4ETHER ADDITIONAL WEL IN. IS REOUIRED DUE TO SPECIAL CONOIYIONS D7) CUTTING AND FRAMING OF OPENINGS NOT SHOWN ON NUCOR BUILDING SYSTEMS CONSTRUC110N flLtAYANGSpI W 66) BOTH ENDS OF ALL STEEL JOISTS OR COLO-FORMED JOISTS SHALL BE FULLY BOLTED AND/OR WELDED TO THE SUPPORT STRUCTURE BEFORE SHALL BE THE RESPONSIBILITY OF THE TRADES INVOLVED- q1 a) RELEASING THE HOISTING CABLES. D) ALLOWING AN EMPLOYEE ON THE JOISTS; OR B) SKEW CUTS SHALL BE THE RESPONSIBILITY OF THE DECK ERECTOR W c) ALLOWING ANY CONSTRUCTION LOADS ON THE JOISTS 7)THE ERECTION STABILITY AND NANOLING KQ FATS FOR K-SERIES AND LH-SERIES STEEL JOISTS HAVE BEEN REVISED EFFECTIVE NOVEMBER 1. 9) ALL CONSTRUCTION LIVE LOADS DURING ERECTION. ROOFING. OR POURING OF CONCRETE MUST BE 1994. ALL BRIDGING BOLTS ARE 10 BE INSTALLED "SNUG TIGHTENED" PER THE LATEST AISC SPECIFICATION. DISTRIBUTED BY APPROPRIATE MEANS 10 PREVENT DAMAGE TO NUCOR BUILDING SYSTEMS STEEL DECK. AS WELL AS ALL STRUCTURAL COMPONENTS. S)Ntg:OR BUILDING SYSTEMS JOISTS ARE FABRICATED TO MEET THE ERECTION REOUIREMENTS OF THE ,QU.UWfONA1 SAFETY Mn HEAL TH ACT (OSHA1 FIELD 10) WHEN USING NOCORBtu DING SYSTEMS STEEL DECK WITH INTERLOCKING SIDELAPS, CORREGiLY ALIGN Q: COMPUANCI: WITH THIS ACT 15 NECESSARY PER OSHA REOUIREMENTS• ALL JOISTS WITH A SPAN Or 40'-0" OR LONGER, AS WELL AS UIE JOISTS LISTED SHEETS TO OBTAIN PROPER COVERAGE DO NOT BUTtON-PUNCH SIOELAPS UNTIL All DECK 15 WELDED IN THE CHART BELOW, ARE TO HAVE A ROW OF BOLTED D"OHAt BRIDGING INSTALLED PR10R TO SLACKENING THE HOISTING CABLES. IN PLACE (V ALL BRIDGING BOLTS ARE TO BE INSTALLED "SNUG TIGHTENED" PER THE LATEST ASC SPECIFICATION Vl C N O 1-1 11) NUCOR BUILDING SYSTEMS 14C[ & I!I" DECK IS BUNDLED "UPSIDE-DOWN" ANO MUSI BE INVERTED WHEN IT LQ J rn O O 9)AlL I/OR120NTAL BRIDGING IS SHIPPED IN 20'-0•' LENGTHS ALL HORIZONTAL BRIDGING SHALL HAVE A STANDARD e" LAP ALL DROPS MUST BE USEl1. W BRINGING SHALL DE CONNECTED DU THE JOIST CHORDS WITH A MINIMUM OF SHOITTSPAN - 1/8" FILLET WELD. 1/2" LUNG OR COUN IS ERECTEDALENI k, `00 M rn LONGSPAN - 1/8" FILLET WELD, 1"' LONG OR EWNALEN7 12) THE ENDS OF I,3LKOR BUILDING SYSTEMS COMPOSITE DECK SHALL BE BUTTED (NOT LAPPED) TO FACILITATE 10)09 NOT CUT AWAY ANY CHORDS OR WEBS. THE USE OF STUDS MIEN REOUIRED. Vf ro Ch � ui Ln 11)JOIST CHORDS ARE MQt QESIGNFD rOR CONCENTRATED LOADS FIDIE$ PLACE LOADS AT PANEL POINTS OR FIELid_WELD AN EXTRA MEMBER fROM POINI 13) IF STUDS ARE BEING APPLIED THROUGH THE DECK ONTO THE STRU"URAL to STEEL, THE STUD WELDS CAN L rn rn OF LOAD TO NEAREST PANEL POINT ON OPPOSITE CHORD AT NO EXPENSE TO NUCOR BUILDING 5r�S.SEE�ECIrIC DETAILS ON THESE DRAWIiLCS BE USED TO REPLACE THE POODLE WELDS ? 0 E 12)CONTRACTOR SHALL PROVIDE MESS FOR ADEQUATE DISTRIBUTION OF CONCENTRATED LOADS SO THAT THE CARRYING CAPACITY OF ANY JOIST IS NOT 14) NUCOR 1UILDING SYSTEMS DECK ACCESSORIES ARE TO BE POSITIVELY ATTACHED BY WLLUWG. SCREWING. Z A N FXCEEDEQ 00 NOT APPILT ANY LOAM TO JOISTS UNTIL ALL BRIDGING IS COMPLETELY INST 1 LL AND JOISTS ARE PERMANENTLY FASTENED INTO PLACE OR BUTTON-PUNCHING AS FOLLOWS: O C Ln 00 O 13)METAL DECK OR CENTERING MUST BE ATTACHED TO THE TOP CHORD OF THE J06T AT MAXIMUM Of 36" TO PROVIDE THE REOUIRELI PERMANENT T `� O J= M LATERAL BRACING FOLLOW THE MMIUFACIURERS RECOMMENDATIONS FOR INSTALLATION OF DECK OR CENTERING SEE THE DECK ATTACHMENT DETAIL A) POUR STOP AT 12" ON CENTER. ie la -I m a 1� 14)FI LD WELDING SHALL 1401 DM,LACE JOISTS B) GIRDER FILLERS AND SPLIT DECK SHEETS At W ON CENTER 15)ERECT BOTTOM C140RO BEARING JOIST W17H CAMBER UPWARD. C) END CLOSURES AT 36" ON CENTER 16)WAY MATCHED HALVES OF BOLTED FIELD SPIKED JOISTS ARE 10 BE BOLTED TOGETHER REFERENCE INSTRUCTIONS PROVIDED ON NUCOR BUILDING SYSTEMS CONSTRUCTION DRAWINGS 0) SUMP PANS AT 6" ON CENTER 17)NO HOLES ARE PROVIDED IN THE JOISTS FOR THE ATTACHMENT OF OUTER TRADES AND ARE DESIGNED AS SUCH E) FLAT, RIDGE AND VALLEY PLATE AT 12" ON CENTER ta)11 IS RECOMMENDED THAT CFR BUNDLES BE PLACED DIRECTLY ABOVE THE R1510 FRANCS AS STATED W THE NBS CFR ERECTION MANIIAt 15) NUCOR BUILOING SISTEMS STEEL DECK 15 FABRICATED AND PAINTED W ACCORDANCE WITH SOI SPECIFICATIONS AND TOLERANCES. THE STANOARO FACTORY APPLIED PAINT FOR DECK IS A PRIMER PANT AND IS NOT INTENDED VI *THESE ARE GENERAL NOTES ONLY IF A DISCREPANCY EXISTS BETWEEN THE FINAL 511OfTT SPAN (K-stria Gall+l. LONG SPAN flN-sane+ rants). 10 WEATHER FOR AN EXTENDED PERIOD OF TIME. FIELD PANTING, TOUCH-UP ABRASIONS, AND DETERIORATION = PLANS FOR FIELD USE AND THESE NOTES. THEN THE FINAL PLANS TAKE PRECEDENCE (On, rQ muse 6e inftoV (Iwo Taw+ must bt .mlaMed) OF ME PRIMER COAT S OTHER ERDWARRA FINISHES ARE THE RESPONSIBILITY OF THE BUILDER NUCOR � BUILDING SYSTEMS DOES N01 OFFER WARRANTIES f(1R DECK a) UNDER NO CIRCUMSTANCES ARE DECK BUNDLES OR CONSTRUCTION LOADS Bk thru 12k 23 feel 141JI Lhru 24LH 33 feel l.1 OF ANY DESCRIPTION TO BE PLACED ON UNBRIOGEO JOISTS, Ilk lhru 16k 27 feel 241.14 owl up 40 feelIBk Ihru 20k 31 feel J > 221, lhru 241, 34 1"1 J L 26k 38 feel -THESE ARE GENERAL NOTES ONLY IF A OtSCREPANCY EXISTS BETWEEN THE FINAL /0 26k Ina up ao feel V1 E PUNS FOR FIELD USE AND THESE NOTES, THEN THE FINAL PLANS TAKE PRECEDENCE }' Q a Q CUP MKj (N5 & FS) NOTE: NOTE: —COLUMN F V 7 � W/(15) 3/4" A 3 A329 JUKi--.\ A 3/4" WASHERS JOIST— A 3/4"' WASHERS JE101AM A _ n REOUIRED OVER REOu1RED OVER L = m C Q \ V SCAM 1�' ALL SLOTS. - \ ALL SLOTS. ST Q 0 c aJ 0 0-1 r BENS pp Ln cy u L„ . o o 0 Q L,U Q Z -f-f i _ � � - -A T2- in d 2 r IL o m - wEw ll ` - \ HCW .A.. U /ST1 BEAM- 1 FFaVAI. CLIP MKf CLIP MAI -'7- --CUP MKN DETAIL "A" (NS & ITS) (NS & FS) (NS & FS) ` f.OLIA4N--- W/ (IS) 3/4"x Y' A325 IOLLMN W/ (IS) 3/4" X 3' A325 WITH (15) 3/4" >r 3" A325 3/4" WASHERS ARE REQUIRED BOLTS AND NUTS "'t Sy-ICI t OVER ALL SLOTS <! ff.a' I Y�-1 BEAM CONNECTION DETAIL BEAM CONNECTION DETAIL a �g7Ysr a MEZZ BEAM TO FLANGE OF FULL HEIGHT COLUMN MEZZ BEAN TO FLANGE OF FULL HEIGHT COLUMN BEAM CONNECTION DETAIL AP0100 AP0110 MEZZANINE TO FLANGE OF TAPERED FULL AP0115 CUP M # CLIP MKI NOTL CLIP MK/ NOTE CLIP MK# CLIP MK/ CD K MEZZANINE SYSTEM SPECIFICATIONS (NS h FS)WITH (NS @ FS)WITH (NS h FS) W9TH (NS & Fs)WITH (NS& FS)WRN NOTE: O 3/4" WASHLR'i 3/A" WASHERS 3/4"WASHERS DESIGN LOADS MATERIALS PROVIDED BY NBS (15) 3/4" X 3" A325 (5) 3/4"x Y'A325 REQUIRED (WER ( ) 3/e' x 3' A325 REQUIRED OAR (15) 3/4" x 3"A325 (5)3/e" X 9'A325 REOURiED OVER � rJ m 50 psf Gve load Load Provisions OM All i1-OTS ALL SLOTS. \ ALL SLOTS, o 0 3B.5Ps Deod Lood X Auxiliary Support Columns \ T", A �t--r� A \ Tw.l l / A ` ixI 5 psf Collateral Load X Support Beams W Flon a Broces lix Im It Req'd• Collateral Lood is Applied To. X Joists and Bridging \ m m Top Chard of Joists, X Edge Angle and Pour Slaps x Bollom Chord of Joists JOIST ATTACHMENT METHOD 8' 3" Y _ FLOOR DESIGN Welled •�- + .� IT + mA" Slab•• forPI wood Thickness % olledFLOOR MATERIAL DECK INFORMATION __Llghlwei hl Concrete % � � � NO BOLTX Slordord Welghl Contrele 22 G Qeck T e NO BOLT REQUIRED AA,, �h N 'REQUIRED AT AT THIS , ' l' R`_ PI wood DECK FINISH THIS LOCATION l l LOCATION (II I I_ E W Other', Prime Pomled T 2 OTHER LOADS SUPPORTED 13Y NBS ;For 3 J a' JOIST •;� \ JOIST l �, I Cp •., STEEL OR ADDITIONAL NOTES x G60 Colvon;xetl TYP BEAN — DUM 3 3!' _BCAM — LJ CU Partition Loads - t5 sf DECK ATTACHMENT METHOD tYP VIEW "A" aJ O 5 lair Lootls Weld d VIEW 'A vlEw '•A" C ••Sim Thk'e - Top of Jwsl to Top of Slab x Sel-0rilhng ScreWs ERECTION DOLT PROWDED TO ALLOW COLUMN—•, —ERECTION BOLT PROMED TO ALLOW C - MEZZANINE FRAMED OPENINGS INDEPENDENT SETTING OF BEAMS. NO FLOOR / INDEPENDENT SETTING OF BEAMS. NO FLOOR N CO OTY SIZE WGT CITY SIZE WG1 COLUMN LOADS SMALL BE APPLIED TO BEAMS UNTLL COLUMN —� LOADS SMALL DC APPLIED 70 BEAMS UNTILI N O 0" moo# H I r ALL MIS ARE IN PLACE k TIGHTENED- ALL BOLTS ARE IN PLAC[ & TIGHTENED. —� BEAM CONNECTION DETAIL BEAM CONNECTION DETAIL BEAM CONNECTION DETAIL DIMENSNONAL SPECIFICATIONS I ,SYM DIMENSION DESCRIPTION MEZZ BEAM TO WEB OF FULL HEIGHT COLUMN MEZZ. BEAM TO WEB OF FULL HEIGHT COLUMN MEIZ BEAM TO WEB OF DEEPER BEAM AT SAME ELEVATION , {� A I V-O" FINISH FLOOR TO TOP OF MEZZANINE APU 120 C AP0130 .i APX 140 ) B 9'-0- MINIMUM CLEARANCE UNDER JOIST C 8'-6" MINIMUM CLEARANCE UNDER SUPPORT BEAMS 0 T-6" MINIMUM CLEARANCE UNDER FRAME C N O 0-2" EDGE OF ROM E FROM OP 0 SLAB/DECK JOST EE TOP OF SLAB STEEL LINE *_ Z.t t2"AFL E �6 6.. *- 2'•IAT2 FLANGESN�E6"c 6 BEN PROD O15 TE BE USED AROUNDYOU TH PERIMETER TOP ANY MATERIAL HAS M ku t8'-6" CLEARANCE UNDER KNEE LL m n' COLUMNS THAT PENETRATE THROUGH E MEZZANINE (z) 1/2 x r'A323eaTS 1/�. (z) I/2" x 2' A325 BOLTS In � T A Y — — WITH WASHERS WITH WASHERS BECAUSE CONDITIONS VARY GREATLY, AN ATTACHMENT METHOD IS NOT V, N Ifl ENO tk' END Of 4 L n'l rn JOIST * JOIST * SHOWN. THE ATTACHMENT IS NOT DESIGNED OR PROVIDED BY MBS. _ ` '� �V POUR 570P JOIST JOIST - D O p Z 'UUK, v POUR S70P 1 / MBS COLUMN THAT PENETRATES J L C W/1' FILLET WLLLI_'f _ MH/ _ THROUGH THE MEZZANINE T _ L O EA JOIST W/T" FILLET WEIo / ` p O EA JOIST INTFRIOR MEZZANINE FLOOR CDC[ OF "' EDGE OF '� \ WR.L TERMINATE AT EDGE OF POUR STOP "' POUR STOP BEAM OR COLUMN FLANGE W / UNLESS NOTED OTHERWISE o La LL -- BEAM o BEAM o �. —POUR STOP (THE POUR STOP Li BUILDING �- TO THE COLUMNS ANDT ACH BE TABLE In LINE TO% THESWETORT THE WEIGHT OF CONCRETE) I 13J a JOIST CONNECTION DETAIL JOIST CONNECTION DETAIL POUR STOP DETAIL AT FULL HEIGHT COLUMN V m BOLTED JOIST CONNECTION TO BEAM FLANGE BOLTED JOIST CONNECTION TO BEAM FLANGE AT BUD% LINE F FINISHEDR REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIRENEMS REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS REFER TO THE MEZZANINE DETAILS ON THESE I' E AP0240 AP0250 DRAWINGS FOR THE POUR STOP MARK NUMBER(S) AP0325 no '- � Q 16 � a //—MKNR STOP POUR STOP POUR STOP MKM MKO U � FASTEN W/ (1) H1020 SCREW / � L- C 177 C Q T2" 0 C FASTEN W/ (1) M1020 SCREW /� FASTEN W/ (1) H1020 SCREW Q O O �-DECK O 12" O.0 // O 12" O.0 -0 , a '~ Ln DECK DECK a 3 C a ac+ now O CC - - - -- - - I rL L o►.+ i z l0 - aoa NuQ m � 2 a CANTILEVER t. L o a EDGE OF luiL OF w LL V 1,y /(A POUR STOP POUR STOP (MAX. DECK w r~ I11 tp fD CANTILEVER fD Go BEAMLA BUILDING BUILDING O LINEBEAM i7 LINE JOIST 0 _ EDGE OF 41179 F'ExIR S10P o i,` ST1'1LV�•, .. VfthG3L T 0 0 0 j{( i��9 Zg *i$3 L9 POUR STOP DETAIL POUR STOP DETAIL POUR STOP DETAIL L- : _ z��: o POUR STOP TO BEAM FLANGE POUR STOP TO BEAM FLANGE AT BUILDING LINE POUR STOP TO JOIST AT BUILDING LINE ~ 47 A E Y"i f Y r AP0330 AP0340 AP0360 5g$ ` E'€-�F� ° •:IIj�OEr-iF.yl� I C3 � SECTION A-A —CEE GIRT CEE GIRT TOP OF _ —PARAPET STUB / PARAPET f ��w c.�"`��5� In In SECTION A—A � /. RAKE ANGLE MK MAPOf '� AK m m Ior or rAaMEt lK 3 3 CEE CHANNEL F- ~ ` H1020 AT EACH -Pr, J�. _ _ SUPPORT ��r. ✓ — PARAPET snR r. �. f z ROOF PURLIN r v F m ZEE GIRT , cf IF REO'D -\ I 4 END Of r- n / PURLIN PARAPET STUB m PARAPET STUB I �EAVE STRUT OR EAVE PURLIN �—I I O] � GIRT CLIP SECTION A-A , - z j RooF LINE SECTION A-A N m' (IF REO'0) ENDWALL RAFTER (4) 1/2"o x 1 1/4" A307 1DPl _�T�E - O - (4) I/2"o x 1 1/4" A307 w o TOP Of 1COL (4) 1/2'o X 2" BOLT HOSOO/NUT H0400 (AVE N IGHT w BOLT H0500/NUT H0400 1J BOLTS (MK. H0603) Ln �I'. a i VARIES NUTS (MK. H0300) J I• I ` _ -- PARAPET STUB IQ li zSUPPORT CEE (IF REO O Ind � L N O M m m 0 0 OQ /� N on M M -- LL � 1.— aN �m m O+ (4) 5/8'b X 2 1/4' FJ.�' Is ., N N t� BOLTS (MK H0610) -'1 u ; = tJ on v (4)5/8'10 X 2 1/4'• W ZEE GIRT DOLTS (MK, H0610) m o NUTS (MK. H0320) 1 I O E 111 � z m di = NUTS (MK. H0310) I C CO K x TO t_ .0 % =00 FRAME ++ ` m r-I m 0- li COLUMN +, U U? ENDWALL COLUMN ^ L,' - STEEL eYPAss_I SECTION B-B �It (4) 1/2..o x 1 1/4" A307 STEEL 8" OR 10" THIN HEAD BOLT H0515/NUT H040n IN VI In ENDWALL PARAPET STRUCTURAL LOW SIDEWALL PARAPET STRUCTURAL o POST AND BEAM ENDWALL VATH BYPASS GIRTS INTERMEDIATE FRAMES WITH BYPASS GIRTS J REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS ASOO1 O REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS A801 '10 E bD r a rA,IUPr .3-D 101AtDmG 57CE OFFSET r c : a Q ul SICEI LINE ''.TEfL LINE LINE SEE PLANS) LUNN r 5 3 � Q I srD? 1 u o Q O 0 r A ii '� 4J < 4J Ln �� W a o•-• L IE z 1O 10 N (A.FF.) a _ _ n b 1 U *T It CAN BEAN - •b I n N I) CUP Mx. GCS Mx • LEAN-TOWITH o A]!(BOLTS2 -z i RAFTER J V II \ Fr 41 1'Ic) ,S NEW �.ONST I IIOh D SECTION A . 1.ti``I- _,``L Z oR ExIsTING COLUMN LnA1 L E ME FULL HEIGHT COLUMN MAY BE STRAIGHT OR TAPERED THIS DETNL INTENOEO To SNOW THE CONNECTION OF THE LEAN-TO RAFTER ONLY _ i CI I- -CIRI AS REOUMEO j_ R' Lfl AT AN Ex15TING COLUMN CONDITION. FIELD DRR,L THE CONNECTION F t i - L .. rl LES 1.1 —COLUMN FLANGE LL y-= Q LEAN-TO RAFTER TO COLUMN :_- CANOPY STRUCTURAL DETAIL .3•: � a 00 "BELOW SAYE- WITH FLUSH GIRTS; AQX030 BELOW EAVE A00005 11 t ¢ 1 HANGAR VERIKAL MAIN FRAME AFTER ALL BEAMS` 'AAf T(R _MAIN FRAME r N (2) 3/4" x 3" ARE SET h LEVEL'1 4 I / CCIWNR N N SECTION A A325 BOLTS/NUTS I! (z) 3/. r' A3zs 0 0 t sous/nuts n IX � ' _ � CLIP MK C%C_ NS/FS m m 1 3/4' TUBE HEADER 5 FLUSH GK1T F (4) 3/4" x 3" (CON1 OR - * AFTER ALL BEAMS NOTE:ALL DEAD LOAD M1751 8E APPLIED A}25 80CT5 — ELEVATIONS FOR MN NUMBERS m -- --------4/-_--- I I ---------------- OF THE DOOR HEADER H0320 NUTS ----1 I/ AND CONNECTION DETAILS) O SIMPLE SPAN) S' TO THE FRAME BEFORE FINAL LEVELING UJ _ 1 ARE SET& LEVEL HD633 BOLTS Ig'-fj.. F F TUBE HEADER — A-��--!y - s J MK. MKT Ca 25_ ' T-CLIP /4 . 3" HANGAR VERIKAL L`' *(4) 3/,.. . 3 As i i �W/(?)3/4 � }.. BOLTS/NUTS 2'• A315 BOLTS (IAA7ERWL) E - K — - AFTER ALL BEAMS C v - ------------ I I ----------- B I I 4 ARE SET IEVTI V �a � 2�� , 2" —�---- —tly/ 3" CLIP MK. �M CENIERLINE Axe£SET&BUEv4Ei I A A325 BOLTS I/4^ TOP AND BOTTOM OF VERTICAL CUPS CAN OMIT 8E BONED AL H0640 BOLTS ( IT c DD AT HEADER SPLICES. MUST BE I� HD330 NUTS — 2) CLIP TT GXC_ N cu ENDWALL W/ (4) 3/4" x 3" - WELDED AT MtD-SPAN NANrrR 6)3/i"AxT3'HA325 BOLTS 0 COLUMN __ - __ _ vERTICAI LOCAr10N5. AFTER ALL VERTICALS - Ll A325 BOLTS/NUTS ARE Pluaa t/4 HEADER ATTACHMENT AT VERTICAL : 01 HEADER ATTACHMENT AT HANGAR VERTICAL CLIP MK GXC_ *DEFLECTION CRITERIA: O REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER AW0120 REQUIREMENTS DONNWARD. -MAXIMUM UNDER TOTAL O N FLANGE OF & I DESKN LOAD • t 1 1' S., y N O \ CLIP MKJI ROOF BEAM U v c O St ENS & FS) WITH NOTE: H) N � � 3/4" WASHERS -YAXIYVN VNOER 10TAL J M O O (24) 3/4" X Y' A325 REQUIRED OVER 0£SIGN UPLIFT • 12' 0 16'-6" - A �,00 M M ODOR ATTAC/WENT '..Y y 0�1 ALL SLOTS I LOCAIION A F F E�E / A PIPE KICKER_ _ SECTION A w% (I I-a . 3 1/r 0 MAATERIAEADER '1 ENDWALL BOLT-HOF40/NVT-H0330 u COLUMN �f ENCE WALL 0 E 3, ( EACH END(TYP) AFTAREER ALL BE"SU& LEW (REFE1 4 ELEVATONS FOR MARK J 2 10 W (MATERIu) •J L C 2 3/4" 4 AA�L PLUMOVERT CATS\ NUMBERS AND DETAILS) T ; 10 C x I - _� /1/�4 T Af1ER NL Bf'AM T4-6 3/S CLIP MK-(1 )GXC_ATTACH ` (a a CO CL LL. <_ Y' -1'•. ARE SET EI LIVE 1 4 C�UNDER WITH(4) 3/4"A325 BOLTS - 1 CUP MK GXC_ HANGER JACK CAN OMIT BE BOl D I2 BEAM AT HEADER SPLICES MUST BE CLIP MK. I 1\_ ' (1 (1 IJAR J BEAM ST IFFENER SNER HANGARPAN TOP AND BOTTOM 1 I -TUBE HEADEI FLANGE OF 0 Q MK. MXT /A" ROOF BEAM U U SEAM SECTION A "EW "A' COLUMN SECTION B TUBE ATTACHMENT AT COLUMN o TUBE HEADER ATTACHMENT AT FLUSH COLUMN HANGAR JACK BEAM DETAIL HANGAR FRAMING ® VERTICAL STUB REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS J 1- HANGAR JACK BEAM r0 WE6 OF PULL HEIGHT COLUMN PARTIAL DEPTH VER7KA1 STUBS w/HEADER - (0 AW0100 AWX010 REFERENCE ERECTOR N07E FOR ITPICAL WASHER REQUIREMENTS AWKO12 I E 4� C 4 d FO o Q C co C r Q cn £ 1 tw a a0 111 Z V .0 w Ln .0 0 tY W n i o H-L i LD 00 UQ mTI eI— 11119 Q} ��LI sl1`V�1 w' •��I�r 'Al At3 O =Till � A �1 } (2) H1020-\ BOLTS REO'D AS SHOWN BOLTS REO'D AS SHOWN o 0 COLLATERAL DEAD LOADS. UNLESS OTHERWISE NOTED. ARE ASSUMED TO BE COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, UNIFORMLY DISTRIBUTED WHEN SUSPENDED SPRINKLER SYSTEMS. IIGHTING, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED. (1) PER ENDS'♦ �' N� C HVAC LOU IPMENI. CEILING'S. ETC ARE SUSPENDED FROM ROOF MEMBERS, WHEN SUSPENDED SPRINKLER SYSTEMS. LIGHTING, CONSULT NUCOR ENGINEERING LT THESE CONCENTRATED LOADS EXCEED 500 HVAC EQUIPMENT. CEILINGS, ETC. ARE SUSPENDED o 0 ANGLE MK � POUNDS (USIN(; THE WEB MOUNT DETAIL) OR 200 POUNDS (USING THE FLANGE FROM ROOF MEMBERS, CONSULT NUCOR ENGINEERING MAH• MOUNT DETAIL), OR OF INDIv1UunL MtMBEl75 ARE LOADED SIGNIFICANTLY MORE IF THESE CONCENTRATED LOADS EXCEED 200 POUNDS. THAN OTHERS OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTCI m m MORE THAN OTHERS SEC. A : m m t G p E f PURLIN FLANGE PURLIN STIFFENING LIP PURLIN WEB STEEL LINE - TOP CHORD �\ E GENERAL RESTRICTION \ C a JOIST / \\ S. \ 0 CL UNDER NO CIRCUMSTANCES CAN THE PURLIN STIFFENING LIP V N BE FIELD MODIFIED FROM THE FACTORY SUPPLIED CONDITION BOTTOM CHORD I a 0 ALSO 00 NOT HANG ANYTHING FROM PURLIN STIFFENING LIP PLATE WASHER = '� PLATE WASHER MK, ESWOI (1) \--EW RAFTER C OPTIONS FOR SUPPORT ATTACHMENTS GENERAL RESTRICTIONS. I MK ESwol (2) RAFTER/m OPTION A OPTION B 1. UNDER NO CIRCUMSTANCES CAN THE JOIST BE FIELD SL CAP PLAT[ MODIFIED FROM THE FACTORY SUPPLILO CONDITION - (500 LBS MAX) 2 ANY APPROVED SUPPORT METHOD USED. MUST NOT BE EAVE STRUT ( PT LESS MAX DRILL SUPPORT SUPPORT ANGLE OR SOME ATTACHED TO THE TOP CHORD OF THE JOIST SO THAT IT EAVE STRUT a BYPASS SIDEWALL CONDITION THROUGH THE OTHER TYPE OF BRACKET. WOULD PROTRUDE ABOVE THE STEEL LINE AND INTO THE LOW EAVE BY-PASS SW GIRT CONDITION LOW EAVE BUILT-UP EW CONDITION Cox oll BOTTOM FLANGE OF (NOT BY NOS) SUPPORT ROOF PLANE 0 THE PURLIN. THROUGH PURLIN WEB- USE (4) 1/2'= 2"A325 BOLT H0603/NUT H0300 LINO BA0020 USE (2) I/2" % 2" lUZS BOLT N06G3/NUT H0300 LINO BA0030 ) l9 1/2'b MAXIMUM BOLT �` 'ANGLE SUPPORT -- (NOT BY NBS) = (NOT BY NBS) BOLTS REO.O AS SHOWN ( ) BOLTS REO'D AS SHOWN c OO ~O 2 H1020 1/2"e MAXIMUM BOLT (I) PER ENO ♦ _ ry T r~n (NOT 6Y NBS) OPTIONS FOR SUPPORT ATTACHMENTS ANGLE MK I LL > � °i T 1" MAXIMUM FROM I'I' 1" MAXIMUM FROM MAH• H ZEFiTETTLAr-Or-PURliN-WEB CENTEfiL71+E 6T->suRUn DEB Jt Ln L `= m m TO CENTERLINE OF SUPPORT TO CENTERLINE OF SUPPORT u 2 l — V STEEL LINE Z v OPTION C: X" OPTION 13 ,+ o t c LII M O X SUPPORT CLAMP p r [200 lFF MAX) I„ (NOT BY NBS) �L f� m 07 d IF PURLIN FLANGE I- S SUPPORT CLAMPS "X" = TOTAL PROJECTED OPTION A - ARE USED DISTANCE FROM THE PLACE SUPPORT gWAS.Ell AFTER CENTERLINE OF TILE PURLIN BETWEEN JOIST \ WEB TO THE END OF THE ANGLES (NOT BY NBS) END OF STIFFENER LIP - 3•, (_ Ln 5/8" */- 1/16") CLAMP 1" MAXIMUM I NOTE / (NOT BY NOS) T THE CENTERLINE OF THE Sl1PPORT ERECTOR NOTE' PLAT IL MK `-PLATE WASHER 0 MUST BE WITHIN I" FROM ADDITIONAL JOIST REINFORCING MAY BE REOUIRED CHECK THE MK ESWOI (4) CENTERLINE OF THE PURLIN WEB ERECTION DRAWINGS FOR SPECIFIC REOUIREMENTS RAFTER/ CENTERLINE OF SUPPORI I CENTERLINE OF PURLIN CAP PLATE C r - E o NBS JOIST SUPPORT METHODS [AVE STRUT EAVE STRUT 71 LOW EAvE COLD-FORMED EW CONDITION J LL NBS PURLIN SUPPORT METHODS o USE(2) 1/2- X 2"A325 BOLT H0603/NUT H000 UN.O- LOW EAVE FLUSH/INSET SW GIRT CONDITION m REFERENCE ERECTOR NOTE FOR ryP WASHER REQUIREMENTS gA0050 USE (X) 1/2-' X 2" A325 BOLT H0603/NUT H0300 U.NO BA0010 v` BOLTS REO D AS SHOWN ro Q Q N u � ::3 � Q Q co C _ r f] 1 f 0) O LP a C c 41 c O Z� K� CCL � O O Q n l l a m AL AL a1 Qt.L R t%i- 3>1 l 41179 F•t'7/1�A1 T�, G—PLATE WASHER E MK. ESWOI (2) \ -RAFTER/ v CAP FLATE C. EAVE STRUT °` 'ar� o ;;,.." _ LOW EAVE rLUSH/INSET SW GIRT CONDITION •?�,E 8s e;C>; of USE (2) 1/2" X 2'" A325 BOLT H0603/NUT HD300 UNO ( BA0040 � =g •-===z " N N Jp USE (4) 1/2" x 2" A325 BOLTS N N H0603/ NUTS H0300 (CLIP/PURLIN .� TO FLANGE CONNECTION) T, v a I pV0' � � 1 �1 zac Jill 3 3 I: co co Li Y. ! SECTION "A" PURLIN E > COLUMN GCO01 CLIP '�' I 8" PURLIN UPSLOPE U.N.O.10. 10" PURLIN AT 12' PURUNS, BOLTS ARE GCBO1 CUP SHOP WELDED c CAP PLATE/ NOT REQUIRED IN THE 10" PURLIN I4— .,j COLUMN V ~ RAFTER FLANGE GC802 CLIP CENTER SET OF HOLES- I STIFFENER y p� 12" PURLIN CC802 CLIP CAP PLATE/ 3" I I RAFTER FLANGE OPTIONAL BY GC81 t CLIP 12" PURLIN _t- — { DESIGNUSE (4) 1/2" x 2" A325 u GCB11 CLIPN m BOLTS H0603/ NUTS H0300 NO WASHERS REOUIRED AT SECTION "A" 01 0 (CLIP/PURLIN TO FLANGE COLUMN CAP PLATE THESE 12 BOLT LOCATIONS LL SECTION "A., CONNECTION) OR RAFTER FLANGE SECTION "B" BOLTED CLIP ® END FRAME BOLTED CLIP @ INTERIOR FRAME WELDED CLIP ® END FRAME oI�. USE(4) 1/2"x 1 I/4'A307 80LTS HO500/NUTS H0400 UNO USE(8) 1/2'x 1 1/4'A307 BOLTS H0500/NUTS HD400 UNO USE(4) 1/2"x 1 I/1"A307 BOLIS HO500/NUTS H0400 UNO �j REFERENCE ERECTOR NOTE FOR TYP WASHER REQUIREMENTS ( 13 B00 I{ -� REFERENCE ERECIOR NOTE FOR TYP WASHER REQUIREMENTS BB0015 REFERENCE ERECTOR NOTE FOR TYP WASHER REQUIREMENTS BB0050 L0 \ - g o off O 0 o i01 COLD-FORMED W J rn '"' RAFTER ��-, rRAFTER Wy 00 m m V UPSLOPE U N U. ({� _ LL 'A m m m ��► ) I 1 1 / PURLIN a 3: Y-a I m I p <I PURLIN 1 1 f u ? O U v'm4 1 �I D Z m lu AT 12" PURUNS, BOLTS ARE � - 1 u 0 ] `� O t C NOT REQUIRED IN THE '^ SECTION, "A" o 0o t CENTER SET OF HOLES %_,- 3" � L � ,y m CL IL Jig, _ R F SHOP WELDED I44"', u pC� MK, L ZCLIP MK CLIP n u{ 1 - STIFFENER H EWA01 f DESIGNOPTION 8Y —( 11— I PURLIN DEPTH I } G" PURLIN CLIP `3 e" 10" 12" a ___ -- 10" PURLIN -i IT C] W COLUMN CAP PLATE NO WASHERS REQUIRED AT �.I PCC01 PCC03 PCCO2 _ GCB02 CLIP rn / OR RAFTER FLANGE THESE 8 BOLT LOCATIONS rj w PCCO2 PCC04 PCCOSCLL =o SECTION A 12" PURLIN — C SECTION "8" GCB11 CLIP E SEC "A" V J � WELDED CLIP ® INTERIOR FRAME PURLIN CONN @ C F RAFTER EW PURLIN ® C-F RAFTER V USE(8)1/2'x 11/1'A3l7 BOLTS HosBo/NU15 Ia400 UNO BB0055 W USE(1) 1/2'1 1 1/1'MI BOLT H05W/NUT H0400 UNO USE(8) 1/2"X 1 1/4"M07 BUT H05W/NUl H0400 UNO w REFERENCE ERECTOR NOTE FOR TYP WASHER REQUIREMENTS REFERENCE REFERENCE ERECTOR NOTE FOR TYP WASHER REQUWEMENTS BB0100 ) to W 0 ,Ci Q O Q N u Q r` RAFTERS W CO O w— 1toa 1 z V V1 .0 ° 0 I � Qi ox-4 L F l0 1 al0 < i PURLIN L R 1T 41179�i 8" PURLIN 4.1 t7CNA1- / CLIP 10" P N »c4 10" PURLIN 62 x m- * e, 6 6 a r-I 12" PURLIN GC802 CLIP �_- — i`- gv?Fi"£8 sa`Y GCB Lt11 CLIP SEC. "A" x16 a- �� obi:; O PURLIN CONN. ® C F RAFTER LAP USE (6) 1/2"A 1 1/4' A307 OOIt HOW/NUt W400 U-NA BB011 0 tiih_€ r� E�W�Eli: � REFERENCE ERECIOR NOTE FOR IYP WASHER REOUIREMENIS c r,11 :�f r3 1E1E .-I C+ CD rQ PURLIN INSTALLATION INSTRUCTIONS SUPPLY AND DESIGN OF CENINECTION OF ANGLE TO WALL N N BRACE "%"- BY OTHERS NOT BY N11COR ATTACHMENT OF ANGLE SHOULD BE N0 MORE TWIN 6" AWAY FROM EACH PURLIN 1) FOR SINGLE PURLIN BRACE, INSERT THE ANGLE INTO 111E FACTORY o 0 PUNCHED SLOTS BEND THE TABS AS SHOWN AND ATTACH WITH (1) I41020 LOCATION NUf.OR WILL N01 PREP THE ANGLE FOR iM6 PURLIN SINGLE PURLIN FASTENER PER END ATTACHMENT TO THE WALL. HOWEVER THE ANGLE MAY RAKE XT L ILA BRACE IF REO'0 NEED TO BE SLOTTED 10 ALLOW FOR THE VERTICAL ^ EEL LINE w cr Ir \ 2) FOR PURLIN BRACE "X", INSERT THE ANGLES "BACK-TO-BACK" INTO THE DEFLECTION OF THE FRAME A I 1 PURLIN (EXTENDED °O I= FACTORY PUNCHED SLOTS BEND THE TABS AS SHOWN AND AITACIi WITH (1) - - FOR RAKE WENSI N) NOTE: THE PURLIN H1020 FASTENER PER END BRACING ATTACHMENT co CID METHOD IS THE SAME 3) CONNECT THE PURLIN BRACE "x' AT THE INTERSECTION W+1'I (1) n 1070 ' REGARDLESS OF THE FASTENER SECONDARY MEMBER A TYPE (ZEE. CEE, CAVE SPANDREL ANGLE s Y � I) SEE THE OETaLs AT RIGID /0R A(TTTInONAL INFORMATION WHEN A1TAC'•IING ~ F-' G STRUT, BEAM, ETC) TO ALTERNATE FRAMING MEMEIERS (SEE PLAN/ELEVATIONS FOR MARK NUMBERS)— (TAGGED END TOWARDS E PURLIN BRACE LOW CAVE) b ANGLEIx c BRACE IF WALL BY 0 REO'D _ SIE L 6' EDGE OF OTHERS y >/—EA PURLIN LIBEL—ANGLE C (1) Hlo?0 I SECTIONFASTENER a00f STEEL LINE SINGLE PURLIN I N(nP��) BRACE If REO'G DOWNWARD NA%LIVE mUNDER DESIGN LIVE LOAD; 5 e" vUPWARD'. MAXIMUM PURLIN PURLIN 6 STRUT SHOWN WITH PLATE WASHER UNDER DESIGN UPLIFT 12" - BRACES BRACES 6 P�GY,6 ` (ESW01) AND (2) I/Z" A325 BOLTS/HUTS, DEFLECTION OF FRAME SINGLE PURLIN BRACE "x" REVERSE MAY BE CAVE PURLIN (CONNECTION UNDER FULL DEAD LOAD: 3 1" PURLIN MK. (SEE PLAN) CAVE STRUT PURLIN SIANLAR TO STD PURLIN) REO'D ACE ff PURLIN ' C (1) H1020 FASTENER L9 PLAN VIEW OF PURLIN BRACING LOCATIONS PER BAY PURLIN c I) THERE ARE TYPICALLY (2) ROWS OF PURLIN BRACING REOUIRED BRACEi-- IY J m m REGARDLESS OF THE BAY LENGTH U N.O - X■ I' T OO I 1 2) THE PURLIN BRACING IS TYPICALLY SPACED AS SHOWN IN THE DETAIL BELOW U.N.O. I PURLIN - -- y ?� BRACE IF m m REO'D - PVRUN u z O v Q d 1 BRACES (1) H1070 - -HOI-ROLLED I , Z Em v -RAFTER —EAVE CEE TYPICAL 1 �• J p L c CHANNEL f � � � o laoX STEEL LINE NO GM NOTE: THE CHANNEL MAY II KiwEEH It, ri m a tL SINGLE /1 I BE TOED UP OR DOWN LL1 1 T� I PURLIN BRACE) 1 1 /SPANDREL ANGLES -1"IF REO'O.PURLIN PURLIN PURLINBRACES STEEL LINE ANGLE BRACE "x' PURLIN LAP �_.�- I (SEE PLAN/ELEVATIONS FOR MARK NUMBERS) Ln r (TAGGED END TOWARDS LOW CAVE) ru 1 I 7 O 1 0.3D LENGTH 1 0.24 a LENGTH] 0 58 •_ LENGTH , LBRACE IF I PURLIN AT LOW EAVE AT SPLICE AT RIDGE OR HIGHSIDE LENGTH REO'D BRACES OJ (1) M1070 -BUILT-UP OR ( BOX (1) H1020 TYTMCAI HOT-ROLLEDBEAM U E PURLIN BRACING ATTACHMENT METHODS BEAM SPANDREL ANGLE DETAIL J SEE ROOF FRAMING PLAN(S) FOR PURLIN BRACING BE0001 USE (1) 1/2" x 2'• A325 BOLT H0603/NUT H0300 AT EACH PURLIN LOCATION � LL MARK NUMBERS, OUANTITIES AND LOCATIONS 0 ( B00410 ) REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS E11) OO fLQ 7 7 N c m c Q 3 to a f to 0 z U .0 B Ln ,= m a: wLZ� o� i ZLO >L k WA4A��Ii �y 4111'9 NFWAT Ln,►. E o f � es=`pM1eve 8y�x � � Q N .,.N0 I , 1 ERECTOR NOTE: UNLESS SPECIFICALLY NOTED OTHERWISE, ERECTOR GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH o ELL £ —0"OR 12-WRT 8"OR Ir GM -V GIRT N N STANDARD ZEE GIRT ORIENTATION IS TO HAVE THE GIRT TOED DOWN AT / GIRT CUP CAT CUP / -� MULTIPLE GIRT DEPTHS. REFER TO THE STANDARD BOLT F THE STEEL LNE AS SHOWN IN THE DETAIL BELOW. ---�-� / -_ -_ 1 GCA01--�� _ Lan cuv NOTE PLACEMENT OETAIL(S) FOR PROPER 801T PLACEMENT N ^' SECTION "A" G O UNLESS SPECIFICALLY NOTED OTHERWISE, STANDARD CEE GIRT ORIENTATION __ j _ �i __ -j-- -j-- e"OR r]"GM lac'R"ram oCTAa n'GwN LErr Iwo OPPos'¢ LA ,,, IS TO HAVE THE GIRT TOED VP AS SHOWN IN THE DETAIL BELOW STANDARD �, I O O' 1� „I -3 I SHOP WELDED CLIP SHOP WELDEO CLIP ' w ir CLIP ATTACHMENT IS BELOW THE GIRT, HOWEVER SOME DETAILS REQUIRE THAT Ip ,I, = L•__a ; a •D „A,. ( �{ F REQUITED Ft COLUMN GIRT m Co THE CLIP BE ABOVE THE GIRT OR THAT THE GIRT BE TOED DOWN W 1 8�+"JJ _ _ - 3 3 I - - -- - - 9-1 ,> , ` GIRT• IF REQUIRE - - �- (REFER TO THE GIRT DETAILS FOR SPECIFIC CONNECTION REQUIREMENTS) I -----J --I1__ D �\\ T m m l V-4-(STD7 1 6 1 STD 1•-r 1 S7 \ I f 8" OR 12" GIRT AT CORNER 8" OR 12" GIRT AT SW OR EW 8" OR 12" GIRT AT CORNER 8" OR 12" GIRT AT SW OR EW W T +STEEL Lwc lo"G+R Io EaRT to,cwr - I`I o o (I tl +I '-ZEE GIRT j - 1 E i;Ir-T 1 GIRT CLIP cm OUP ` - � - ow CLIP ` III - I I + E > I,�SJ / IIJJ 11 v -- OCA01 SECTION "A" to-Gar -T-- -T-- -T-- -T-- W -- C F' I'=0 •'p 1• AI :7- t j F- - I I I j - w 3I 3I - - --- I' •( 9 p; �� L,.- • • �j .,A.. :;I 3 4" e 1 2" 6 tl.7-/_4•. C 'O --J._- .t' ,� • '-x-- --y- GIRT ANGLE MK. MAG01 N m II 1 W/(2) H1020 SCREWS 6 J o 6 I ]'tsT0) (PLACE ANGLE FROM GIRT ZEE GIRT ORIENTATION CEE GIRT ORIENTATION 10" GIRT AT CORNER 10" GIRT AT SW OR EW 10" GIRT AT CORNER 10" GIRT AT SW OR EW TO FLANGE OF COLUMN) STANDARD GIRT ORIENTATION DETAIL FLUSH GIRT BOLT PLACEMENT DETAIL FLUSH GIRT BOLT PLACEMENT DETAIL FLUSH GIRT DETAIL AT 'L 1 I ' FLUSH GIRTS INTERIOR DAY COLUMNS SEE GIRT DETAILS FOR GIRT CONNECTIONS REFERENCE WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS REFERENCE WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS NOTE.USE(.) I/r 1 1/4"A307 BOLTS HOSOO/NUTS HD400 Q GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH MULTIPLE GIRT DEPTHS CRT CUPS ARE FACTORY FLINCHED TO BE USED WITH MULTIPLE GIRT DEPTHS. REFEREWE STANDARD WASHER DETAIL FOR TYPICAL MASHER CA1010 � (COLUMNS NOT SHOWN) REFER TO THE DETAILS ABOVE TO DETERMINE WHICH HOLES ARE UTILIZED REFER TO THE DETAILS ABOVE TO DETERMINE WHICH HOLES ARE UTILIZED. REQUIREMENTS COLUMN DIM. "A•' z 4" AT 8' k 10" GIRT$ ul ul N O O O STD. 1/2" A307 BOLTS 8" OR 12" DEEP __ CLIP MX CC903 FUWGE WIDTH - 8" AT 12' GIRTS J TY1 r1 '., MK, H0500 SINGLE CEE COLUMN - .- �" LOCATE (1) AT ALL * • ZEE GIRT_ COLUMN >,•n M f.4 (NO WASHERS REQUIRED)--� �\ r---� GIRT LOCATIONSFLANGE q. I 1/g• 3/ti" / RIGHT NWp DETAIL SHOWN. I 9 tq w Cp m _ I I CLIP MK lER HM/O OPPOSIEE .___ +' ~ OUTSIDE FLANGE 1 USE (1) 1/2" % 1 1/4" \ FLANGE > 4" 1 1 2" s 1^ CCU07 AT 8" GIRTS ry' CA Cp, J THIN HEAD BOLT H0515 r CCM09 AT 19. GIRTS \ 1 a MIn Ln 9J NUT M0400 AT THIS / _� ' rt COLUMN G%C_ AT 12"GIRTS !��1 1/2 " i L •- m M GIRT LAP BOLTS NOT i 1 LOCATION REFER TO THE I _ L� u O SHOWN FOR CLARITY "UPPED GIRT DETAIL"FOR :. I SECT. A" 3/4'•_' 3�4" Q Z v REFERENCE THE STD ADDITIONAL INFORMATION .>IL GIRT, IF , J O L G SECOND LAPPED USE (2) 1/Z'" A 2" A}25 REQUIRED— GIRT LAPPED CIRT DETAIL M A . 8 AA AtT 82"WRI$GW7 i r m m 0. FOR THOSE GIRT GIRT �T} r T 4.. BCOLPSTOOFOANGE NUTS H03OON) 1 3 4" utto REQUIREMENTS. I I �' I T 1 GIRT BOLTED OR 1 ' I O THIN HEAD 1/2" BOLT WELDED GIRT 1 I I F W - t I �— L•t' (� I 1 I MK. H0515 CLIP ' SHOP WELDED CLIP (NO WASHER REQUIRED) I 1/2- I I 2" , r- a< �j 1 ; '•l:•M I I I I I / 1 j I j In FIRST LAPPED GIRT �-STO, 1/2" A307 L 1_ J W t� *+ NUTS MK 14D400 �P MK { fjRT LAP CART - --------------- -WQII AT 8" CARTS (SEE ELVVATION SEE ELEVATION INYCNSKIII"A "A' —CUP MKtli GCN10 AT 10"GIRTS I "Al 8"GIRL$ MASONRY WALL GCM07 AT 8" GIRTS C GC811 AT 12'GIRT$ LEL Nf RUNE OF 4alM1N AT 10"GIRTS (NOT BY NUCOR) I GCM09 AT 10"GIRTS i "AT 1r CARTS c%c_AT 1r'crRn SW OR EW GIRT DETAIL E LAPPED GIRT DETAIL m LAPPED GIRTS W INTERIOR BAY COLUMNS SW OR EW GIRT TERMINATION DETAIL SIMPLE-SPAN BYPASS GIRTS AT INTERIOR BAY COLUMNS J u1 LL - •• THE THIN HEAD 1/2" A307 BOLT MUST BE INSTALLED INTO THE FIRST — - BYPASS GIRT TERMINATION AT MASONRY WALL LEFT NOTE USE (4) 1/2"A 1 I/4" A3p7 BOLTS HO500/NUTS H0400 � CIRT AND CLIP OF A LAPPED CONDITION THE BOLT/NUT ASSEMBLY MUST NOTE: USE (2) 1/2", 1 I/4"A307 BOLTS H0500/NUTS M0400 CC0080 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER CC 1020 to I- N BE WRENCH TIGHT PRIOR TO THE SECOND LAPPED GIRT BEING INSTALLED. REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS REQUIREMENTS l! ZEE GIRT ISOMETRIC VIEWS 3 N fL COLUMN ' C m C r USE (1) 1/2" X 1 1/4'• I rY 3'(;TI Q £@ 0 THIN HEAD BOLT H051S/ I SHOP - Jy'-.,_ +'-1 E'n ti0 ` tL Dd 4-1 Ln ..._.. ..;_i._2 m NUT H0400 AT THIS -"'Y" WELDED 'r. r. _ z tJ ,C w-w ,C m 0 LOCATION REFER TO THE _ _ "LAPPED GIRT DETAIL" FOR i CLIP I I) ADDITIONAL INFORMATION.- / SECT. "A" '" o a ` "'"' 3/4 \ t I a H a �i= a ,A, I GIRT_/!/4" I o TIT W may}I 1� -- -- 1 I T i----• - - ` 'Z �' T• Y 1 ) STEEL LINE i ti j It 1 - Il I I I � ttm MK —' I ;_—.—• _. ZEE GIRT i i GC803 41179 0� CLIP MK v V r-CSIAN NCEE SHOP WELDED ICLIP GCWO8 AT B'GIRTS / GIRT LA 1 GIRT LAP GCW10 AT 10" GRTS E (SEE ELEVATIOPN) (SEE ELEVATION) GC811 AT I2" GIRTS 1 _ 1 DIAL "A^ : 84•' AAT d7 IL� 11P ! 7 � SW OR EW GIRT DETAIL ;lam a'; Ims fR,4. L` ,INGLE CEE COLUMN AT BYPASS GIRTS 1 o LAPPED BYPASS GIRTS ATINTERIOR BAY COLUMNS SINGLE CCE COLUMN WITH LAPPED BYPASS PRT5 HiW' L: M NOTE: USE (7) 1/2"II 1 t/4" A307 BOLTS H0500/NUTS H0400 _ NOTE:USE 00 1/2-. 1 1/4"A307 BOLTS K0500/NUTS M0400 C00011 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REFERENCE ERECTOR NOTE FOR TYPICAL.WASHER REQUIREMENTS l� REQUIREMENTS CC1010 i�l, asfj14 � 1 1 Y. `A"- 4"AT 8"tr 10"CJRi SHOP WELDED CUP; m m lErt HAt1D DETAIL SHOWN, o 0 8" OR 12" DEEP RIGM Hw0 OPPOSITE ` `+ - 8" GIRD rL COLUMN ERECTOR GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH r 1 - SINGLE CEE COLUMN MULTIPLE GIRT DEPTHS. REFER TO THE STANDARD BOLT �—CLIP MK. GC903, LOCATE NOTE PLACEMENT DETAILS) FOR PROPER BOLT PLACEMENT- (1)AT ALL GIRT LOCATIONS 2 1/4- USE (2) 1/2• . 2•'A325 g o ...........«. _ i I WALL `� / BOLTS H0801/ NUTS H0300 1 1/2" - - r--1 B" OR 12" DEEP a 8"OR 10" 3 1 2", / (CUP TO WEB CONNECTION) l d RIGHT HAND QETAIL 1 1 SINGLE CEE COLUMN ? 1 / cr cr SHOWN, LEFT JCPO?AT 8`GRtS S , ECl 4^ F.Q l—CLIP NK.GCBO3.LOCATE I I I I m m KANO OPPOSITE JCP01 AT 1T GIRTS I.GIRT -- (1)AT ALL GIRT LOCATIONS -- " 3 3/4" ) 3/4„ JCP03 AT 12"GIRTS " —' """ T CUP ~ ~ CLIP MK. i 1'—• —._ ..-.«. CRT, IF REOUIREp MK. GCC12 m m 1 GIRT SECT. "A" GCCO2 f f f I GIRT -- iI4l—--- — s s ---- ---- - -jt �- '�V — ! idol L fdbbi' I 1 2"1 1 1 2" ----—--------l It- _ 8 1 I ,1 1, I 1 0 1 1 I I 7 E SHOP ` ' 1�_-.-�1_—_—_—., l__ _J o 1 I I 1 `�- � III 11 �-WELDED I ILLL�„ 1 1'�ia•� T O `. 1 1 22 I 1s�- t•—_—_—. lJ I 11 11 CLIP d l I ( 1 I T ) 11 11 I 1 1 1 —. 1 4'• TEND OF GWT I -----' :v a� O 1, I ,1 — , I I�j-'et--- — 1--N-- I CLIP MK GCw08 AT 8' GRTS C I 1 L_--I- _J W CLIP MK GCWIO AT 10" GIRTS E _ �, I I� o --_ DIMENSION VARIES - SEE PLANS CLIP MK GCB I1 AT 12" GIRTS 8"GIRT N 7 ' _---_____ ., ,1 _ I CRT ANGLE MN NAG01 g I I � --� W -E t 4"1 2 1 4" WITH 2) HIC20 (FIELD' J SIEEL� )'-1 1/4-W/r SW GIRTS y �. "'--'----" — - ( CLIP MK GCW08 AT 8' GIRT$ "A" END OF GIRT CUT TO LENGTH) I CLIP MK GCWIO AT 10" GIRTS L04E { V-3 1/4"W/ 10" SW CIRTS ENDWALL SW OR EW GIRT DETAIL _ 8" GIRT TERMINATION DETAIL Z) I tot (L BYPASS CEE CRT AT MASONRY WALL - - - NOTE' USE (2) 1/2". 1 1/4" A307 BOLTS HO500/NUTS H04DO NOTES USE (4) 1/2" . 1 1/4" A307 BOLTS HOSOO/NUTS H04DO CC1030 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS CFOSOO REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS ISOMETRIC VIEWS ISOMETRIC VIEWS a, 2 m o 0 o ry Jj d m m Ti. co lw, r000 ti {� H N r�1 .�4 u it " `ova 000 o �I O Z � ai O c 0 z In X O 0. O m •-+ m co a � STEEL LINE STEEL LINE I CLIP UK ZEE GIRT,\ i CLIP UK 2EE CIRT I CCBOT � CUP NK. ® I!E _SMGIE CEE CLIP MK. ® ! COLUM CEE ' GCWOB AT 8"GIRTS !/ COLUMn GCWOB AT 8" CIRTS I COLUMH 4�+ CCW10 AT 10"GIROS III GCW10 AT 10' GIRTS GCB11 AT 12"GIRTS i GCBII ai 12" GIRTS ! 0 BYPASS GIRT CORNER DETAIL BYPASS GIRT CORNER DETAIL E LEFT 14MD DETAIL SHOWN, RIGHT HAND OPPOSITE LEFT HALO DETAIL SHOWN.RIGHT HAND OPPOSITE .J NOTE USE (12) I/2" . 1 1/4" A307 BOLTS H0500/ NOTE USE (6) 1/2" r 1 1/4"A307 BOLTS H0500/NUTS H0400 J * LL NUTS H0400 REFERENCE STANDARD WASHER DETAIL CF0015 REOURREMENTSANDNtD WASHER DETAIL FOR TYPICAL WASHER CF0360 - iOR TYPICAL WASHER REQUIREMENTS ~ bA t la c = ERECTOR GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH u OIY. `A" ("Ai 11`tr 10 GIRT MULTIPLE GIRT DEPTHS. REFER TO THE STANDARD BOLT - B"AT 12"CA 2EE GIRT� i � NOTE PLACEMENT DETAIL(S) FOR PROPER BOLT PLACEMENT. COLUMN Q = CO Q -- LEFT HANG DETAIL SHOWN. I O £ O EO 4- EO Ln 01 2EE GIRT a1cM ruwO ow•os1TE p ¢ 0 I CRT ......,,........., ._. .. WELDED z V !- W V1 C mIX 3.I iv CLIP CLIP W j C L ; 1 GC002 ! A CUP 11/z' SECT. "A" n 01--1 L Z LO o O Q V Q z ri 1 m �7T SECTION A a~ u= -1- -A- - - W A„ GIRT IT 5(. W4. R r I P I W C A 1 --- — — — 1I—. — SHOP, ' v{ CLIP41179 1 - L. I CRT ANGLE UK, MAG01 1 4 2 3 4' 3" WITH (2) HI020 (FIELD ' SHOP MELDED CUP E 11END OF CART i CUT TO LENGTH) I 1/4" I _ ENO OF fA I-_4^ 1 .• GIRT STEEL _� SEE PLAN 1 ^q e _ Ee +Jnf$ LL 3•Ti�'>EyY S BYPASS GIRT CORNER DETAIL GIRT TERMINATION DETAIL � :y:Ey Rj 12 0 LEFT HAND DETAIL SHOWN, RIGHT HAND OPPOSITE LEFT NANO DETAIL SHOWN, RIGHT HAND OPPOSITE NOTE: USE (8) 112" . 1 1/4" A307 BOLTS H0500/NUTS M0400 NOTE- uSE (4) 1/2" . 1 1/4"A307 BOLTS H0500/NUTS M040o 'Jytj3.€FEF IF�EEI fill! Q REFERENCE E STANDARD WASHER DETAIL FOR TYPICAL WASHER C F 1010 REFERENCE NSTANDARD WASHER DETAIL FOR TYPICAL WASHER C F 120 0 � f`(!I3�3s zI Ira `f:) OIM A. 4"AT S-t 10' QRTS I DIN B• I'•AT A' 6 .D"ARTS I OIM C. 5"AT S-t 10"GIRTS RIGHT HAND DETAIL SHOWN. O CO OIM A. 4-1/4 Af 12'ARTS pu B• 3/4"AT t7"GXHS OIM C. 5"AT 12"GmWTS LEFT HMO OPPOSITE S•�f N N I RIGHT HAND DETAIL SHOWN, N In N LEFT HAND OPPOSITEvi o 0 I ') `\ p :; ;V•-;p.'i' 4 1 4" AT 2 3 a" CEE FLANGE cr ZEE GIRT 7'-6" MAX. ______ ____________ ____ JAMB GIRT SECTION "A" 5 1/B" T AT 3 5/6" CEE FLANGE 3 3 T-6" MAX. -- - ---- --- fAF.fJ T. (A.f.F) F�� - - H1020 FASTENER 2 C A n (2) H1020 FASTENERS CEE GIRT (12 OC) fRICT1CP CLIP 3 5 B FRICTION CUP ILK. JCP02 AT B" MK. JCA02 AT B" `� GIRT � MK JCP01 AT f0" MK. JCA01 AT 10" 1 (2) 1/2" % 1 1/4" / \ MK. JCP03 AT 12"-�. o MK. JCA03 AT 12" A307 THIN HEAD BOLT (2) 1/2" X 1 1/4" A307 I — (2) H1020 FASTENERS �� (( ~ ~ STEEL IN \ �} w SLAB BMEOTHERS) H0515/NUT H0400 A307 THIN HEAD BOLT _ —HEARER WRAP E > ' -�- H0515/NUT H0400- �_ I MK HW_ I � '--JAMB CUP UK, JCWOI JAMB CLIP _BLEAR OPENING C M 4.. ILI K JCWO1 I LJ y \ OJ 0 OPENING _I - _ DOOR JAMB DOOR JAMB JAMB JAMBS C OPENING M1020 FASTENER \ "' N m (12" O C.) STEEL LINE _ __ ___ w a 2 LL SECTION "A'' A TYPICAL JAMB DETAIL TYPICAL JAMB DETAIL HEADER WRAP DETAIL JAMB TO FINISHED FLOOR CONNECTION tot- JAMB TO ZEE GIRT WITHOUT WTERuE01ATE GIRT COLD-FORuED JAMB AT CEE GIRT WITHOUT INTERMEOIATE GIRT -- ---- NOTE: USE (2) 1/2" a 1 1/4" A307 BOLTS H05GO/NUTS H0400 REFERENCE STANDARD WASHER OETAIL FOR TYPICAL WASHER CG0017 REFERENCE STANDARD WASHER OETAIL FOR TYPICAL WASHER CG0019 CG0025 REFEREN E STANDARD WASHER DETAIL FOR TYPICAL WASHER CG0030 � REOUIREMEN75 REQUIREMENTS CLIP MK. HCJ_ ti�� f0 O O O NOTE. JAMB EXTENSION, IF REQUIRED N c N O � 1 I (2) 1/2" x 1 I/4" A307 FIELD DRILL HOLES IN GIRT$ 1� a 1 I W IFAUEk I BOLTS (HO500) 61 NUTS (H0400) u ll 'A c � � n/ —CLIP MY, JCT02 ti GO m M " A307 1 THINTHEADXBOLTS4 H0515) h NUTS H0400 I ,/ TAI � OT ( ( ) ; I (3) H1020 FASTENERS Q 3 - - .� - I rIlnL I L m m - _ CEE GOT .:. -� I ZEE GIRT , .I Z m c IAL1fE r ..-d ... x ------------ 1 FRICTION CLIP I t!1 O MK JCP02 AT B" -(2) 1/2" X 1 1/4 AJ07 I� a r +1 O •� L LEFT HIND DETAIL SHOWN. MK JCPO1 AT 10'- BOLTS H0500/NUTS M0400 ` m rr an EL u- RIGHT HAND OPPOSITE I MK JCPO3 AT 12" i X FRAME.O MINC i CLIP 9 (2) I/"L" x 1 I/4" A307 OPENING NIX UK j�A0j AT j�• \ (3) H1020 FASTENERS THIN HEAD BOLTS (HO515) 11 k NUTS (HO400) JAMB 11 CLIP MK. JCT02 LA CLII UK HCJOI At B" OR ID" `�— JAMB EXTENSION f0 JAMB I MK HCJ02 AT 12" o TOP DETAIL HEADER SHOWN, BOTTOM CONNECTION OPPOSITE 01_S.IEEL.4_NE_ C SECTION "A" E JAMB EXTENSION TO ZEE GIRT HEADER TO JAMB CONNECTION HE GIRT CONNECTION J L_ FRAMED OPENING DETAIL NOTE: USE (4) I/r x1 I/4" A]07 BOLTS HO500/NUfS N0400 u_ NOTE: USE (2) 1/2" x 1 1/4' A307 BOLTS H05OO/NUTS H04D0 JAMBS TO CEE GIRT CONNECTION C00058 '^ r REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER CG 0050 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER CGO054 as REQUIREMENTS REQUIREMENTS C z ERECTOR NOTE: NOTE' LEFT HAND DETAIL SHOWN, r_ INSTALL CUPS ON JAMB BEFORE STANDING JAMB. RIGHT HAND OPPOSITE -IF THE T-CLIP IS LOCATED IN THE SAME LOCATION AS NESTED GIRT BOLTS, THE i Q USE LEVEL TO ALIGN GIRTS ADJUST CLIP AS REQUIRED. NESTED GIRT BOLTS CAN BE REMOVED. _ m A0 0Ln 1 {" HEADER a 00 z N (3Q R O C W FRICTION CLIP FRICTION CLIP uc =1..1 q Z MK. JCP02 AT B" : MK. JCA02 AT 8" MK JCP01 AT 10" MK. JCA01 AT 10' P) H1020 I - MK JCTOZ C C3.= Q K_4 L E,D MK, JCP03 AT 12" 12 ^' MK. JCA03 AT 12'• ASTENERS JAue EXTENSION+ I /� z 1-I JAMB GIRT CLIP MK J;03 c C) Q lJ Q a v= POOR JAMB I -l31 TEH J SCREWS H1020 �'�T N•1, �A4. �� '-------' '---T'1 ZEE GIRT CLEAR OPENING 1 I T[yp' Y ,. 1 K 1 I II -l 411 --- I 1 (0� ILK 3 r , r� o T I i, rrfT I I W T I i, 54'RCYFS HI020 I'1•FTNAI. KJ'` STEEL LNE FRAMEO UK JCT01 SECTION "A" LD aTETANc F A s tY� RIGHT HAND DETAIL SHOWN. LEFT HAND OPPOSITE 'app ts� E GIRT TO JAMB CONNECTION DOOR JAMB TO HEADER CONNC)NOTE- USE (4) 1/2" x 1 1/4- A307 BOLTS HO500/KUTS H0400 USE (4) 1/2" x 1 1/4"A307 THIN HEAD BOLTS H0515/NUTS HOI JAMB WITH EXTENSION DETAIL Kaar�� ;�;�; ? Ln IAMB t fXTENSION 10 ZEE GIRT CONNECTION REFERENCE 57ANDARD WASHER DETAIL FOR TYPICAL WASHER CG0060 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER CG0062 NOTE USE(6) 1/2- X 1 1/4"A307 DOLTS HOSOO/NUTS H0400 C00064 - � o REQUIREMENTS REQUIREMENTS REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS ' i r.S E11: }I<�►.. CENTERLINE OF COLUMN -CLIP MK C.c- (TOP) � 12" 6 12" 6 12" 1 -/-X L-I'_ INy (IF REO'0) - N TV EICARI 3449 t (�/-i I f•/-) V AI.I N N zI z I vi in u - - J/r q COLUMN W " D S SHOP - 3 SHOP WELDED PLATE M£lOED STIFFENER SPANDREL BEAM fi+ I (STFBR) TYP m m If NECESSARY SPANDREL BEAM 3 C_ (BOTTOM) Go rT UMN ]C Y i 1 1 1 SECTION A E •C i E `__`i_J - _ AT TAPERED COLUMNS ` p1 CLIP MK, Y2BO2 C ,. (BOTTOM TYPICAL. TOP IF REO'D) V / -SPANDREL SEAM d o 7 SPAn RCL 2.. 1'---------_ m lOL WALL SYSTEM BY OTHERS SPANDREL BEAM CONNECTION z� j AT FRAME COLUMN STRAIGHT COLUMN Q C00030 USE ( C s K D A325 BOLLS ANO NUTS v REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUTAEMEM SECTION AS AT STRAIGHT COLUMNS C9 OJ ERECTOR NOTE AT BYPASS U1P: WALL STEM FO 'onO O BY OUKR$ WHEN LOCATING THE NESTED GIRL AT A GIRT LAP, THE NEVEO GIRT ENO'WILL BE HELD BACK SO /MV W M M m THAT IT DOES NOT ENTER THE LAPPEO AREA LL y 00 m In !� RI Cif Q1 COLUMN !2T LAP Q 3 Z N L M rn 0.-1 En OF NESTED GIRT IJ Z m y TYPICAL GIRT I T� ?m LM BELOW 0 = rM m a L 9/16-aOHOLES FOR 1/2"A l 1/4-A307 BOLTS HS00/NUTS H0400(FILL ALL NOTES) u o 0 0; • (THE OUANTITY OF BOLTS MALL VARY DEPENDING 1 1 /!' D 0 0 O; a ON BAY SIZE) , CLIP-- - O BOTTOM ONLY (I �•-Oo ! I B MOP A BOTTOM�.• ?1 1 iMAX—C • ti ABOVE TOP T A MARI• I/UMBEPS) .m JJ SPANDREL BEAM Ol GIRT OFFSET SECTION A � ERECTOR NOTE AT FLUSH\INSET. FRAME COLUMN tx WHEN LOCATING THE NESTED GIRT AT A FLUSH OR X15ET CONDITION, THE NESTED CIRT CND WILL T IN AN FA F LEFT HAND OCTNL SHOWN. C dE IILLO BACK 70 MATCH THE GIRT BELOW R THE BOLTS IN THE CLIP WILL ALSO BC uSEU In THE WALL SYSTEM BY OTHERS IM(AMT NANO OPPOSITE r�[STED GIRT I_ SPANDREL BEAM CONNECTIONLL- J 1:01 UMN USE 3/1" e K 3" A325 BOLTS AND NUTS �000�o REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS V CLD w EO TYPICAL GIRT FACTORY PUNCHED Y Q Q BELOW 9/16'a HOLES FOR 1/2-It1 1/4'A307 L _ BOLTS H050D/NUTS H0400(FILL ALL HOLES) V • ai • (TIE OUANTITY OF BOOS PALL VARY DEPENDING i- C Cp C Q L�_� • OR BAY SZE) -5-o-- ---- Q f � � zW 0 MAx o.0 Z 4-1 .� m t — �RECTOR NOTE AT CORN RS: o O Q •~^V Q m wHEN LOCH TN— G NC GIRT AT A CORNEA CONWgON, THE NESTED GIRT END WILL BE HELD p = O BACK TO MATCH THE GIRT BELOW IT THE BOLTS IN INC CLIP WILL ALSO BE USED IN THE NESTED GIRT RILL EF CORNER pECOAILS FOR COLUMN f WI ORIENTATION FACTORY PUNCHED a w 1 1 f- --1 - 9/16"a HOLES FOR 1/2"X 1 1/P AW7 r� / 41175�, 'L_RJ I• �1 �' (THET OU.W10Y Of BOLTS,WILL VON OEPENOWG r1/F7VAL ' ON BAY SIZE) (FILL ALL HOLIES) F kD T- FACTORY LOCATED NESTED GIRT DETAIL � f3r �; � o .REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS _l ��j, tD I ` o O N ` N N p O 00 Number Required Manuals Drawing Index . c Ir rr4 Li C G R Wall Sheeting Cover Sheet: C1 C4 Name Cub Aircraft H9430-ErecGonManual ~ Anchor Bolt Plan: F1-F3 BUILDING SYSTEMS Location:City.County State Classic Roof Sheeting Primary PlanslSections: P1 P11 A DIVISION OF NUCOR CORPORATION Arlington, WA H9420-Erection Manual Mezzanine Plans: M1-M2 Customer C I Steel e! Buildings L L C Roof Framing Plans: RI-R2 1 Wall Framing Elevations: WI-W7MAW „ a M B M A —qNDetails: D1•D16 `— MEMEtEFt p ACCREDITED CERTIF ED N m AC4 72 CSA W47.1 01 LL Q Can Ot I� Y H G/c NO O W T� M O 2 !.' all, N = to = N� ul U x t v z o o E i a o —20 L ro m � Co a LL l J t y i VI d) h0 � W CD C = ) M Q Q �_ :7v 0 £ a zto 0 z a W Vl .0 °5° DC a= o O TOE 1 [^1 2 �1. R O G) OCT 2 6 A. 2a�a �� 41179 '1 fCNA1.1. kj � 1 Notes and Specifications: Top Cub Aircraft Entrance Building Erection Notes 1)Tho paneral contractor anctlor erodur is rasponisv a to latelyy and hr�pariy Primary and Secondary Steel Primer Color Primary and Secondary Steel Primer Color a Lr � erect the metal huddiruU sysleet m conformance With these rlfawings OSHA ¢ Of requirements,and author it tx CSA S 1 S standards pertaining to propor Red erection Tliis Includes%,but is nrN tooled it)."to rnnorl use of temporary guy% Red 3 and braces-q where nuoded far squaring,plumbing,and securing the structural H anti sw:ondary Iramrng Seaxhdary wall framing members(gals or bar tnisis) x x are not designed to Iunctufn a.a work ptallorrn or provide safely tic off Roof Sheeting Roof Sheeting ED f attachment In accordant a with OSHA requiramaids,Secondary rx,(raining T e:B Others, 24 Gage, Finish:TBS Type:B Others, 24 Gage, Finish:TBS members(peetuas or tint ptsls)Are riot deslgnnd to pmwda safety be all YP Y g YP Y 9 x Y attad:fanet m accordance with OSHA requirements Roof Panel Clip Type:By Others Roof Panel Clip Type:By Others - '- 2)M5&A490 Bolt tightening requirements: m It is the responsibility of the erector to ensure proper bolt tightness in Thermal Blocks:NIA EPS Foam Spacers:NA Thermal Blocks:NIA EPS Foam Spacers:NA € d accordance with aplhuable regulations.See the NCSC S eegllraunn for Structural Joints Usincil A325 or A490 Belts or CAN Ins Roof insulation(NOT BY NBS).Thickness:4 Roof insulation(NOT BY NBS).Thickness:4 em no ee Structures-for more in ormatlon The s0 wing criteria may be used to deformities the bolt tightness(i.e., Roof Line Trim.Color:TBS Roof Line Trim.Color.TBS a s nit g-light'or'lefty-prelensioned-1,unless required otherwise by local w p inns ru ar contract requtremen s Gutters,Color.T85 A All A490 bolts Shen be"fudyprglunafioned" M B3 All A325 bolls in primary framing(rigid frames and bracing)may be Downspouts.Color:TBS Wall Sheeting N m' 'snuglighl',except as follows: N run retensfon"A325 tolls it. Type:NIA, WA Gage, Finish:TBS v a ur ng sup s a crane system wilt a"iacity greater than 5 Ions, Wall Sheeting Wall Comer Trim.Color:NA `� h Building suppnrtg machinery that creates vlbratitm,impart,or stress-reversal,en the rpnnacUans The Engineer-4-Record fin file Type:Classic Wall, 26 Gage, Fetish:TBS Wall Base Trim.Color:NA project should he consulled to evaluate lot this condition YP 9 > e)The project site is located in a high seismic area.For IBC-based codes. 5 'High Seismic area'is clarified as-Seismic Desq)n Category'aI V, Wall Comer Trim.Colon TBS Wall insulation(NOT BY NBS).Thickness:NA C E%ui F' See the Building Loads'sodioo un this page for the Wall Base Trim.Color.TBS a deloned seismic design category lot i d this pro)e Vi d)Any connection designated fit raise drawings as"A325-SC- Framed Opening Trim.Color.TBS Building Options 'Shp-Cnlical(SC)-eonnarlrons must be free of paint.on,or other malariafs that rm hour friction at contact surfaces Galvanized or Wall insulation(NOT BY NBS).Thickness:4 No Building Options Included. 2 m c o 0 IigUly-ruslM surfaces are accepto to rn C)In Canada,all A325 and A490 halts shah Iss-"fully-pnrtansrxsed excpt �y q m n or scrn cry inembers(pudins,gins opening framing,etc.)and flange CanoDx E 1A ate, , � 01 bracas Building Options D)Secondary members(purlins, arts,opeinrn Iraming,etc)and flange H fl g ia � mm brace cronnectiens may always bu'snug-light,wiless mde-aled ulhnrwise Mezzanine.(See mezzanine plan for additional information) Below Eave in L in In in those drawings. Projection:X-0" u 2 t f a 3)The metal building supplier shall be notified prior to any field modifications. . p Modifications shall be approved by the metal building supplier before work is Structural Parapet Clear Under Canopy:8'-(Y Z m ai undertaken. - 4)Common Abbreviations: Top of Parapet:26-0' Roof Panel.Type:Classic Roof, 24 Gage, Finish:TBS LA .b0 a X a)I YP UNO-typical Unlesa Noted OlhmwiSo 1)SIM-Similar Z O � r m U SLV-Sheri Leg Vertical r)NIC-Not Il Crxdnel Backer Panel Type:Classic Wall, 26 Gage, Finish:TBS Face Panel.Type:TBS TBS Gage,Finish:TBS c LLV Long I eg Vertical a SI, Start)I tea d N9 6 FS-Near Sella and Far Sole f)NIA-Not Applirabk• Building Line Trim Color:TBS a O.A L Overall Length If MBS-Metal Bldg Sut'ffliru Ca � 5) tniclion loads shall nnl l,u pluoux!can any structural steal Ir.3inewnr _— unless such framework is safely bolted,welded,or othorvvlan adequately Below Eave secure) 6)Puffins and gols shall not be used as an anchorage point for a fall arrest -n systom unless written revel is ubLunwl Inen 11w metal building supplier. Projection:T-0' 7)Pudins may only be usec ns a wafking/vnxhis-V surface when installing safety v systems,after all pormanenent bridging has been Installed and fall protection Clear Under Canopy:8'-O' o s provided. Roof Panel.Type:Classic Roof, 26 GA.Gage, Finish:TBS 8)Construction loads may be placed only wilful n maw that is within a feet of YP � 5 the center line of the primary support memlxcr Cf R oundles should be placed Face Panel.T e:TBS,26 Gage, Finish:TBS o directly over the rigkf frames. YP 9 C 9)All lifting devices must moat OSHA or MSI IA staudaidn and in no case is it acceptable to use structural members supplied by the MBS as a spreader bar V t tx lifteng device. J = General Design Notes v r I)All structural steel sectiwfs and wnitlrwl fA.no nromlinr;are deslyneti in b.0 accordance with ANSUAISC 360'Soocihcaliurw for Stniotural Stool Buildings' C X m at the CAN/CSA S16"Limit Slates Design of Steel Sannlure-0.as trquaed try Q Z Q the spi cificxl building code. M 21 All welding of structural steel is based on wtUsar AWS D 1 1"Struciueal Welding fJ Code•Steel"wCANIGSAW59"WeldedStael Conetrucirnn(MelalAir Building Loads: Project Notes, >✓ co WeWar .as required by Ihe•specified Iaaktbig,xiikt - Q C C 3)All caltl(armed members are designed Ili accordance with ANSIIAISI S100 or � C Q1 (ANfCSA S 130"St,eahr:�llUns for the Dawlt))n iA Cold i ntmeJ Sleet Sit uc teal Design Code: IBC 2015 1)Collateral dead loads,unless otherwise noted,are assumed to be uniformly b0 i It, V0 Lt, Merinos ,as requited by life srxu:lnced IxrHdint)canto Bw4d ng End Use: 2B-Manufacturing-Waretwusing 4)All Welding of cold forted steel Is based all AWS D 13"Slrurluml Woldit MBMA Occupancy G Narita Entrance Top Cub Airctan distributed, When suspended sprinkler systems,lighting,HVAC equipment, v — 5 N ,� £ I= Code-Shnel Steel"or CAN/GSA W59"Welled Stroll Gensiniction(Metnf Arc Roof Dead(PSF) 65 35 ceilings,etc.,are suspended from roof members,consult the M.B.S.If ; CL= 01-� i _ to WeWlny) as raeqquHed by the specified building ouch: Roof Live Load: 20 primary Collateral(PSF� 5.0 5.0 d Q = Q c 5)This Nucor Bul�ng Systems Gx pity is IAS AC-472 ArA"dilitl end REDUCIBLE PER CODE these concentrated loads exceed 500 pounds(using the web mount detail)or CAN/CSA A660 and W47,1 Certified(If applrcnbm)for this desiil f and Secondary Collateral(PSF) 5.0 50 200 Ibs(using the flange mount detail),or if individual members are loaded ntanufaclurrng of Metal Building Systems. (i/ow Exposure Load: 1. ( g g ) Snow Esposure Faaor.Ce 1.0 Snow G 1.0 1 0 significantly more than others. 6)If(fists are included with this pm)oG,they ann supplied as a pail ill the g Y � R Snow Importance Faaor,Is: 1.00 s slams en mnercrl metal huikhn and are Idhntaund ufi ncv,nlanrT with Ihn Snow Gs 1 00 100 �Y• a'4• reulrarner>ts of Section 1926.158 of the OSHA salefy slandants for filawl Seismic mfamalion: Ss:1042 S1:0 350 2)The design of structural members supporting gravity loads is controlled by 1 Roof Snow(NSF) 25 00 25 00 t I'M, n,elated.lanuary 10,2001 Strissia SdslShc• 075210.399 the more critical effect of roof live load or roof snow load,as determined by the r Site Class: D Wind Enclosure Enclosed EnUosed r Ca Material Specifications Seismic nip Fat 100 cep+ +r•n16 +I o.te applicable code. Analyse Design.Category. D Seismic R 3 25 3 25 Pale and Flange Material: Analysis Procedure: Equivalent Lateral Farce Frocedura 1179 ° 5"-17'Wee,To 1 4"Th. A529,Grade 55 Basic SFRS: Seismic Cs 0.232 0 232 ", r_- `. Others A572 Grade 50 Ordinary Steel Moment Frames d Base Shear(KIPS) 16 1363 h I xRht &ill-Uri 8lnrrlur,l Wen Al011 SS(or HSL4S Class 1)Grade 55 Ordinary Steer Concenfr,:alay &aced Frames s T N tt lkd•Rollud Struc:ke;il A-96 or A572 Grade 50 or A992 Grade 50 Wed 110 E �TT7 Structural Tube A500 Grade B 46 KSI) Wind Impartance,Faaor,lw NIA r. Sater.Wral Pipe A50O Grade B 42 KSI E osum. C >< lAhk)•Fttttltxf Shudrxal A7011 or A10 SS(a HSLAS Class 1)Grade 55 UL90 Yes Classic Roof Panel A792 Grade 80 classic RoofConst No 161 3F x CFR I VR16 Roof Panel A792 Grade 50,Class 1 Class cRoot w/7ranslucem Varier Consf No 167 3 j Li- All Wall Pane Profiles A653 Grade 80,Class 1 or A792 Grade 80,Gass 1 CFR Roof-Const No 552 5t _ Rod Bracing A529 Grade 50 s �j F "` N Welds - AWS D1.1/01.3 or CSA W59 per Building Code CFR Roof wlFR Ro,cem Pane-Canso No 590 _ lifgh-Strength Bolts A325 Type 1 or A490 Type 1 I leavy Hex Composite CFR nst No No.552A „ ; lJ Machine Bolts A307 Glade A Hex VR16 II Roof Consl No 332 _ L i = 00 .c General Notes - rJ , N !ti O O THIS BUILDING SYSTEM DESIGN IS BASED ON UNIFORMLY ' `rm o - - - - APPLYING THE CONTRACT-SPECIFIED LIVE LOAD AND ROOF SNOW LOAD. IN ADDITION,THE DESIGN IS BASED ON APPLYING A CODE-DEFINED LIVE LOAD(INCLUDING APPLICABLE REDUCTIONS)AND A cu m f f CODE-DEFINED SNOW LOAD(BASED ON CONTRACT-SPECIFIED GROUND SNOW), -FOR ALL PARTIAL LOADING AND UNBALANCED SNOW LOAD CONDITIONS. - DRIFT SURCHARGE LOAD (D) — A - THE 12'-0"x 12'-0"ROLL-UP DOOR FRAMED OPENING SUPPLIED ON THIS �\ E PROJFCT HAS BFEN DESIGNED TO SUPPORT A TOTAL.HANGING DEADc: WEIGHT OF 1440 LBS.IN ADDITION,THE FRAMED OPENING HAS BEEN - FLAT-ROOF SNOW LOAD (PO ° DESIGNED 70 SUPPORT WIND LOAD,NORMAL TO THE DOOR,BASED i u o ON THE STANDARD BUILDING CODE CRITERIA,THE FRAMED OPENING o HAS NOT BEEN DESIGNED FOR ANY ADDITIONAL MOMENT OR CATENARY FORCE FROM THE DOOR.ANY CHANGE TO THE INFORMATION SHOWN DRIFT WIDTH (Wd N HERE WOULD REQUIRE AN ENGINEERING INVESTIGATION AND POSSIBLE �- - `0 BUILDING REINFOR FOR BUILDINGS WITH AN OCCUPANCY CATEGORY i OR 11,IBC ALLOWS W CNN �. FOR SINGLE STORY BUILDINGS TO HAVE NO LiM[1 FOR THE SEISMIC o STORY DRIFT.PLEASE NOTE THAT ANY INTERIOR WALLS,PARTITIONS, a CIELINGS,AND EXTERIOR WALLS SHOULD BE DETAILED(BY OTHERS) TO ACCOMODATE THIS STORY DRiFT. THE CONDITIONS AT THE FOLLOWING LOCATIONS PRODUCE DRIFT WINDOWS AND DOORS THAT ARE PROVIDED BY OTHERS ARE ASSUMED SURCHARGE LOADS: W J M o 0 TO MEET THE WIND LOADING REQUIREMENTS OF THE STRUCTURE N CO m m AND THE OPENINGS FOR THESE MUST BE IMPACT-RESISTANT OR LL � j PROTECTED BY AN IMPACT-RESISTANT COVERING AS SEPCIFiED 1 LOCATION. Line M D(psf): 48.0 Pf(psf): 21.0 Wd(ft) 1 1 ,667 inycn iN THE BUILDING CODE WHEN A HIGi4 WIND EVENT IS ANTICIPATED. u, r' L - m m 2. LOCATION: Line 1 D(psf). 48.0 Pf(psf): 21.0 Wd(ft): 17.23 V = o E '�v THIS PROJECT INCLUDES NO PROVISION FOR DYNAMIC LOAD z ,� v CRITERION(VIBRATIONS)AND ITS EFFECTS ON MEZZANINES. IT SHALL BE THE RESPONSIBILITY OF THE"ENGINEER OF RECORD', 3. LOCATION: EXT. D(psf): 66.9 Pf(psf): 21 .0 Wd(ft): 15.51 z o E0 0 k NOT TILE METAL BUILDING SUPPLIER,TO DETERMINE THE m 4 m a lL PRESENCE OF DYNAMIC LOADS AND THE IMPACi OF THESE VIBRATIONS ON THE STRUCTURE. THE.PROJECT ENGINEER OF RECORD(NOT THE METAL BUILDING SUPPLIER) 1S RESPONSIBLE FOR ASSURING THAT ROOF AND/OR WALL SHEETING(NOT BY MBS)ARE DESIGNED TO SAFELY WITHSTAND ALL CODE REQUIRED LOADINGS ASSOCIATED WITH THE GIR i AND PURLIN SPACING PROVIDED, PURLIN AND GiRT DESIGNS ASSUME 1 HAT SHEETING PROVIDES LATERAL vi a STABILITY EQUAL TO OR GREATER THAN MBS CLASSIC PANEL. ALL TRiM a AND FLASH FOR WALLS AND ROOF NOT PROVIDED BY THE MBS ARE TO BE Z SUPPLIED BY OTHERS. v J C10 � N STRUCTURAL TESTS AND INSPECTION: Q = m � 1) THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN IBC SPECIAL INSPECT IONS AND IN IBC 1704.3 AND IRE 1705 0 2) ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AND INSPECTION AGENCY EMPLOYED BY THE OWNER OR ARCHITECT. i v g _� m 0 3) THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST AND INSPECTION FIRM WITH A SCHEDULE TO FACILITATE THE PROPER COORDINATION OF WORK. C CL i o r-1 L Z kD 4) PORTIONS OF WORK REOUTRING SPECIAL INSPECTION: o Q m= Q o t AGENCY RESPONSIBLE FOR INSPECTION AND TESTING TO BE NAMED 13Y OWNER LATER. ^��,+� a 4. A. STRUCTURAL STEEL: YES NO N/A 1. MILL REPORTS AND IDENTIFICATION OF STFFL(AFFIDAVIT OF COMPL IANCE) ❑ ❑ �� ,�' gr 2. SAMPLING AND TESTING OF SP(�CIMFNS ❑ ❑ B. WELDING: 1 ALL STRUCTURAL WELDING(INCLUDES DECKING AND WELDED STUDS),EXCEPT WELDING IN APPROVED SHOPS PER IBC 1704.2.2 ❑ ❑ 2. ULTRASONIC TESTING OF FULL PENETRATION WELD CONNECTIONS AT MOMENT FRAMES,BRACED FRAMES,BEAM SPLICES,AND FIELD WELDS. ❑ m ❑ 3. STRUCTURAL LIGHT GAGE METAL FRAME WELDING ❑ 0 ❑ C. BOLTING: T � •;4 1 HIGH STRENGTH BOLT A325SC AND A490SC(PRETENSION VERIFICATION) ❑ ❑ Ei a; ?� O 2 HIGH STRENGTH BOLT A325N AND A490X(PER NOTES) ❑ ❑ .�.� � tit '� V 3 EXPANSION/ADHESIVE ANCHORS IN CONCRETE OR MASONRY _ 0 ❑ 0DE�� t! �p7( E�lz4:_-Lil F1 1 � 1 HIS WELD TYPICAL FOR ALL FLANGE TO ENDPLATE WELDS SHOWN NPnr.WELD Saf PER FA FIAL LENGTH FILLE-NEAR •/' = - SIDE OF NEB Mr.r OF FIAV PAST INNER MOST MOLE f I B NI FROM EACH FROM FLANGE ALONG THE OPPWTE SIDE CF WEB IF x n- S oon : ,Cw = Cz q� Fo 70 i m 1m< $Tm 1. rTI MIN THICIWESS0225 — a C' mm L"' mmz ruA 111 D<t�oT' D \ fD o 'iS S a :3 .:�.. rL 161 - � rD ? Slot Reinforcement - F m 1'rE•7 SPECIAL DETAILS L FG-5 :fnl See Weld Standard sheet for WPS description f f r z ci = Cs -� .4 A Ln N � T SS to � cnw CL � N Nu P y o om C All3 C O f y :E IluN T n. N IV 1 = m v N N o t— D `{ 0 CL - A D - f f � G, LA m a d a n S - cn > -O J " g W D Gq ' o INA .96 4 NN �n m m . _ c 0 fP 5 n o f s Z �a s -M{ A 3 o r- 2 o r '? m En r WPS# Description Weld Process Positio Limitation Plant Location Code UT IN SC TX a FG•4 AWSOt I-tD .1-:7 POR Ic 36E 5.16 X I X I XtA FG3 86'►ih6'dn{snuu ill"s-so AwsD11.1D .w' POq !< t9 1 Ih X X X A ^ m c y 1GFG 1Y'nm Fray ug Me Id'a AW501 1-10 POR IG -1 X X X A n = a 2GFG 11a'Lwt.ePlu AwsDI I-19 Al.w;sMa+.,n+, POR I G ±ryb .sh6 X X X to ° `y L R N T 3GfG G b'L 1m5e seku AW5011a7 wAw;'e'-h .fie ', FOR G-ZF X X X > ? mn. f F CL s T 2036 $6 io'A, A,-wwum AWSDI 1.10 wawl�•-v.•wr..s=� POR 1r,2F X X X � (A O 5GFG "1a^3.w'. AWSDI':D PDa 1G2F om.. X X X s 2 I14 in ww Fy s Iv 7 275 IkroutH A D 1SWS 071Y:xa AWSDI/-10 wvr:n-:'r,we n+ POR tG !m nsn X X X xra sy:u In 0 t2S Nr.uy 0 1 2$W$ 0150'NA AWS011:0 sAwplmolsswt ew POR IG I's Am X X X @ m n n wen td u,n D ns 0.ws^3SW5 AWSDt1.1a LA iA Ptl 1G X X X Q £ V N • fo e-F wee sgla Iv0 7rS IN"G, a p X X X M 2038 0500'fth AWSOI I-lo swwpaaw sea ver yaH POR IG "75-ow � _ 2FR PIPeIII M.00le"d AWSDl1.10 ¢MwrP-NHLwYew.N pipROTATED rue'T X X X '^ ^ al m ° � c FBG-1 Roo 1.°Lldangk x.t AWS01140 POR IG '7N,".A',' X X X • Q a n na,splu WPSa I„0 131'¢¢9^ AW5011-ID cuarr mw5wa YES IG C375mId ROTATED was-IP O X X X O c � ox II0.k,0375'"a wAw P„sree IG em-ow j > > WPS5 0swock AWSD11-10 orr.sb.- YES ROTATED oa„..s-q X X X A P WPS6 «co-em,e D-rm wece.all tines AW50/1-iC waw m°>,.n sea wHN YES IG .al, sc X X X .- WPS7 Rant.b wee wso,mee by bdoer uvv 0062'Owen* sNwwrrr.a YES 2F als-+N X X X A1noe to we°w.'a wwk b/ _ 4VPSB sulw eWn us+g 0057'0ekck.Oe AWS011AC = a. YES 2F ocs•.x x X X .0 - -- e - Ln WPSB f.k p^¢ dI AWSM 1.10 w+a ru:r wwr.Mi YES 1G ovs.lm X X X m WPS11 tmi wk-Oren AWSO.1-10 Harr lV.euluuaee.tl YES 3F stm-uWeeee X X X `F� v WPS-1 C' sF_ .. > r1 AWSDI sae POR FLAT cue•a:q X X X A6=ew!! w'lrw.M :A»we ..va X X X !-+�O p ± A r WPS-1a .:, A AW$DI 301 POR FLAT cca6'-.7+C Ai v olx� D _: WP$-2 Cc -Foe,,ua'�'AIM AWSD13-0e w•w I,3•N.tl11 POR HORIZ I'=a m,s.u13 X X X O PY m 2 y o= {t b o WPS•2a C.k F«m snAm weN(Oa,Axge 1) AWSDI sM wuutu••w.ael u.••.ea PCA HORQ c W F a s X X X Z rZTI $ $ we-As+�seam rclaww00°'1 I—sw or•s. !mn r 1 r£ B WPS-3 Awsol Sae uaw a.w.w ne,u.i vaR HaRi l 1 - ske12 D3725'lnci ¢2cvas x X x to wl,a»,r seem w,1G b wpD01 ouw 'I� it ;K J IC°•.w.i..noHeeM•INi '•=0 m7r-e31Y. WPS-3a scree o±1zs anlc 1ga,anluel AW5017-0t l FOR HOR2 ¢zlalu X X X v WPS4 !-!I— .._I, AWS713N A- _►.. Pot HDwZ nbma9-o2ls X X X - 3 � WP$1a cd6lan ('"rued) edon hed wd. AW$D1346 w s POR HOFNZ nQ%w.n4 X X X '-' i wr ' uldd _ o,m keame6.r fiku o AWSD1 P w« 7.0.9 .u.w 2:.,.,��.•_,,.....- H r•s mm'-oils N v r~ c WPS-5rn IewFan¢e«z07trWck OR aTlz aleJam ke mnneabn fAlu vela `—gym > R "S fAduemW; r Im K ¢2ca:as X X 0POR HORz WPS-5a ks,nP um2031r 1w AWSD17as fff WPS-6 1664�1306"1"1 AWSD13Do cww(u aft-11 POP Hoag xmm-Prs X X X �� ram-D ►` I-4 Ov WPS•6a wa o+e Lao M«wna ts�1esn¢wl Awsm 3as v-^ pOP HOR¢ =a mis-onr X X X o�x m m C oo o f � WPS•7 ¢b bm as Nld wW bwwt AWS31±4t auwl�s».'•..w war PCW HOR¢ ems.ors. X X X Z _ ued 203125'b k ¢2ena m wlbbrm Ao6Ae1wde A_w CA'ew IC isM u.wewwll WPS 7a I s ed 2 0 3t 2s'and LgWb`.»x0) AWSDt sass PQR HORR X X X a! 01 13 m m.�nals-aasylw�a awn PRO.tECT NAME N U C OR .10^e4•1 N..,1W,41:°f a 7 Mezzanine Confirma TKL MBH TWB RRS 0/26/2016 Cwoa`io�r^o�+w np _ Top Cub Aircraft BUILDING SYSTEMS GROUP .t^,m,t,I...dlntw^Id For Build Dept.Rev TKL MBH TWB RRS 0/26/2016 t11,Y rePres,nt,n M,P,...,1 - Arlington, WA .t N°C„Will.A Systcma { _ 1050 North Watery Lane MOM Mne.etslereA o•.lessaow« = T CUSTOMER NAME Brigham City, UT 84302 HCI Steel Buildings LLC Phone: (435)919-3100 Arlington, WA ' °nw`w kaM ul[MI^a°• - g e Fax: (435)919-3101 SHEET .LZ�,r ,�\ 1OB NUMBER ISHEET TT71E C4 OF 4 U161110597A Standard Welds and Legend O 4 4 Q O O O O ,D 11 ;CN N STEEL LINE 200'-0" 25'-0" t 15'-1" 50'-10" 24'-2" 50'-10" 24'-1' 10'-0" STEEL LINENo No AA Z W N Wi a � Z '^No z � a 2.a � U, N 1 -2" � 5�-9" in PLEASE NOTE THAT ANCHOR BOLT I S DETAIL 'D', 'C', AND 'L' HAVE—�+ (E) F UNIQUE OFFSETS FROM STEEL LINE a = FROM THE OTHER COLUMNS ALONC THEIR RESPECTIVE LINE o o in p 1 I N t0 N N dI ,•�`• W c000 LL H JMC7M H -*1 D ' tA Z°- J a m FINISH FLOOR = 100'-0" a cu~ rn - f �� BOTTOM OF BASE PLATE = 100'-0" w p m'oni �F) (UNLESS NOTED OTHERWISE) o^ z r U vJ p 0 E p a I o t N .. ANCHOR BOLT SCHEDULE cr N z: m a in y Oft•! 0 25'-0" QUANTITY SIZE MAT'L PROJECTION TOP CUB AIRCRAFT o 0 o O~ 0 0 "� 84 3/4" Gr 55 3" FROM BOTTOM OF BPL '> c0 �) j— G ;o O 8 1" Gr 55 3" FROM BOTTOM OF BPL II w o I o 116 1-1/4" Gr 105 3" FROM BOTTOM OF BPL o= z I I '19 C Q o -1N to S a_ J O (H �E j II o -1 ` U ao ro 1 -1 z o I I in to Q 0 25"-4" N cli • N c N Lo ) / (Q Q D Q MEZZANINE PORTAL J H = J,9 R M K U m Q n 4 4„ FRAME o rn o 3 � (o M � - O O \ �0 In 0� � � =10 IO � � _ � � � 6'-0" oaxwHce 1'-0" 6'-D" ► ,t. R N 1 K I I K - N W4�/S��i Ld z -i - I'-2.. z G J 1 w 41179 15'-1" 25'-5" 25'-5" 24'-2" 25'-5" 25'-5" 24'-1" 10'-0" � 16'-0" 184'-0'* T*i r<< STEEL LINE 200'-0'* - STEEL LINE ca€ tL �p M 0 ANCHOR BOLT PLAN WIND BRACE -SLOT-HILLSIDE A 10" I' GENERAL NOTES (ROD SHOWN WASHER - FOR REFERENCE ASSEMBLY 2-� 2• 8• '•' o o c AT— I.THE SPECIFIED ANCHOR ROD DIAMETER ASSUMES F1554 7.THE ANCHOR BOLT LOCATIONS PROVIDED BY THE METAL ONLY) - II - �' GRADE 55 UNLESS NOTED OTHERWISE ANCHOR ROD BUILDING MANUFACTURER SATISFY ANY PERTINENT II i O O MATERIAL OF EQUAL DIAMETER MEETING OR EXCEEDING REQUIREMENTS FOR THE DESIGN OF THE MATERIALS THE STRENGTH REQUIREMENTS SET FORTH ON THESE SUPPLIED 13Y THE METAL BUILDING MANUFACTURER. II q O U YJ DRAWINGS MAY BE UTIUZEO AT THE DISCRETION OF THE PLEASE NOTE THAT THESE REQUIREMENTS MAY NOT IrF 7p FOUNDATION DESIGN ENGINEER. ANCHOR R00 EMBEDMENT SATISFY ALL ANCHOR BOLT CONCRETE EDGE DISTANCES II 1 LENGTH SHALL BE DETERMINED BY THE FOUNDATION REQUIREMENTS DEPENDING ON THE DETAILS OF THE COLUMN VAM DESIGN ENGINEER. FOUNDATION DESIGN. BECAUSE FOUNDATION DESIGN IS COLUMN (2 3 p_�5/0-3 �T NOT WITHIN THE SCOPE OF WORK OF THE METAL 2.THE METAL BUILDING MFR. IS NOT RESPONSIBLE FOR BUILDING MANUFACTURER, IT IS THE RESPONSIBILITY OF PROJECT FOUNDATION DESIGN. THE FOUNDATION DESIGN THE QUALIFIED PROFESSIONAL DESIGNING THE FOUNDATION FINISH I) (USE(2) 1/2"DIA EXPANSION BOLTS PER COLUMN) - _ IS TO VERIFY THAT SUFFICIENT CONCRETE EDGE DISTANCE IS FLOOR THE RESPONSIBILITY OF A REGISTERED PROFESSIONAL PROVIDED FOR THE ANCHOR BOLTS IN THE DETAILS - - __ P ENGINEER, FAMILIAR WITH LOCAL SITE CONDITIONS. THEREOF. 3,ALL ANCHOR RODS, FLAT WASHERS FOR ANCHOR ROOS. B.THE ANCHOR BOLT SETTINGS SHOWN ON THESE DRAWINGS EXPANSION BOLTS, AS WELL AS ALL CONCRETE/MASONRY NOT ONLY INDICATE WHERE THE ANCHOR BOLTS ARE TO u - �• _ = t- _ _ ol EMBED PLATES ARE NOT BY THE METAL BUILDING MFR. BE PLACED, BUT ALSO THE FOOTPRINT OF THE METAL IA BUILDING. R IS ESSENTIAL THAT THESE BOLT PATTERNS ' - v Z O I -� •J - a 4.THIS DRAWING IS NOT TO SCALE. BE FOLLOWED. IN THE EVENT THAT THESE SETTINGS {i - ANCHOR BOLT 10 1 ;2 DIFFER FROM THE ARCHITECTURAL FOUNDATION PLANS, a 0.I ; ANCHOR BOLTS SECTION A £ m 5.FINISHED FLOOR ELEVATION - 100'-0" UNLESS NOTED THE METAL BUILDING MANUFACTURER MUST BE CONTACTED I a, j OTHERWISE. IMMEDIATELY, PREFERABLY BEFORE CONCRETE IS PLACED. 1 (RECOMMENDED) o0 ww BPFFNG � ' � OHOF6 BU4Uf � 6.•SINGLE" CEE COLUMNS SHALL BE ORIENTED WITH THE - b TYPICAL COLUMN BASE PLATE DETAIL TYPICAL OVERHEAD DOOR (4) 3/4 0 ANCHOR "TOES" TOWARD THE LOW EAVE UNLESS NOTED y�-�- caoss Bw,clNc TYPICAL COLUMN BASE PLATE DETAIL nTH PwI AT SLOT-HILLSIDE WASHER LOCATION FRAMED OPENING A BOLTS WITH A 3" PROJECTION 8" 31 5•• � - 4" 4l0 N L „8,. 1. 1�0 T �- •8„ o N W c FA cli cc, U � � ��cn 2 M M cUav - q 0 12 1/?" 1 3 1/? „ 2'• OF FRAME OF FRAME OF FRAME ] J Zo t c „ }� q _ f. lf) G1 0 X a- Q 8 m Q m a-LL BU4LX BU4LX BU4TX BU41N SU4IN BU41N B (4)1-1/4" 0 ANCHOR (4) 1" 0 ANCHOR D (4) 3/4' 0 ANCHOR C (4) 3/4" 0 ANCHOR (4) 1-1/4' 0 ANCHOR /� (4) 3/4• 0 ANCHOR BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION L BOLTS WITH A 3• PROJECTION BOLTS WITH A 3' PROJECTION l� BOLTS WITH A 3'• PROJECTION 13 1 2" 8" 8„ IN (00 „ �„ i 2 21• 2"2 too J AA - Q w -- - _ N CA _ N cin- —- N F_ Do Lo CNI -- 04 _ - 0 N N I I �JI ) J w = � Q 3 F—NON-STD GIRT OFFSET " 2" 2)4, .29. — a' N „ c SEE AS PLAN ` —�'L e" a 1o" — >Q >Q BU4ROT BU48X 8U4BX BU4TX Bu8Tx - > m > Q J (4) 1• 0 ANCHOR I! (4) 3/4' 0 ANCHOR I (4) 3/4" 0 ANCHOR n A (4) 3/4" 0 ANCHOR ^I (4) 3/4- 0 ANCHOR (8) 1-1/4" 0 ANCHOR Q O BOLTS WITH A 3" PROJEC71ON I\ BOLTS WITH A 3" PROJECTION L_ BOLTS WITH A 3" PROJECTION IVI BOLTS WITH A 3" PROJECTION I�J BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION ? O zU c � v) Y � u' duo 'e O Q L) r FOUNDATION DESIGN NOTE PLEASE NOTE THAT ANCHOR BOLT THE ORIENTATION OF THE ANCHOR BOLT DETAILS SHOWN ON THIS PAGE MAY NOT DETAIL 'D', 'C', AND 'L' HAVE 41179, A• YtT4R4,.�K•• COINCIDE WITH THE ACTUAL COLUMN ORIENTATION SHOWN ON PAGE F1 . PLEASE UNIQUE OFFSETS FROM STEEL LINE REFERENCE THE STEEL LINES AND/OR CENTER LINE OF ADJACENT COLUMN SHOWN FROM THE OTHER COLUMNS ALONG ON THE ANCHOR BOLT DETAILS WITH THE ANCHOR BOLT PLAN ON PAGP F1 DURING THEIR RESPECTIVE LINE LAYOUT OF COLUMN AND ANCHOR BOLT LOCATIONS. it" '-` F Q.p;d• 10 (V � � .•� 1 LL O" p Q„ zt ID 47 Ip 0 10 y - Z 8 2 2!4' 2Ye" 12 1 2" i7 M I -�` � r _ OF Ar AV A lk IL f JI _ _ in N - - 04 r N co \ L+ _j _ i J in i!1 ,jam _ $ rn 4n 2nl 8 Iv _ NIn _ 0 } rnr- - ORIENT THE 'TOES OF �� • rl � � �, p SINGLE-CEE C00 OLUMNS I I TOWARD THE LOW EAVE o n m BASEPLATE MAY HAVE MORE THAN (4) HOLES. C4 w BU4TX ANCHOR BOLTS ARE REQUIRED ONLY AS SHOWN. BU49X BUBBX BU60X BU48X 23 Q (4) 1-1/4' 0 ANCHOR (4) 3/4" 0 ANCHOR S (4) 3/4- 0 ANCHOR T (6) 1-1/4- 0 ANCHOR I I (6) 1-1/4' 0 ANCHOR \ (4)1-1/4" 0 ANCHOR 3 3 BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION I BOLTS WITH A 3" PROJECTION LJ BOLTS WITH A 3" PROJECTION V BOLTS WITH A 3" PROJECTION 6 9 o m. W r0000 H J� Mch Ul1 � �iriin M M 3 Q O p L c ZIn Ol O j( ♦a �(� d LL FOUNDATION DESIGN NOTE; THE ORIENTATION OF THE ANCHOR BOLT DETAILS SHOWN ON THIS PAGE MAY NOT o COINCIDE WITH THE ACTUAL COLUMN ORIENTATION SHOWN ON PAGE F1 . PLEASE r REFERENCE THE STEEL LINES AND/OR CENTER LINE OF ADJACENT COLUMN SHOWN 0 ON THE ANCHOR BOLT DETAILS WITH THE ANCHOR BOLT PLAN ON PAGE F1 DURING m LAYOUT OF COLUMN AND ANCHOR BOLT LOCATIONS. d U 0 at Q � c coQ � Q tz m Q o ti rn =3 o U c F; cn w arc. =3 - co a0Q al— r, S QZ) 7. 41179v C^ > S I w �, ! T 1t all ft r g .g. ra LL -ul grit, Strong Back Column Size y D CDa) Part MK.# Total Depth Flange Web N CDMXB021 1400 650 164 N w I I O O 200'-0• Part Sizes zs'-o 1 u'B• sr o• za'o• _ si o za'o• io'-a• EPS_ P8.188 Strut cc 1'2 RDB ROD z � CX6018 - - — - cxaol8 AA RDC 3W ROD m m RDD_ 7t«ROD rNn N RIDE V ROD t �` Go 2•4 -� m RDF 1 V ROD m N X 1 LOW EAVE Y-0• E > i FT-T A C C%a001 I CX0002 CXn nS Cx0013 _ - - C%8006 - - CX6007 _ _ _ C%8013 - - _ _ txUnOB- _ -CX8016 - CX2001 O G aCl -. _ _ - - _ V CX8021 (XW13 0 J' ;-11tk-11 .a a,,,,t�raw EM005 u•.ml.«oe c (Strwig Back Mam Cdunal 1 CCdumn) CO c �•bx P R R a� O 'Pi+ x t' R x r dS'-9` W a U aUcc a Qo� ,�, I cxzooz -- ----© E lL CXW001 l---- © -- EXW012 I 4 R MXH012(weals► Mart Column(Parapet Stub) CXB019 x S I •� b N m N R y N l,1_ Jm 00 Z7 co 4)) 01 01 x CXB020 i1 .-1 cxw0oz o: a (e 40 D m rn �! --`-- --- - t r 1 NU MxHooe(wexla) �J e, �rysd (o �_ In to (Parapet Stub) o 0 0 11 = t m m Ir qo m Ir m o o f t4_ T3 0 f, O L. V In N 'fllUxM +h115 % r �a O Do a- LL L � s e Q 0 cx2oaa � 4 — (n --- - 0 MXH009(Waxle) U I P" 0 (Parapet Stub) N ob o I- 0 3 m o m aUtl a I N rO Rrl �'', ¢in rc ixe a. N Ce03 P"r, N 0J N R Icxzoos 17 CXW004 CXW013 J�f E - ---- - N RU�NOU�-- J J F Z MXI1010(w8X18)- (Parapet Smb) 3.x x Nn In (1 C3 K J.9 n N - - _ _ - - N _ t�1 J.9 s _ �- - 25'4• eat coy 1 t - _ I ti o L) = Q 1- -_._-_ --1 O N n1 Re N N ry cX2ooe -- f - nt M�znMIHr- ry„to oo: $ % -- ----� Q p p Ln CD----- a �R°ot of°� m e cc z y p d I in a tni F U .0 w to .0 £ a. I EPS002Epsom O 0 Q rn U Q m cxa ob xB - rXBol4 - cx cx eolo - eoli cxeols % con cxwnoe - - ---- \_'J a F- _ ° ip t MXH014(WBX18) M*1015(Wexle) MXHo15(W8X18) MXHO15(WBXIe) MXHO15(Waxle)8012 MXH015(W8X18) ICY)- ----- -- - - - - I (Parapet Stub) (Parapet Stub) (Parapet Stub) (Parapet Stub) (Parapet Stub) (Parapet Stub) -MXHol6(W8x1a) R. .9 I - - t MXH015(WBXIB) (Parapet Slub) `�} %V4 LOW EAVE (Parapet Stub) . i SEE SHEET P2 1'2• FOR PART MARKS r- 4 r 41179 IN THIS AREA 16 0• T-O' 15`-1• 25'•s• 2SI-51 2a'-2• 2s-51 25'S` l.4'-t' 10'-d '4A k�c4stlR�� — - d��QfAL lts' 1 1 I 1 1 I I--- I E CD �� CD M GD �J l b 1Q 11 Notes: --5, 1 s ti Plaoe metal tagged end of rafters toward the low eave. w.i§` _ -a $ 0 Strong Back Column Size o C. Part MK.# Total Depth Flange Web w o N N MXB011 12.875 650 164 5` c Part Sizescc cc o z RDD_ ROD 3 oo Go CIO x x J J - Y Y N G1 Cl = 0 F+ CU --- Li v O S 0 m 1 N m w " J,9 J.9 - a RXBO33 CXB022 O CXB022 (PORTAL RAFTER (PORTAL COLUMN S Ig Q MXH011(WBX18)- (PORTAL COLUMN AT MEZZANINE) AT MEZZANINE) (Parapet Stub) \ AT MEZZANINE) / r X c 0 0 T-4 m MXH004(W12X26) -CXW005 H m I.- (Canopy Beam) (W1OX22) o a 3 :;Ino ' t = m in m bf w 3 X � u ? o v av C o O� z Z m ui p t C Q j � t10 O X O 'C L U co l I = m 1-1m n. lL CXWO06(W10X22) N (Cal.Below) uCXWO10 C MXHo 6) ENTERANCE BUILDING I - (WBX24) - O (Canopypy Beam) _ LOW EAVE- - C W CXW014(W8X24) //p 0A ` rp (Piggy Back Column) n004 tiP00 m MXI1013(WBX18)- CX8004 0 (Parapet Stub) CL RXWO07(WBX10) � o (Piggy Back Rafter) " ` RXWO06(WBX18) E (Rafter Below) N J O MXH003(W12X26) -CXW009(W8X24) CXWO11 - ---- - O 1/j 'Y (Canopy Beam) (Piggy Back ) t70 W MXB011 Calumny C = (Strong Back Column)— — - — MXH005(W12X26) Q O Q ^ MXH005(W12X26) (Canopy Beam) CXWO07(WSX24)— (Canopy Beam) i Q (Col.Below) 1-2 P W Do CANOPY O O -0 i d1 bLOW EAVE a 00 a C0 OcuO ZW-W ,r EmV r CC i o O Q z � co O � 11a N 41179 w 10 Q E Notes: S `2r1 _ Y O Place metal tagged end of rafters toward the low eave W � ��;= ; 4 ;` U- cayly' j� z33f8 a N N cli �D N 0.5 12 0.5 kn acres cc 65-0 i1/16" - - 65'ol]/lb• 00 m —--- �� - I, - 1011ha• '-1nlYlti' p.A• 9 0• 5'4• 5'-0• 5'•0" 5'•fi 5'•0' 01G1' 2 2 1 ]013AA y.ln hr, es S Q" S-0• 5'-e' 3-Or WSW -IoI'Ar 'QO 4t6• -- le T-1nj3Ao 1.10 Aa 5.0' •5, ,-29 * ` an co A'10 W (ot3AA .-tel'ho r]n h" Ae' 77. r-1 12 " _J se N + Y N 0.583 QJ 4 O V ? 0 m � '� m' l • v (, at O 3 o C - /✓. /1' 3•. \�' t i13`1 7) il\ 1, lr•) \.. �` -- //lo 12 5 Sit U Back - 9 1 _ �1� 14� / m 12 Column fi �_ 1, 7/ ni �? 0 25 Mezzanine Finished Floor _ _ �' 1 I , — ^' (O _ e" N rev Ater:anion Bnxm Mezzanine Beam Mnraauhm cam Mezzanine Beam M rmduu earn -� N W c 1 -- ' ► m 2 41m X/' ('4) ° r �°m0o mm1m,rnl co 00 FINISHED FLOOR ELEVATION: 100'0" = FINISHED FLOOR ELEVATION: 100'-0' a ?� a FINISHED _ BOTTOM OF BA EPLAT : 00'- - BOTTOM OF B EPLAT • 100'-0" ,_��% FINISHED 't Lo t ' Ln M -- - FLOOR T Y 2 ._ v of .4C _ c a u� O o c c el o V = d = T In 00 O m C V C tY G W !r m O CU CO n. LPL P-I F - - - J N 1J £ STEEL LINE 1 to-0— I 6'•0" STEEL LINE 4' -- -I' —�- -— Q �A O © O © O J-9 C� ® O Iv In tA in Material Schedule P V 1J J Low Plata Hig"Plait Outside Flange Inside Flange Web ""1 N flu) E - wldF IAkk Width Thick Wdw Thick 1MtlUi Thick 0elmu Thick De pill" (r1 �- to 1 900 038 600 025 600 025 1200 0.15 1200 i " 2 6.00 035 600 0 LL ,38 600 050 600 025 1925 019 1925 Q 'a zQ 3 Wax10 i a + Q 4 A00 038 800 039 600 0.31 Goo 031 1987 016 1987. Q 6 00 C h G B o0 01i8 6 UO 0,60 8,00 050 13.00 0.16 13.00_ � z (U � In 4.0 m 800 025 -'U .� w LA .0 cc 6 BUU 050 800 03e W10x22 o O Q N V Q Z 7 SW 038 wBXla n _ B Boo 036 600 038 weX18 Notes" It 1* s Soo 03e Boo 038 wlox22 For column and rafter mark numbers,see Mark Number Plan. R��t R4 7� e> 1n loon 050 800 038 w12x26 NSIFS indicates that flange bracing is required on both sides of the frame line. 11 600 030 600 030 WILMS 12 1000 050 800 038 Wt2x26 For expandable endwall rigid frames,if flange bracing is required on both sides(NSFS)of an expandable endframe,the opposite side flange brace 41 179 Si �w will have to be installed at the time of expansion These flange braces have been provided,as required,for this future condition. 13 600 038 6cc 036 W'81(18 Bolt Schedule '•`••�•'QVAL 14 Boo 038 Boo 0 36 w10x22 If NS1FS is NOT indicated,only one flange brace is required and can be located on either side of the frame. k Is 600 039 600 038 wexte ""'indicates the long side of the interior columns.Columns at the ridge are typically"flat-top"columns,unless indicated by the""symbol " 1s soo o3e wexle ID Qty Bolt Description Bolt# Nut# ;.a,, �- g�4A �a 0 Rigid frames shall have 50%of their bolls Installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is "i a oa _^ 17 090 018 Ran 036 wlox22 released 1 �a bz � O4 X2"A325 H0603 H0300r" Yl: aex la BAN) n-w u�n� n • W8x24 " ^•s�a�gE��a4��el�:. m Z 8t"X3 A325 H0633 H0320 ` 'aa5as�s � yY' a IS !U@ III 0.0U 0;5 WBX24 - wovi3u C� 20 1000 038 Goo 0.25 •'&k'; r 3 1 4 1 'X21d1"A325 H0610 H0310 ^� ��-o.`EoF •o<; ", C3 oa 12 N N G 10 l0 0.583 N N 0 0 v-o1h6' 1-10 T-4" — " Ln � in Co' d v a rp a=o M E E anm Y Y F- F- E > 1 1 C O a3 N G1 Q " C � , C - A j N Co N L fL E t0i Car 011Z r�j CD q N Entrance I W -1 a o o 00 , ,Building in F- on tm (3) (2) m 4 3 on, rn y rn lP U M M T C b via nrT f � oB Idi _ ' C Z a, ti O L C E5- L ; 0 bA r_ X L a ure . N C i J Q C O +J o v v ao In to N � i O FINISHED I'LOO t E If N 00 0" J y BOTTOM OF BA-EP A'r I ' I FINISHED _ _ Vl E . -f[6 lt- t10 � ro L q = j j N LL 77V W-101*" 6' o > > U ? ME W W W Q O O (71 A w 4� s tl) 4� Ul I , v T a OD z (U W W O a z ij .� ffi Vl E C J G i oiH i z tp o 0 Q G V Q z � L m L f V R D Notes: ,< For column and rafter mark numbers,see Mark Number Plan e4 or v� ,ri NS)FS Indicates that flange bracing is required on both sides of the Irnme line For expandable andwall ngid frames,if flange bracing is required on both sides(NS,FS)of an expandable endfraine,the opposite side flange trace 411 will Have to be Installed at file time of expansion These flange braces have been pravidad,as requlre<1,for this kdiee cone itrin o� i p,1TytY�`w QVAI 41y YT,}, C:3 If NSIFS is NOT indimled.only one flange brace is requlrud and call fie lurated oil 61hiln oidn of the frame E Material Schedule ...indicates the luny side of the Interior columns.Columns at the odye Lire typically"fiat-lup"columns unless indicated by the""'symbol sa 9 = O Bolt Schedule az ��-;oiA�o _.� �Yo�r r LwPtahe HghPleio Owide Fiangansidaflange Web Rlyid frouhea shall IhnVp 5U°6 ul their bulls litblalled and Ilyhlent:U Lin both sldus of Ihu wuli,ulliu.nnl In eaCll II.+Iiyr.belaul the basting equipment is om veer" n Ma g 2 (10) Wdd, Thick Wdim Thick W0 TNth Wdd, Th'.A Ptt Ih1 Th¢k a ,,' released. �>;"_ "�;�2; + WPkl,i ID Qty Bolt Description Bolt# Nut# �8£>:oEem?,oZ`s�;Y O A uii 9.38 /ell ¢25 Wtix.n 'aspUE. i1 046 waY.a 1 4 h"X 2"A325 H0603 1-10300 00 N ril N N O O ill Vl C � 0 5 12 12 0.5 3 3 x x m m E � 65-0114" 1'4' 1'-4' 65'071/16' r r' 1013y1 1017/1 - 1013h 1A13/t 1 5'-0' S'•0• 5'-0• 5'-0' S'0' S'-D• 5 0' S'0' 51.0. S 0' S'0' 83�• E > 4`101sh6" Iola/1 • l0 3/1 ' 1 1013/1 ' a'-1o13/ 101 to IVI'- 8• — — 4-1 01 to N LL ,� LL LL o Z` .-31b CU ZZ UZ LL LL Z LLZ N.Z Z LLZ LL Uz U� , C Z O C 10) - - (U to (.5� 12 c a z J � 0 12 41 (- Double Had 7) 9) b u 14 c CK o 0.25 1 •� \6� Bracing(3/1'Rod) Mezzaninr finished Floor A u N c O .� cMezzanine Beam Mezia ine Behm Mezzanine eam o Mezzanine Dcam M,zzanine Beam, - F J M O O i!D E t ry .r LU rn m m C u .l u O a► �•'oo � i Co a `m m � m 4 E ,� 14 y � mrn io a o _ .. n y 3 �rn rn h A a > > o n in 60 o Double All FINISHED FLOOR ELEVATION 100'-0' ~ U 2 t, U rn vm F1N1SN€D Bracin (4x3x I/z Anelesl BOTTOM OF BASEPLATE. 300'-0' _ u O E 2 Z a FLOOR -- FLOOR z = , v o t c ai o tu- T r In t30 0 a v = a i. m qmLali r'r) Cl- 60 1'-0 18'-113/�' > `o W cc t•- 1'-107tj" ug o J 21Y•0' 17-3' 26'9' 25'-0' 25'0' 20'-8' Z 1 STEEL LINE , _ 130 0" r STEEL LINE Q i 1 � AD o B's o 0 o ct CU Ln 0 J V J tL Material Schedule tin W M �D 1 0w Plate lbgh Plate LMSAe Funp 1051de Flange wet � 6 NLL -�) tI Ti" vvw Tho. am Thick Mehl-Mehl- TW 1 Th" Dwmt Q _ Q 1 e00 038 000 025 600 025 1200 0.15 1200 L •� Q 2 BOO 038 6 00 038 6.00 0,50 600 0 25 19 25 019 1925, Q O m 3 10.00 D.05 _ 0-00 0.63 &1 DA 6.00 050 22t10 020 4000 -J zU i � d0 In 60M 02e I00B .0 s� '� £ � A 000 063 e00 B3e 00o 0.31 Rau 038 321xt 022 2525 o O Q n V Q m ___600 050 6.00 0506.00 0.11 boo 025 2625 OM 3000 a u= Cad 050 6.00 036 10.10 016 30,00 Notes- IOU IOU 0.39 30.00 016 2525 �t1.4 R ,p1 6 to on oso ant) 063 sou 063 11.50 n25 11 s0 For column and rafter mark numbers,see Mark Number Plan 2 i000 050 pica 003 d00 053 1150 0,25 1150 r NSIFS indicates that flange bracing is required on both sides of the frame line � ,3 a 6110 aso 600 D.so 6.00 025 no 035 2625 022 3000 For expandable erdwall rigid frames,if flange bracing is required on both sides(NSFS)of an expandable endframe,the opposite side Mange brace 41179 9 a uo 050 sou U50 a 00 030 600 Ills I200 0.15 1200 will have to be installed at the time of expansion,These flange braces have been provided.as required,for this future condition �r �'i (�� zv P 9 p q ��, r�� : t0 6An 0w 600 050 500 025 am use 2525 0,19 31.71 Bolt Schedule 1`•'�""L 1u.71 019 30 DO If NSlFS is NOT indicated,only one flange brace is required and can be located an either side of the frame. e I goo 050 600 050 wexie "indicates the long side of the interior columns.Columns at the ridge are typically"flat-top"columns,unless indicated by the"'"symbol fi i2 kliu „6 600 050 so0 011 BOB o31 30.01 0.+9 2525 lD Qty Bolt Description Bolt# Nul# ?I A R00 063 eon 03e s a 025 2525 01s z5 zs Rigid framer shall have 5095 of their belts installed and tightened on both sides of the web adjacent to each flange before thehoisting t ostng equipment is ��=s;ese3 r released <€ �f.• • i•� 8 "X 3'A325 H0633 H 0320 O ID eon 063 IOU 963 BO11 016 60D 063 6500 Us 1900 t In 2 a I"X 2 4'A325 H0610 H0310 �` 7T p 5 u ,,00 ur,3 eoo 06D /000 02e 1n u 3 4 5 "X 2lh"A325 H0610 H0310 ~FiU UZI 6t € t1 oL" N N N N O O � to m m H H = 2 i co co E f J J Y Y H r to 0.5 12 12 0.5 E v C y 651-pllh6" ---��r_ 65•.p11/ie" " aai L'• 1V• v � 11 4'-1013/Ifi A'"IO11h6-4•-1013he 4'-1013hs 4••1013hE 4'-101%6- 4•-3013h6 S•-O- 5•-0' S'-0• s-0' ---_ C 'a I d'•10131+6 A'-10111i;" 4'-1013h6-4'"10 /16" 5 0' S tl' S_0• C _ S-O• H 1!<• M•10151t6'A'•l0 3h6' — — S•�" S''� S'-O- "51J,'i 1'-!ha � 7 N _ e• n 47 � n 3'•3'h• °' o u+ o L V 1n m toll 1'Vn1 LL ULL Z LL z do m i`��1 �n4 —_ V1 mZ LL Z 1•-1NU\ _ O (-3_,) (D4 W J o O 1 ` d nt M v CS6 a m L2 1/�1X7 r✓2%IA 1 -- Q W W NFS�fs A a-, - - o�+ Q I "' a � 90 co (� m Q N i0 Y •`° a '� a 6 N z U M K1 N a $ W oW II U _ o � K - a F z � z 1 :1Z L tD a Ln 00 0 X Z a a L ao 9 J io r-1 co a Ln f` a U w FINISHED FLOOR ELEVATION: 100'-0' 1_ FINISHED BOTTOM OF BASEPLATE: 100•-0 FINISHED J FLOOR FLOOR tj z z = a Q w < < ty o c a x ¢ O = va t+ w 4 > U w 125-53/4" 1'-llllh" $" w a. d! O l/1 ,- STEEL LINE 1301-01 STEEL LINE r vt LJ J LJ lJ V E to � Q � Li Q Q c 02 C: C o v o Ln 1 ao Zvi way a► zto oOQ �UQ m '"t Notes: a~ u Material Schedule For column and rafter mark numbers,see Mark Number Plan �'� WA .r �A Low Pia!" 1A0h pwe outside Fuuale bnida Flange woo NSIFS indicates that bracing flange g is required on both sides of the frame line. �- wmm Thfd width nod W101h rhidl wkm 11wL 011dill 1hOt owe 1 1000 063 loco 100 10 00 oso 1000 _ 063 2200 031 5100 For expandable endwall rigid frames,if flange bracing is required on both sides(NS1FS)of an expandable endframe,the opposite side flange brace 41179 5100 031 5100 will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition. i +lsn;K� 2 1000 100 low 163 Mail 0.50 loan 063 so m 029 2925 If NSIFS is NOT indicated,only one flange brace is required and can be located on either side of the frame. BOIL Schedule rRntel Rl` 3 10,00 0 7S 10.01) 0M 1000 850 10.00 063 _ 29 25 0.25 2925 a y r 10 m 038 2925 0,22 3900 "•"Indicates the long side of the interior columns,Columns at the ridge are typically"flat-lop"columns,unless indicated by the""symbol re E O 4 1000 075 r0.00 063 1000 050 t000 063 2925 1125 2925 ID Qty BOIL Description Bolt# NUt# Rigid frames shall have 5096 of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment iskeyx9`t U_ to00 036 2925 Oz2 39ao a."„� tl released y f� @i 5 1000 loo 1000 075 1000 050 1600 075 sego 0A 2925 1 B 1 ljy"X3f "A325 HO660 H0340 >�%' _ fistf €�� O €a:x" 1a €'sx 6 1000 063 +0,00 100 logo 050 loco 963 2zoo 0.31 5100 2 8 1"X 3 f "A325 H0640 H0330 _C? f a E slog 0 31 5100 3 8 "X 3"A325 H0635 M0325 � 10 N N .n .o • M N O O V1 to tr K - z � � 1— . x x f F J J Y Y H H 0.5 12 12 0.5 E J 0 v y y � 65'-011/16 — 65'-011/16- c a p.4• p J. C f3 4'1013he 4'-101311fi 4''2013/t1i 4'-1013/15 4'-1013r1fi 5'-0' S•0. —_�_ _ ry 7 15 4'.1013h� 4'-1013r41U13 '•1013h� 4'10 /lfi i•O 5..n.4'-30 hfi 5"n' S-0' ' 1/£ • y O E u- vw331h.W V+ 11 O./1 LA LLZ LA mZ 7 mZ ,� LLN � Z �MXH007 w 7 "Z " z m (WRX24) — — 4 Z �2 4. w HEADERSTUB I,3) (4 C rJ 0 0 0 h �y m NS/FS ti 0 m NS%FS LL z 3 ° +n y of m r -- 5°��P 3 --3m rn 1ON v (3 fA cc C`N ' FBC62 -- z ,_, 1n 1n NS/FS y rn M f' p I E E ¢ b ? U V V a < a < tz 6 o ^' a E m CoQ i m iv 7 Z r0 y ¢ N W Y • Y 1p 010 Cr .� IN, 1 p t C o r a 1no L o IIIa T 10 a m Z n FBC46_ _ vl .-1 Z maLL o w o Z NS/FS O ¢ o a ¢ C w 2 O a H IX ~ u J uzi , Q FINISHED FLOOR ELEVATION: 1001-0 Q tIN1StlCL v BOTTOM OF BASEPLATE: 100'0 __ FINISHED C FLOOR -- FLOOR O CL ix ILI lJ V Q 1J w Q Q w .1 w w a 127'-93/4" a p B' Fo V U J STEEL LINE 130'-0• STEEL LINE _1 O E 1 On o W rD o Q '� Q Ix Q � m Q r` O O 0) a :3z w O z w 11 o + LD o O Q V Q Notes: a~ v= -- For column and rafter mark numbers,see Mark Number Plan Material Schedule NSIFS mdlrales that flange bracing is required on both sides of the frame line. 3 (U; L,N claw High Peale Outside Flange insure 1`13nge Wet kill w1d+n n,u Wdlh 1htk wale rnki w.1+n 1110 u.0h1 11,10 paw For expandable endwall rigid frames,d flange bracing is required on both sides(NSFS)of an expandable endframe,the oppos Ile side Mange brace 41 179 Z% I 101x7 1)so - - low 017 0C10 05:1 1550 028 1550 / �� v' will have to be installed at the time of expansion These Mange braces have been provided,as required,for this future condition. Bolt t Schedule //sStR �' CDP 2 1000 05D 1000 015 10.00 050 +nob 050 3200 020 31100 1 -,O•/'HAI h-" 3 1000 025 1T.00 075 In nn nl5 10.00 0.75 )tl 9U 02B 51 W f NSIFS is NOT indicated,only one flange brace is required and can be located on either side of the frame. _ _ _ � ,� 9Iw 053 51 cu 028 51156 indicates the long side of the interior columns Columns at the ridge are typically"flat-top"columns,unless indicated by the"'"symbol ID Oty Bolt Description BDII# Nut# i �Y w 4 :ODD UW 121M V.Au In OJ Uhu $01* 038 4500 1120 490U S Rigid frames shall have 50%.of their bolls installed and lightened on troth sides of the web adjacent to each flange before the hoisting equipment is 1 8 hhl"X 2 Ili"A325 H0610 H0310 J A U s dy 1000 063 1000 n sD ev oo U 28 58 5D = Ll- released 2 6 1"X 3 IA"A325 H0640 H0330 �1 6"p' = f = O 5 1000 10(1 1000 07- 1000 050 10DO a75 SB N, a20 45DO - ebb; S t00n 063 1000 100 11100 U63 1000 063 1700 031 5850 3I I "X31 "A32b H0660 H0340 sesrl 63+ v15, 4 8 3!4"X 3"A325 H0633 '0320 T 31 a i E c. 0 0 N N l0 l0 N N O O to In ¢ a 0 � 1.5 0.5 cc �- 65'-o171i6` m m -.13hfi 4'-10 t3A�• 4'-1p13hy 4"-1013hs" V-4. T10i3hr:4'-in11Ae' 4'-10 S'0'_ •:o• S-0" y,p. 4_1015O 4'-10i3h6`4-1013h64-1013ny 4-1013h6'4-30I3h6 4'10lhb - S 0` S''p' S'•U' S'-0" gu• t- 31A E a', - a C OCl IA .0 Ln OLL LL Z LL Z LL m m U .0LL N 41 0 � LL LL m � LL rr1 C U V, N LLI LL ti mNmN C .— LL Z �-Z ZLL Z C t0 l u 6 N co v CD !c1 I m o { CBS 0I1rX a v NUFS w LX4flQ t: CY 'AN U 0, Cr f0Wi CC O O O t36 n j j FBcaa LL � m e Q cc cc CA I' M M V FINISHED FLOOR ELEVATION: 100'-0' v h �+ _ ` u O BOTTOM OF BASEPLATE 100'-0' D FINISHED -J Z t c FLOOR — -- FLOOR z C a ` m � coa 1 u i0. a = a C w � vi w a q a O J ul 1'-215h6' _ — - 126'-101/8' - - --- 1''21''`✓16' w a �-+ Q STEEL LINE 130'-0' STEEL LINE o C O v O O to to O J lJ J � V� E ao � � � N Q L l_ Q � � 3 Q Q C m C t\ ) 4O f �O Ln QT a s t10 Z N C10 i U C s N C CD m w a 0Z. lD Notes: at° Q V= Q R Material Schedule For column and rafter mark numbers,see Mark Number Plan (b` Law Pike Kgh Plate Outside "9e Inside Fla e e Fla I ^v web NSIFS indicates that flange bracing is required on Moth sides of the frame line i vGnh TW width Th d, width Th„x wam Tr.,* Diffial Thou DOW 1 1000 0.63 '800 100 000 031 800 063 1400 02e_ 4800 For expandable endwall rigid frames,if flange bracing is required on both sides(NSIFS)of an expandable endframe,the opposite side flange brace 4117g 48.00 031 4800 will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition 2 800 100 000 063 G00 a5o a 063 4600 025 2925 Bolt Scheduler, A% `•'�If NSIFS is NOT indicated,only one flange brace Is required and can be located on either side of the frame 3 Boo OSa 600 050 600 038 600 031 2925 an 29.25 y r Goo 050 Goo 025 2925 a 19 3900 ""indicates the long side of the interior columns.Columns at the ridge are typically"Rat-top"columns,unless indicated by the""symbol ' a 5a � • 4 600 a50 600 oso s0o o3e 600 om 29zs _ a22 2925 ID Qty Bolt Description Bolt# Nut# a� =o;� e� Rigid frames shall have 50%of their bolls installed and lightened on both sides of the web adjacent to each Range before the hoisting equipment is ;o ?:�c,,: -g 600 - -050 G00 025 2925 019 3900 _ <y;,g;,a.• U- released m R P o•F by 1 8 11�"X3t "A325 HO6&0 H0340 '��>.-�eYq =_=-= O 5 B00 100 800 063 B00 OSO 800 067 4600 025 2925 S� N fz lail+o 2 8 "X2ib"A325 HO610 H0310 �.Y =gb�gi2«s;pa a 6 1000 063 800 100 B00 031 800 063 1400 028 4800 o.Sp�g �` ._o of 4900 031 aeon 3 B 'X3"A325 H0633 H0320 ^`-E3Ms3saf5€s a 1 , , 1 � -i 00 N N_ O O N N ¢ cc K ¢ Lr1 m H F S 2 � Co m � f 0.5 12 12 0.5 ~ r is E > 65'011h6' z _ - r4 i•4. 4•-1015hfi llr6 5 U s'rr C A'-1013/1fi 4-3013/1f' b'10 16 ° CIL b-303h4-1013/16' b-1or3h'4-lo — T-a 5 0• 59• � CI a, 4'•1073h6 N-lol%6. 4-101% 4`1013I6' 4`10 -0 S•O• 5'0' -STh T79Y16• > aT 0 Ir O 3'•3Y1' C 1a � N m m Z LL LL M 02, 3 1 6 �- �./� 1 4 m h c N O r 1 Z ro O O O o W my N T 00 M � ID In M In In m N N 11 i L m (12) (13 C a v v Z � "1 O t C a In DO O a � fD m � o] d li r-'I f+ GJ FINISHED FLOOR ELEVATION: 100'-0" FINISHED FLOOR ELEVATION: 100'-0' C FINISHES BOTTOM OF BASEPLATE 100 0' BOTTOM OF BASEPLATE: 10(r-O I FINISIIED J FLOOR FLOOR = M z = to Q � � a y a S a O rn W cL V 1'4• 13'8' _ Z5'O" 2S'0" 25'-0` 25'0' _ 13'-57�' a o w o Ln 10w g" ,n STEEL LINE 130'-0" STEEL UNE In 0 O M J v � E tso m +, c '- � Q Q emu. i3 Q c Material Schedule a 00 f.c rn fay o - low Alale High F lele Oulsido Fargo Imide Flange Web f t W a 0J b NMIe1 n`t" width Thick W1din Thick WldIn riser oqw.l it" WPM.' i l.1 ,= W ,S £ Q. 1 - rTs Q p1•,•,1 ; Z 2 65069 a F00 Q = Q m 0 3 g5105 Notes: 4 - ESO75 - Y`4 R .14-F• For column and rafter mark numbers,see Mark Number Plan 5 [5 109 6-a 6 05 NSIFS indicates that flange bracing is required on both sides of the frame line. 'f 7 goo 036 goo 022 IM75 For expandable endwall rigid frames,if flange bracing is required on both sides(NSFS)of an expandable endframe,the opposite side flange brace 41179 v e Boo 038 800 022 123oB9 will have to be installed at the time of expansion These flange braces have been provided,as required,for this future condition '�� r+r1 t5y0NAi_\:� 9 e00 041_ 6110 022 12SO75 If NSIFS is NOT indicated,only one flange brace is required and can be located on either side of the frame 125075 indicates the long side of the interior columns Columns at the ridge are typically"flat-top"columns,unless indicated by the""'symbol 10 g00 038 511 038 - 12SO69 12 Bolt Schedule �_•; " Rigid frames shall have 50%of!heir bolls installed and tightened en both sides of the web adjacent to each flange before the hoisting equipment is 1 a�a$g j.-�>^�_o •'1-z LL It 600 hU eW1 07i _ - 12s075_ released ;rg € _� r_ _e6"i�.z O 12so75 ID Qty Bolt Description Bolt# Nut# �,b"�t �t:`sE, pi 12 ciao 036 400 022 1128W u im 039 JIM 036 1 1 wI0x27 I4 2"A325 H0603 H0300 -"-`�==s•= �- i , � o , U O U, V1 a a a a m m M r r Y Y + r r E > 4, z a - — — — o J 4, 41 p IIr C A 7 cN m b Vr a a m ir rco O O 0 Z m m y M ? 11 m m w �^to+n Q1 + /' s " mm u z f , —, 7 ofCU z E v v C:o t c j in 00 O x J Q FINISHED FLOOR ELEVATION: 100'-0' BOI TOM OF©ASEPLATE• 109-0' FINISHED C O va a o a a p FLOnfit •— ' a' V Q v • V V a g a a� O V a QJ + W. LL LL 1 a w VI ~ 1 CCO � l- 1 a z U i•13/g• 22'-33/4" w ai E 1 10" 24'-6" 1 ~ N V N J LL J 25 1 STEEL LINE + to '-4' +� + 1 O 1 Q >Q C 1 1 INDICATES PROTECTED ZONE.NO DRILLING,WELDING OR FASTENING C CO C n IN THE WEB OR FLANGES IN THESE AREAS. W< O �� O � (U M z L) .0 Ei L% .0 cc f G p. i lD o O Q Notes: t• R For column and rafter mark numbers,see Mark Number Plan. i NS/FS indicates that flange bracing is required on both sides of the frame line 3 CG For expandable endwall rigid frames,it flange bracing is required on both sides NS,FS of an expandable endframe,the opposite side flange brace N P 9 9 9 q ( i P PP 9 4tt79 will have to be installed at the time of expansion These flange braces have been provided,as required,for this future condition. snKx�' If NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the frame is Material Schedule ""'indicates the long side of the interior columns Columns at the ridge are typically"Pat-top"columns,unless indicated by the"'"symbol. <? " Bolt Schedule _ ;�i N L_Aai� Hqh Plate C is,da,lanye Ins,de Flange web o t Io) Rigid frames shall have 50/a of their bolts installed and Gghlened on both sides of the web adjacent to each flange before the hoisting equipment is s i if; 1i F3 :�6 p 1i Width Teat toot, iM W1lh Thlrk w14d1 Thick D RI 9" �� ' I[y aj5 O 8.00 030 1000 125 900 03B son 075 12t:0 lVA I2W released uEa ait•3 2 100t. 1115 lao. I7s Boo no3 Bou 063 22.2s n2B 2225 IL` Oly Bolt Description Bott# Nul# C:6:� e3z� Ei ' o o00 nr loud nod d.3e Ba o7s uB4 ore iron i 8 114"X41I1"A490 X X '' ==�3 `laF=►� 00 N_ N � � N C 0 0 Q 2.4 Q 2.4 � SEE NEXT PAGE oI I I SEE NEXT PAGE m m FOR EXTERIOR MEZZNINE I I SEE NEXT PAGE19'-3" S. FOR EXTERIOR MEZZNINE 3 3 19'-3' 5'-9" 19 3' S'-9" -- r r rzwoln � FOR EXTERIOR MEZLNINE MXB007 141 A - cxetla, (wtlxlel - A A a) r1 I1 O MXB005141 -O O fV v X F E 35008 --$� AYIY c r Y zwalr STAIR LOAD rry FBc o - - -- p p Cc p GG y O-- CYwOOI- Iwtlz,el ©- -----;� IoeY — - - E © - __ B.J OJ C C __ MX8008�3� N N - Itl02 N � N Ol O LPL O I o N fBC50 loe7 lSh Q. 10 i11 N N O 0 ID N I m co N C50 �F c'.Il atoll, INA N In J � oo ►-N ao, 00 rec5bfgt"A o N ao 44In m cn m - ' in� y N N rI 4 m 4 ;� FK50 N L M M N o N xwi o u Z t: m m O N p E ' N -- - -- - L ' tn L 0 M C%W003 C%8003 CD Inl7 - © O- - -� c � m N N m r-1 m a LL N N .-. N C511 tIa1J iBC50 Q O o (' N N o I N m o N e�4 ,tleY f cso N a Na o N v N Ioo, C x !t%WUOY 1 ,RWnll N N cu O_-- - /WO%l0I - - - -- O - N i8C50 f 9 iC W a0 0 ( N fTiC f C O N N J y, .0 L I � .• '� 4— 1007 N � N1'ONIM IIN IEA N —_•—.—.— J.9. % fl At 14 BOAtll.G >< J.9 w Q Q Z ul.o<Anmr, y - PORTAL FRAME L <fooz: I MYINOS W1D161 aws ___ _ L 17 KK SERIES JOISTS 25'4" e i OJ.9 - - - -- J.9 THIS BAY U.N.O c o n Q C m C Q -- v cxwoos PORTAL FRAME 3y00 _ 25'4" m f N y n ©--- - In STAIR LOAD v -- - - --- M - - 1 - O =V r m O 0 25'4" n O L O o - In _ 1 o o G G i lG -- Ex5004 N - - —1 Q a o Q a m r-1 ~ t%W006 CxW010 m O-- -- O - - ----0 O a F- .O,_ 0 161-0" 9-0" 0 0 16'-0" 9'-0" I K CD io ,^Y\ \Y'\V A. O-- C%WW7 EMWoll - --- J I C� O �J O 161-0" 91-0" MEZZANINE JOIST PLAN 1179 O ® & MEZZANINE DECK PLAN ,,if YiISTTa`'�� MEZZANINE BEAM PLAN FLANGE BRACE LOCATIONS -SEE PAGE M2 FOR DECK FASTENING REQUIREMENTS AND FASTENING SCHEDULE. ME27ANINr e1rAM AITSrm LL IU TaOSIp V. Flnn a W..1 ^.fixx ■ 4� sE lYl �.n natl , EElEd s{d��La (Cfit O a im 1 , 1 SPACING SPACING ZONE DECK LOCATION FASTENER TYPE SPACING S 2 S 2 o C, SUPPORT SOI APPROVED H1075 ELCO 112 W/ 15 ORANGE TIP 36/4 1 l i ) 1 22 r" �IDELAP 1 2-14 z I" TEN 5 SCREWS (H 25" O.0 1040) OR 1 SPACING SPACING SPACING I 2s'-4 - _ I/4 -14 z I I/4" (H1020) ,n n ra m s � CX8018 CX6018Co - AA - - -- -- ro - - AA O COLLECTOR/CORD SOI APPROVED H1075 ELCO 112 W/ 15()RANGE TIP In LOCATION. GRID LINES A& 1.9: (4) FASTENERS PER FLUTE - Q +d4 :1-7 COLLECTOR/CORD SDI APPROVED H1075 ELCO 112 W/ 15 ORANGE TIP ~ ~ 9 NI II LOCATION. GRID LINES 1 & 3: 19' O.0 ^ � !Ni COLL(f.TOR/CORD E a 'v FBC50 1,4, VeC50 rn b rD �l LOCATION: c x O Iw1 cc V v e BLOCKING BETWEEN JOIST LOCATIONS IXP_ HAT CHANNEL LINES 1 & 3 N m -O QJJ µ STRUT ANGLES SIDELAP FASTENER SPACING z N/A LEDGER ANGLE 'L Cox (0I1- - EXTERIOR "/" AP0502 ) MEZZANINE JOIST PLAN B-DESK 6z6-WI4zW14 WELDED WIRE 'A N o MESH (BY OTHERS)CENTERED J rn o o FLANGE BRACE LOCATIONS �„ BETWEEN TOP OF DECK AND in ono ` 0) L 10P Of SLAB ; 1- °n r, aJ 36/11 PATTERN TOTAL TOP OF SLAB /, 0 L U m m C u = 36/9 PATTERN D� - TOP DF DECK 3 0 O L C y y �5 I, 36/7 PATTERN Z m 03 0 �L M N rH O] CL ru V B-DECK L` 36/5 PATTERN 40 Ln ( /\r` - -- -GE) S6 PATTERN C _r- d 36/3 PATTERN N C O FASTENER LOCATIONS AT SUPPORTS C SEE SCHEDULE FOR FASTENER TYPE rII PARTIAL SHEETS MUST BE ATTACHED EvERY FLUTE (36/7) N ENDLAPS TO OCCUR O SUPPORTS ONLY, MINIMUM 3•' N LAP DECK ATTACHMENT PATTERNS CONCRETE REINFORCEMENT v - AP0503 FA P-0 5 44LA � v W o N x w Q VW DECK DECK .� OISTSE OCP AN - q ELCO FASTENER ` Q AT 12"0 C- C �] C J0151 •� T J015T (MK %-) Q O _ 0 cu EXTERIOR JOIST BLOCKING Z U rc C: F MEZZANINE DECK PLAN (MK SfEPIAN,-� W >2 �-• a Q u= Q m FASTENERS AT 12"CC k (MK H1070) R .3;(. -' .h S LF AY� Ii 41179� h v1EW .A.. �:1,T Yi13TFA3' ♦- C. Notes: 4'C,L F BEAM C See mezzanine details for joist and deck handling notes. VI? s 5jp a Pt = �is��s1 See mezzanine details for mezzanines specifications. JOIST BLOCKING DETAIL tfi ffl,r f _ o indicates lagged end of iolsts. BLOCKING BETWEEN JOISrS Mt,';; 3 1 uT u- N AP0505 ; Mil` ) Part Sizes ° Z N N �a E11_ 10E105 ;o Za z 3._6 'a 5 3'63/a' Z ? Z n Z E81 8E060 0` o ata an ¢ad vi to 3`6 g z Cr'-63/ 3'-63/ 3/4- a A"� '-614'34 4 3 6/ n 4 4 433 3 LOW A 1 lIQU4 G11O07 11013 Mold E17ool 1101.1 1101 11012 PIZOOH(1OZ089) P1Z011 PIZO14(1OZO67) P1ZO16(1OZO67) PIZO24(1OZ120) P1Z019 IOZObO PIZ0111I1OZO60 P17021 107060 P17023 Ln FY � P12009(10Z089 PIZO13 P1Z015(102067) P1Z016(1OZ067) P12017(10t120 P1Z019 lOZtl60 P12018 C 102060) P12021 1OZ060 PIZO23 Ln A ~ P1Z009(loZ089) PIZO13 P1ZO15(10ZD67) P1ZO16(10ZO67) PlZO17 1OZ120 PIZO19 1OL060 PIZ01B(1OZ060 P1Z021 LOZO60 PIZO23 - - O E w I O C aj C+ _ PIZO09(1OZO69I PlZO13 P1Z015(1OZO67) PIZO16(1OZO67) PlZO17 1OZ120 PIZO19 1OZO60) P1Z018 1OZO60) PIZO21f1 0,1 PIZO23 0 Cl V CU ' = G! 0 P1ZQ09(10Z089) PlZO13 PlZO15(1OZO67) PiZo16(10ZO67) PIZO17(1021ZO PIZ019 laz0fi0 PiZ01811OZO60 P1Z021,(1OZO61) PIM23 o o C M 7 PIZO09(1OL089) PIZO13 P1Z015(10Z067) PlZO16(1OZO67) PlZO17 107170) PIZO19 107060 P17018(1OZO60 PIZ624(Uw-DB0,t PIZO23 n N tl1 O ^ W r N PIZO09(MOBS) PIZO13 P1Z015(1OZO67) PIZO16(1OZO67) PIZO17 1OZ120 P1Z019 10Z060) P1Z018 1oZ060 P170211 10Z1160 PIZO23 P1Z009(1OZ089) PIZO13 P1Z015(1OZO67) PIZO16 1OZO67 PlZO17 1OZ120) PIZ019 LOZ06o P12018 10ZO60) PIZO21 1OZO60 PIZO23 P1Z009(iozOB91 PlZO13 PIZO15(1OZO67) PlZO16(1OZO67) PIZO17 1OZ120 PIZO1911OZo60 P1Z018(1OZO60) P1Z021(10ZO60) PlZ023 P12009(1OZO89) PIZO13 PlZO15(10ZO67) PIZO16 1OZO67 PIZO17 1OZ120 I P1Z019 C lozo60) PIZO18 1OZO60 P1Z021 1OZO60 PIZO23 I 11 al P1ZO09(1o2089) PIZO13 PIZO15(10Z067) PlZC16(1OZO67) PIZO17 1OZ120 P12019 MOW P1Z018 1OZ060 PIZO21 1OZO60) PIZO23 X O O in ly J M '-4 '-4 0 ,pr00 PIZO09(1OZ089) PIZO13 PIZO15(10Z067) PlZO16(10ZD67) PIZO17 1OZ120 PIZO19 1OZ060) PIZO18(1OZO60 P1Z021 10ZO60 PlZO23 N Y� cu N C1 m P1Zo09(lozoag) PIZO13 PIZ015(1OZO67) PlZO16(1OZO67) PlZO17(1OZ120) P1ZO19(1OZO60) P1Z018(IOZ060) P1Zo21(LOZO60) P22023 o O N 3 a,j1 In 4 -br --O ? L � nn m m P12010(LOZ089) PIZO12 PIZO16 1OZO67 PIZO15(1OZO67) PlZO17 1OZ120 PIZO18(1OZO60) P12019(1OZ06o) PIZO20(1OZO60) PIZO22" U Q 0 E © ( P12030 1020R9) PIZO12 P12016 10Zn67 PIZO15(1OZO67) PIZO17 1OZ120 P1Z018 107060 PIZO19 1OZO60 PIZO20 1OZO60 PIZO22 J v J L � � AO O jt r P17010 1OZ089 P11012 PIZO16 107067 PIZO15(1OZO67 PlZO17 1OZ120 PLZ018 1OZO60 P1Z019 IOZ060 P1ZOZ0 1OZ060 P12022 p Z r4 fO a c I Ln P17010 IOZO89 PlZO12 PlZD16 1OZO67 PIZO15(1OZO67) PIZO17 102120 P12018 107060 PIZO19(1OZ060) PizoZO(1020fi0 P12022 ^� Ln N P1Z010 1ozoR9 PlZO12 I PIZO16 1OZO67 PIZO15 1OZO67) PLZ017 1OZ120 1317018 107060 PIZO19 1OZO60) PIZO20(1OZO60 PIZO22 r r P1Z010 IOZO89 Pizolz PIZO16 1OZO67 PIZO15(1OZO67 PlZ017 107120 P17018 107060 PIZO19 1OZO60 PLZ020 107060 P17077 11 ---'- - -4 P1ZQ10 LOZOB9 1 P1Z012 P12016 1OZO67 P1Z015(1OZ067) P12017 102120 P1Z018 1OZO60 P1Z019(10Z0601 P120201102060) P12022 ' no EL P1Z010 1o2089 P17012 PIZO16 1OZO57 P1Z015(1OZO67) PIZO17 1OZ120 P1Z018 1OZO60 PIZO19 107060 P12o2o(IOZ060 PIZ022 0 C o P17nln 102089 P1Z012 1 PlZO16 1OZO67 P12015(1OZO67) PIZO17 1OZ120 P1ZOl8 102060 PIZO19 1OZO60 P1Z020 1OZ060 PIZO22 j ^' E 0 V J P12010 1OZ0691 P1Z012 P12016 302067 P1Z015(1OZ667 PIZO17 1OZ120 P1Z 16 0 06p PIZO19 102060 P12020(107060 PIZO22 J J ll. P12010 IOZO89 P12012 P1Z016 1OZO67 P1Z015(10Z067) PIZO17 107120 P1ZO1R 107060 P12019 1OZO60 P12020f10Z060) P1Z022 --- (�) O OP1Z0013 1UZ089 PlZO12 PIZO16 107067 P1Z01S(107067) P12017 1OZ120 P1Zo1H 10Z060 PIZO19 10Z060 PIZO20(1OZO60 P1ZO22 0 �+a Q Q o P17006 1OZO89 PIZO12 PlZO16 1OZO67 PIZO15(1OZO67I PIZO17 1OZ120 P1ZO1B 1OZ060 P1Z019f10Z060 P1Z020(102060 PIZO22 cc m ~ P1Z007 10Z0H9 P12012 PIZO16 1OZO67 P1Z015(10ZG67I PIZO 4 10Z12n PiZole 1n20fi0 PLZO1g(1OZ060) PIZ025 10Z060 PIZO22 C tb C Q P17.002 - O_- _ LI001 - 11003 - ELSOnS E - - - - _ 111005 FllUU E1100 11 11 ' �'� Q O O 0) (1OZO75) lOZOB9 PURlINS -0 4-+ Y CU lOZafiO PUR11N5 f � a tlr C ¢ 0 f1115 HAV Il N.O t..J w LA P17002 - THlS HAV U N a 2 � a yJ C � O (iozo7s) N --------- -- — PI0001 _ [LOW EAVE u S-L i '* �- (1oc175) I ooQ = Q m 15'-1' 1'i'-5' 25'S' 24'-2" 25'-5' '�" ?4'-1' 10 0' a F" 3 I > m r i 1 200'-0' JO � OD \_/ 1 � Cb 1/ \�J �(� 11 M - — — 41179 1 W Q m �• aJ Notes. 't�rNAl 1T�' O- — 0 E PU005 w (10Z075) Purlin and eave gtnd ronnecbon boll requirements:A307 CANOPY 8 ENTRANCE —PlZO04 : 3 ROOF FRAMING 16'U" (loZo75) and A325 bolts are bath used Hefei to the details for —P1t:003 specific requfrmnwtts i 4 jv �g�� 2 (100075) 1€a;t� s� 7' LOW EAVE See cross socllon drawings for mail frame flange bracing 9 iIX nZ O O 0 0 0 O O Y I 1 1 i B-0- ' :130'-0" N N N N I I t '0 a I ,130'-0- DD3. D —.-- 9 W O ED O O O O 0 0 0 0 r r r r m N a - -_-___- __ --- I ---11T-1 IxO�+ a - So _ I v mN 8- A ' to 0 INX1, > y m � _ __ __ — — __ �—_ A 0 I 0 ' 1 I 17 �N U C 0! D I A^ m N o a I - _- -- 15'-0' 25-0- 25-0• 25'-0" 25'-0- 15'-0' I , � , 13d'-0' , omz 0 0 o ER m D `�T'}) N n v, N ]' n n o g, 00 M N my 1 A 0 � � - -- —zs+a----sir-- a�-- �-- -- - ^ v "' rZ N N 3 -N N t3 Z7 D v v 'o > v > O D D > > > > M m N MO> D D n n n n nAj O O O S co p > 00 p 717 OOn •-' a V+ 0 O g 0 O O O 0000 ^o D m W A A A ? O• O• Oi a, O O O o < a, a+ ,..un m"•• PROJECT NAME N U C ID R - T:1` Mezzanine Confirms TKL MBH TWB RRS 0126/20_6 Top Cub Aircraft w �,r•r.+^•er„^„ NO kC' BUILDING SYSTEMS GROUP for Build Dept.Rev TKL MBH T'NB RRS C26/2016 T�r�rr�. Arlington WA I- v+�•�• , 10S0 North Watery Lane r•...rn�••ae ra..s.o�, :•�`••we�`a,,,,`�, �� ly s A CUSTOMER NAME Brigham City,UT 84302 mr�.•.c sr w.."rwmne — = HCI Steel Buildings, LLC Phone: (435)919-3100 AD E61RO597A rlin ton, WA g Fax: .135)919-3101 SHEET j�R �: UMBER SHEET TITLE R2 0F 2 Purlin Bracing Plan Part Sizes 0 0 RDB "ROD o :n N N O O n: N i Y C 0: 2 !1+ m S m m f Z • J J = Y Y Piggy-Back Rafter ~ ~ Piggy-Back Column R(XW007 ) wE 'wzn �jex Waxio Piggy-Back Column a 1 CXW009 O MCA (W8X2a) a ro E / / I N m LL Q ; ` Qj i �txt+6z1 � I wt?X?t5 1 h N N O i Wall By, W 'on o� 11 Others CO m m LL 0 in M G) T Q Top Cubm n ` u > Aviation Building 2 h Qj z M LU O L C _ ? Ln OCLSpandrel Beam T: In m X C MXHOIB E o ; '`(we IB N ra LA- I N I l i � S rl CO m U E i Strong Back Column J W C MX8011 rp V1 o /^ Uo W � Y�N6 UMHE -- — — 'r�—v FLOOR U Q n G - O m G Q C C r V -> 2 = O £ O a a' 6 d v i t0U tip a �O w a W W > > � v 1LL10 . A N O O Q N�••� Q m Notes: �� 3_ ° v 6'o" STEEL LINE See cross section drawings for main frame Range bracing sf� See wall framing details for standard girt orientation detail. � 7. RC_Indicates rod bracng. See primary details for rod JI 179 ¢ oraceassembly At Rush of inset girt condition,field slot girt webs,to allow passage of cablehod bracing. See primary details for guidelinesJI 3 c t Cut and drill girts as necessary for field located framed e t yF -r 2 u- ie O openings t�ag��: s T N CD C1 O a fJ 5) CC] U) (7 3 CD C1 C_ O CD o S X X v 2 Eave Height 26'-31/2' Spandrel Elevation 25'-3 ' Spandrel Elevation 12'-0' Clear Under Canopy 6 0' r IIN it Z O a \ �- Jambs MXH001 (C6x10 5) 0- vt o Wo= r► xxn G x n m P � m Jambs MXH001 (C6X10.5) O LA M m m � r O G O, Z M2 m Spandrel Elevation 121-0' Spandrel Elevation 25'-3 ' Eave Height 28-31/z' i zm � oO 5, m m a o I l; N ? � GNt T //\/V/om. tO !n m N (1 ) t0 N Ot Z d A d NO Cr m m O t0 Cn O m N O 42 7 m ifl �m ma � or 3 m o c Cr a Ev m N G j ' .e se•a.•ni aer,m n. PROJECT NAME (♦ 7 U C O R Nai�vt aeea rN x.+a O,VKmaNNM,, Mezzanine Confirms TKL MBH TWB RRS 0/26/2016 .=.n.,.. M��... k Top Cub Aircraft BUILDING SYSTEMS GROUP For Build Dept.Rev TKL MBH TWB RRS 0/26/2016 Arlington, WA K'•+•'e+•^•are u.a•+aarr .•r.=e•wum,:m«^. 1050 North�ry Watery Lane CUSTOMER NAME ry � Ih Brigham City,UT 84302 s.•."va�,'..��a� ^e� � r � e = HCI Steel Buildings, LLC Phone: (435)919-3100 Arlington, WA Fax: 435 919-3101 SHEET t!� 5..31 JOB NUMBER SHEET TITLE W2 OF 7 U16RO597A lEntrance Building Wall Framing Elev. At Line N Eave Height 26'-34z' Eave Height 22'-0' Spandrel Elevation Clear Under Canopy 03 of G ~Q W Z O O m ' ••Cxwo11 t waxza jLA',- 6 `1 \ \ o \�\\ \m \ X N \ 7 s X CXW016 — (wax>4) O I �Xy \\� \mod: :. J.. .'�\a.�'_. �<..-•�:"��.\ I 3 0 0 �o �c o- a I Spandrel Elevation i 20'-10946• Top of Parapet 26'-0- i o cT o m a c a Cn Cn 9 = m y m m m ro f c o o� m m ro Nn m T m N m o��pi 3 fD `D N @ �"Z] Q m d J �O N C m T J N f d a Cn � to a J ncn am E v 3 o m n o3i v m > j Q y m m a m ZT � — a a �c i2 OGem .v'r.~ap an.�..A mi"•' PROJECT NAME ^a rJ " .'� ,�,,,=.,,,,��„•� NUM OM Mezzanine Confirms TKL MBH TWB RRS 0f26/2016 .��.... ..... Top Cub Aircraft sadeoTMa..nt. �� `� BUILDING SYSTEMS GROUP For Build Dept. Rev TKL tOBH TWB RRS 0/26/2016 Arlington, WA 1050 North Watery Lane ,,,~ "' 0'D'•�"�M - CUSTOMER NAME "..N.fv vn1 I�rM� „S•�,,,.,,,; Iti 1 Brigham City,UT 84302 HCI Steel Buildings, LLCt cr.c.n..•o e.w rot.n..., =� �; Phone: (435)919-3100 Arlin ton W A ;ridn ""�`� y. -r=�:• g r Fax: (435 919-3101 "" •„..�, ,i SHEET '!�R W1 1n P.�ti.--i r•�BFP SHEET TITLE W3 OF 7 L)16R0597A Entrance Building Wall Framing Elev. At Line 2 Part Sizes 'D W 0 0 RDD_ 7t-ROD N N O O VI V1 rY cc CO Co H H 2 2 � GD CD J J Y Y ro E > al w 1= 0 � y w p H Q z r C __ zQ Q a N 7 3•-0' 0J 3'0' �-' 3'0" 3'-0" J 3''0' N m �� f t° GKO12(5C060 G9(0O9 f 14(060) GBC009(BC060 j GB(0(14(H(060) GB(009(BC060 G8(008 SLO99 I 4- r f L � !` G80082054) � On G87001(H7055A o G7007(e7tl54 GN7001(BZ05 I n�l AZ00](87tl54 7° oBCOOhR(07 G (005)HC075 y O O O Entrance W _j t+1 .-r r-4 CU St 1Bak oumii Others Y�- 00e02l Building L v M M C .ter J o GBC001(HC06/) GBCOOI(8CU89 1 G8COo1(BCO89) GBC001(REOR9) Gaco02(e(0R9) a 1A 3 A a✓ N O� v _ - O N U to y rn rn 111 Q ^� MLLZ,BEAM G8ZO04(BL054) MF7/ Hl:AM G8700S 81054 MF7/ 81 AM G8700S BZ05A ; U d Q _ 1 1 MEZZ.BEAM - Mk:ZL.BEAM - O E Al BS001 850 MBS004 11SOB9 I M8500505 S003 f OS08 MBSO02 115089 Q Z MLn y o O r C W 13 LA. co g o \ / o N GRCO11(R(d)60) G8C006(BC07S) 158010 8CO60 GBC004(BCO15) G8(003(A(0 N / FINISHED, x f1NISHELL_ FLOOR - 'Q FLOOR (l y o mo Top Tier o N ` o 0 0 o c u 0 oLo o 0 o Single Rod o o L o 0 o uo q a = X z X Bracing(71h'Rod) x N x a x ,�'c x s a 3 4A kJ ' Bottom Tier > CL W Double Angle v Atu n 1-c Bracing(4x3x lk Angles) o C A 25.0" 25'o' 25'-0' 201-8" 4•-4' 111-0' n — 20•-0' i i 130'-0' ) i 6.0. m AA A C E G J J.9 M N J v� O 110 '" O 4-' C I F— o co o 01 v .c W vl .� m � f G 1Z� o r--r i i tp Notes: a~ a = a See cross section drawings for main frame Mango bracing 4s�t 1 `11 x h See wall framing details for standard girt orientation �� r detail. RD_ indicates rod bracing See primary details for rod 41 179 brace assembly. '; 'Im Ill, ti Framed Opening Schedule 1�' At)lush or inset girt condition,field slot girl webs,to r NAI( allow passage of cable/rod bracing See primary delads I ID oty W X H Left Jambs Right Jambs Field Located for guidelines. _: A 1 1 481-0"X 4'-0" JBC002(8C06U) JBC002 1 8C06U) Cut and drill girls as necessary for field located framed a 3g_�a=y== Y 2 1 115'-0'X 4'-0" Jac002(a(o6O) Je(o02(s(060) Openings F;�a, �;a'se s 3 1 3'-4'X7'-P" JBC001(8C099) JB(001(BC099) X ILI e Eia S5:f E�Ea >q 4 1 60'-0'X 4'-0" JBC002(8LO60) WOW(BC060) =E Part Sizes n &a 1 < W.a ¢a EPS P8.188 Strut 13 0 3 0 3 0 3 13 0• RDD 7t"ROD o 0 MXH013 MXH014 MXH015 MXHO15 RDG tb' ROD G8C016 (W8x1a) (Waxle) (WBxis) (W BX1a) (BC060) GSC014(SC060) GA(02.1 8r060 68r0,1q f 8C060 1 GBCO29 j 8f-0Gn GN(n:•� NLnao m m GBC015 - (8C060) ooJ gu0 (^8(n1a I N(060 i I G00025 1 8C060 r G8CO28 i 8L a 6 r nH(01N HI-01"1 IL — Im m GKO19(BUib(1 •(•H(Ol I t H(Obo GBCO27 81075 "GSC030(SC075) J J •6C060 7 GNC011(8C06n GBZ010(BZ054 ( ) SpanBrel Gram GSZ012 87.054 G82012(B-L054 - MXH021 odl. > (W1026 ( 1 I �. oG E Iv o �� G8Z011!82060 I GBZ011 I BZ060) C // HCn11(HC060) 681010(82054) v o �+ /Wall By / (, EP5002 v o ;/ Others � � c � i8Z007 1 870S4 1 8z009(SZO54 G8Z022(BZ054) G81012(8Z05<) N j ccy _ FI_NISHrb FLOOR ---- -- - I -- n `o_ c �( o Top&Bottom Tier o cc T , 0 3 m Double Rod In m 0J a uX XBracing(1 1/4"Rod) X Li (V o ., w o 1Ci-0' 4'-0' 15' 1' 25-5' W J rn m m Co a STEEL LINE - - -- 1 90-11' > 1- M ,°(.( �J Indicates Gutter Support Channel a N 3 D M I ,, anu, Q OD � J f� U 2 t � vv > .I p t c W r a a ; in 00 O X rc I- F ` 3'0" 3'n' I'D.1 3 � -13 0" 3 0' 3 0' � I I r0 MXH015 —iI MXH015 t MXH015 MxH015 MXH015 MXH016 u� ILL. (08X1B) (WB%18) 1�(W8X1B) (W8X1e) (WBX18) (Wexis) GAC031 8(060 % GBC01v BUN,O G8CO2918C0601 GB(ois tl(u6o G8C039 SCO60 %n GBC031 8C067 Gecn2a(aCo75 I G00O28 8C075 GSC034 8CO67 GSE038(aco60) 'm C •GSC033(8CO67) •GHCO30(AC075) G00030(SC075) •G00036(SCO67) 03 O (BC060) m GBZ016(8Z054 G82011 6ZO54 1 G8ZO12(8Z054) G8Z021 szom 1r 117054 :3 IINII V m GBZO15(BZ060) GSZ011 8Z060) G8Z01118Z060) 68Z021(8Z105) U GHZ026(8Zo54) o -- _J `3 7 Q V o LA CL q0 nr M O G 2016 87054 G8ZO12(8Z054) GBZ012(8ZO54) GBZ020(8ZO54) Gezo27(eZOsa ru Q •D Q �oo� gocOoo� 1 3 n �_ DO Q Q O �a, 2 .i r v O O m _ i OA < 04 U FINISHED =V ,C t% ,C m FLOOR GCL f s DoBuble Rod ) X m x _ 3 nCL Notes: a I— a v= Q m m Bra (1 1/q Rod m ' m 1 1' 1" 12'-0' 1'0' o u m o U U X U V N a 1,. .. 25'-5' lJ 25'-5' n 1 1(Y o t! _ o See cross section drawings for main frame gangs bracing y�,Y"^�•�4 1 109'-1- 1 r STEEL LINE ( - 1 See wall framing details for standard girt orlentation �. a detau. 3 10 11 RD_indicates rod bracing See primary details for rod 4117E �; brace assembly. F((SPA Fumed Opening Schedule At gush or inset girt condition,field slot girt webs,to E p g allow passage of cablefrod bracing. See primary details for guidelines :I ID I Qty W X H Header Left Jambs Right Jambs Jamb Extensions Field Located 9f f, c` a 1 . Cut and drill girls as necessary for field located framed "ii;`,e E ll z2I1s 1 1 6'-0'X 4'•(r JSC004(SC060) 180004(SCO60) X openmgs F� � fill grit 2 2 3'4'X 7'•7 HWA01(HW8) Ln JS0003(SC060) JBC003(SCO60) X -'�3 i2 se. 1� 75 3 1 12'-0"X 12'0" HS0002(SC075) J00007(SC075) Jeco07(SC075) JSC006(SC060) 'E a :'Ei.r sad ID Part Sizes `° 0 0 RDB_ `yg"ROD N N N N O O � N 4 m m J J X Y �o E 'w r~ � 0 CL V y ar O C fl C M 7 N m W �a iron aQ ¢a sa � LL 1-1012 11 loth, 1'-101h" 1' loth' r-io�lz" V-101e r-10%, 1,-10%" r-lolh° L1 4° i I i iL Zo Zo to N C N O IV N W J M GBZ034(BZ054) GBZ033(8Z054) G8Z033(82054) G8Z033(8Z054) G8Z033 SZO54 G8Z031(BZ054) H 00 C Q � o 0 � 3T�, o, r, uZt � M � Q o GBZ034(BZ054 GSZ033 aZ054) G8Z033(SZ054) G8Z033(8Z054 G8Z033(OZO54) G8Z031(8Z054) O Z y O N O o ] v O c C w Ln N z O •� 0 x N l0 W N r0 r-r m a LL C GBZ035 SZO54) G8Z033 9205A GBZ033(8Z054) GBZD33(8Z054) GUM(BZ054) G8Z032(SZO54) C Ci0 B0 ) a° a8 U- � Single Rod NISH�D Bracing(518'Rod) HNISHFL FLOOR FLOOR rx c co in00 ao 0 N C O 0 o a 0 o 0 0 u a = ,a 3 x N X X X X S _ o m V V > O W l7 l7 WM m r 15'-0" 25'-0" 25'-0" 25'-0" ++ 25'-0" 15•-0" J STEEL LINE 130'-0- i STEEL LINE i O i ® o 0 0 © o LQ Q � m r 4-1 Ln ;30 Z � Notes: See cross section drawings for main frame Flange bracing. w,F \1 try ti4l' See wall framing details for standard girt onentator � detail. 4 RD_Indicates rod bracing. See primary details for rod 41179.1 kK brace assembly. i• 'iIs1t� ZC"NAl 1�,.` At flush or Inset girt condition,field slot girt webs,to allow passage of cablehod bracing. See primary details for guidelines. = yt _ Framed Opening Schedule is4s " � P 9 Cut and drill girls as necessary for field located framed �3�=��t � LL- openings. "$ O ID I Oty WXH Header Left Jamb Right Jamb FielaLocated tiz=`(t � =stg� 1 1 14"X 7'-Z' HWAOI(HWe) JB(003(8(000 1 1B(003(Bco60 X Hanger Jack Beam Size o Part MK.4 Total Depth I Top Flange I Bottom Flange Webs SX8001 38.25" 12Y75f It11205 12x50112x63i12x50 M01.2751500 N N 0 0 EXBO13 — /-MXH007 Part Sizes �n �n Stub Column / Hanger Stub EPSCID co P8.186 Strut G8ZO14(BZ075) GNZO13(SZ07t,} 3 3 o G Bz023 f 81067) G81017 e1D67 RDD 'If ROD �- 1 (8ZO54) G 1 E 114"ROD m RD m 0 _ 687029 GBZ025(SZO89) SX8001 eck Beam G8ZO19(8ZO89(87054 I Y z Tube Header I,be Ileader o I Mx oo:(l Issex8x5Ao) MXm01(HSSRXBX546} E 'w N \ C C G8-o-8 GB1024 tSl ITH G8102 \ \ GUM 1tD W1 GBZ018 (ezo54) (8Z075) (8Z075) \ 5 \ (82075) 8Z075 v v D c � h 1 \\ e��OCOi� 9O OU��2 00 �` o \ � `\ tb FLOOR o' — o 0 0 o N N N on m to to m I . V (' W � V 101-0' 24'-1' 25'S' 25'-5" 24' to ry o r 0 0 o Q STEEL LINE 1 109'-1" 1 W -j m � ' v 00 enm c Co o ® CD © o it to3a�� m m U 'I v j 3 O Z m v OJ J 0 L C W T j In 00 O x CXBO13 - , MXH007 ` C1 o m 0- LL c Stub Column Hunger Stub •C GOZ014(OZO75} G81D13 H1o/S G8L018(8CO99) (BC060} o j sxeool lack Beam GBCO26 Bc06D 14 Tube Heade, - tube Headcr G8C019(BC099) Mxrnoz(llssoxexs/i6) MXT001(tIS58X8Xsry61 el AUU�o m b \ I:Psou3 s N MEZZ.BEAM `a ry GHZDOB(HZ054 I73 / 9 m 1 3.I 1 3 l 1 J 22 1 (A '\ tsa a N L-- C: � LINJS1tcD- a a " ' FtooR __ 0 o Top Ter o I VDouble Rod o 0 0° 1- D : Q xBranng(7�"Rod) x 5'9' a M aMQ 0 m OBottom Tier 1 t' > 'o £ a N Double Angle O W n an O Bracing(4x3x lh Angles) Z'4 ? z V w Ln .0 m 25'-5' 25'-5` 15'-1" 25'-0" a 0 Q 2: Q - Notes: 1 90'-11, 1 1 STEEL LINE © CJ ® O 1 See cross section drawings for main frame flange bracing. �� L` •r(. See wall framing details for standard girt orientation detail � 3 Framed Opening Schedule RD—indicatesrodbracng See primary details for rod r 41179,x P 9 brace assembly �11w• 11IrNAI {"�`' I ID I Qty W X H Header Sill Left Jambs Right Jambs Field Located At flush or inset girt condition,field slot girt webs,to t allow passage of cable/rod bracing. See primary details tZ, 1 1 6'•4"X 7'-2" woo (ec099} 18cool(Hco9g I X for guidelines 2 1 3'-4"X 7'-2" H WA01(HWB) 1B0003(8C060) J8Coo3(HCo6e) X Cut and drill girls as necessary for field located framed s $fie 5Y€la1 openln � `` 3 2 6'-0"X 4'-Cr' HWH(HWO) H60001(SC060) 18Coo5(SC06o) 18CO05(SC06o) X g Ugj a s 4 2 6'-0"X 4'-0" 181004(,e(o60) 1HCDo4(8CD60 i X 5 2 50'-0"X 14'•0' TYPICAL WASHER REQUIREMENTS BOLT/NUT ASSEMBLY . TYPICAL FIELD WELD STANDARD ANGLE SCHEDULE N ERECTOR NOTE REQUIRED AT LAPPED N J ZEE MEMBERS (NO REQUIREMENTS ERECTOR NOTE: 0 0 (UNLESS NOTED OTHERWISE ON DRAWINGS) / WASHERS REQUIRED) I� (UNLESS NOTED OTHERWISE ON DRAWINGS) MAN EAVE ANGLE MAL02 LINER EAVE cr lw, BOLT HEAD- SLOT SLOT TO SLOT CONNECTIONS GALVANIZED ANGLE 2:12 WASHER�� WASHERS ARE REQUIRED ON BOTH i W ALL FIELD WELDING MUST BE PERFORMED BY 4"x5"x120" CALVAMZEO SIDES OF MATERIAL IF SLOTS ARE - AWS/CWB CERTIFIED WELDERS WHO ARE OUALIFIED FOR ANG.(SLOPE) ihkANC 84" 3"x3"x120" SECTION "A" �= I THE WELDING PROCESSES AND POSITIONS INDICATED WASHER USED ON BOTH SIDES (SEE DETAIL ALL WORK MUST BE COMPLETED AND INSPECTED IN < 3" m Go RIGHT FOR LAPPED ZEE MEMBERS) NUT SLOT 5" Z g ACCORDANCE WITH THE APPLICABLE AWS/CWB SCULP EAVE ANGLE LINER EAVE BOLT HEAD slot SLOT TO HOLE CONNECTIONS I I SPECIFICATIONS WELD ELECTRODES USED FOR THE MAFO_ MAL05 e Y ,�,/ LAPPED ZEE SMAW (OR STICK) WELD PROCESS MUST BE 70 GALVANIZED ANGLE 4:12 1 ~- WASHER ONE WASHER REOUIRED ON fIFJ MEMBERS. 5"x8"xl20" GALVANIZED ,; SLOTTED SIDE ONLY. I GiR sNS OR KSI/483 MPa MATERIAL AND LOW HYDROGEN CONTCNT ANG(SLOPE) «��NG 105 3"x3"x120" E w NUT - HOLE _ 1 , LAPPED NEST REGION 3" C y _ I: GALVANIZED STEEL FIELD WELDING e_" O BOLT HEAD- THOLE HOLE TO HOLE CONNECTIONS -� RECOMMENDATIONS MAG01 GIRT ANGLE MAL 7 LINER EAVE c Q NO WASHERS ARE REQUIRED WHEN PREPARATION OF WELD AREA GALVANIZED ANGLE 1:12 S - SLOTS ARE NOT USED AWS D-190, WELDING ZINC COATED STEEL, CALLS FOR 1 x2-1/2"x12" GALVANIZED n NG. 95 3"x3"x120" N m WELDS TO BE MADE ON STEEL THAT IS FREE OF ZINC IN THE �_ aNi 14UT -— HDLE V► AREA TO BE WELDED. FOR GALVANIZED STRUCTURAL F l0 COMPONENTS. THE ZINC COATING SHOULD BE REMOVED AT 2-1/2" 3" WASHER PART NUMBERS ` LEAST ONE TO FOUR INCHES (2 5-10 CM) FROM EITHER SIDE MAG02 GIRT ANGLE MAL 12 LINER EAVE H0200 - 1/2" FLAT WASHER H 4 - •' FLAT WASHER NO WASHERS REQUIRED AT BOLTS USED IN OF THE INTENDED WELD ZONE AN O ON BOTH SIDES OF THE GALVANIZED ANGLE 2 12 _ O H0210 - 5/8" FLAT WASHER H0250 - 1 1/8" FLAT WASHER THE LAPPED REGIONS OF ZEE MEMBERS. WORKPIECE. GRINDING BACK THE ZINC COATING IS THE 1"x2-1/2"x24'• GALVANIZED O, , $ H0220 - 3/0" FLAT WASHER H0260 - I I/4" FLAT WASHER PREFERRED AND MOST COMMON METHOD; BURNING THE ZINC I NG. 81° H0230 - 7/8" FIAT WASHER SECTION B" AWAY OR PUSHING BACK THE MOLTEN ZINC FROM THE WELD IL 3"x7-3/4"x120" AREA ALSO ARE EFFECTIVE TOUCH-UP OF WELD AREA 2-1/2 7-3/4 m o 0 0 WELDING ON GALVANIZED SURFACES DESTROYS THE ZINC MAG03 GIRT ANGLE MAP01 RAKE PARAPET ANGLE yI m COATING ON AND AROUND THE WELD AREA, RESTORATION OF GALVANIZED GALVANIZED I- m m m THE AREA WILL BE PERFORMED IN ACCORDANCE WITH ASTM A 1"x2-1/2"x30" 2"02"x120" Ift 14 ;) I- 0) 0'' 780, STANDARD PRACTICE FOR REPAIR OF DAMAGED AND i14 m rn m UNCOATED AREAS OF HOT-DIP GALVANIZEU COATINGS, WHICH a SPECIFIES THE USE OF PAINTS CONTAINING ZINC DUST, L 5 m m ZINC-BASED SOLDERS OR SPRAYED ZINC. ALL TOUCHUP AND 2-1/2 12 2 a a REPAIR METHODS ARE CAPABLE OF BUILDING A PROTECTIVE MAG 10 GIRT ANGLE MAP02 RAKE PARAPET ANGLE Z ui LAYER TO THE THICKNESS REOUIRED BY ASTM A 780 GALVANIZED GALVANIZED `I o r c SAFETY do HEALTH 6"x6"x120'' a WHEN WELDING DIRECTLY ON GALVANIZED STEEL IS ��2-1/2 x120 i�L Z 03 c a LL UNAVOIDABLE, OSHA PERMISSIBLE EXPOSURE LIMITS (PELS) MAY f• BE EXCEEDED AND EVERY PRECAUTION, INCLUDING 2•-1/2" 6" HIGH-VELOCITY CIRCULATING FANS WITH FILTERS. AIR - RESPIRATORS AND FUME-EXTRACTION SYSTEMS SUGGESTED BY MAHO EAVE STRUT ANGLE MAR01 RAKE ANGLE AWS, SHOULD BE EMPLOYED. FUMES FROM WELDING GALVANIZED GALVANIZED GALVANIZED STEEL CAN CONTAIN ZINC, IRON AND LEAD FUME COMPOSITION 1"x2-1/2"x12" 3"x5"x240" TYPICALLY DEPENDS ON THE COMPOSITION OF MATERIALS USED. ANC($LOPE) in AS WELL AS THE HEAT APPLIED BY THE PARTICULAR WELDING PROCESS. IN ANY EVENT, GOOD VENTILATION MINIMIZES THE 2-1/2" 5" AMOUNT OF EXPOSURE TO FUMES. - PRIOR TO WELDING ON ANY METAL, CONSULT ANSI/ASC MAL01 LINER LOW EAVE MAR92 CFR RAKE/ ru Z-49.1, SAFETY IN WELDING, CUTTING AND ALLIED PROCESSES. ANGLE BASE ANGLE v o WHICH CONTAINS INFORMATION ON THE PROTECTION OF „i0 GALVANIZED iv GALVANIZED J o PERSONNEL AND THE GENERAL AREA, VENTILATION AND FIRE 6"x7-3/4"x120" 2"x3"x242" J q PREVENTION. o 7-3/4" 3„ � t v INFORMATION COURTESY OF AMERICAN GALVANIZERS ASSOCIATION C _ w kV�r� Y N L7 Q Q c mo c r` w 4- F W O Lr) zv ho �� hom 0 — a o 7�cl o � ft L n wi.cp�4' , 41179 i Al O re C-S Oe?o y.E'�: fi♦N O y- '/W CA"•I P'p[R F AWA O O SPREADER BAR .- I I/r GAGE W GREATER THAN I-RARER RANCE t._p- A32 Al2!BOLTS BOLT Y T j z s N0603 - 3'-2 'I7 NUTS H0300STIFF ER [v N IF REd11 O 2' �•-= II9- O O RAFTER Or f„ 0 a MINIMUM 6'-0" MINIMUM RAFTER CO co 8'-0" MAXIMUM 8'-0" MAXIMUM _ _ +I ( rNI'p i FT CO m _ .' 3 11 / w!NUTS N ! RAFTEROSomD 0 I- - - - • / 1 o O RAFTER CO GO £ £ A \ / -PICK POINT iN J 1 1/2 r H � \ / � •�7 1 - r0 A A I I Eol \ I 9NM OR(ANA"E—. C a-I / \ { I CEE ENOWALL COLUMN CI GIRTS J��/ — (TYPICAL) L_ I SINGLE OR DOUBLE I..LE OR DOUBLE I U N / WINO \\ SINGLE OR DOUBLE CEE ENOWAIL COLUMN CEE ENDWALL COLUMN I w 0 / BRACING \ CEE CNOWALL COLUMN I I c N '; I 1 I N m 1- 3 SPANS MAXIMUM — TTT SECTION A F L° SECTION A BOLTS REO.O ONLY AS SHOWN. NOT O ALL HOLES EW CEE COLUMN TO RAFTER CONN EW CEE COLUMN TO RAFTER CONN �n (LAPPED RAiIERI la LIFT LIFT COLUMN TOP CUP FACTORI WELDED TO COLUMN COLUMN TOP FLIP fACTORr WELDED TO COLUMN REFERENCE [RECTOR NOTE FOR rW,CAL WASHER REOU•REMENTS AB0020 REFERENCE (RCCIO Q R NOTE FOR TYPICAL WASHER REOU-REMENTS AB0040 rc !- :t'&CAGE•.•RARER rLANcE to C N O I-4 COLD-FORMED-� e^ PURLIN .RAFT[" •- 11/r GCE•GREATER 1— I-RARER 1111E ID O o 0 J m ri r1 RAFTER COLD-FORMED THIS WILL CAUSE USE (W1 1/2- . 1 1/r cc80+ cuP W m m RAFTER THE RAFTER TO A7oF BOLO M)50D/HUT Gteot cuP •LrILw 10A00 PER RE TI a } y 1-4 1„1 TWIST. vuRUN FOrINEUI(RI 12" PURIIN T 3 pl STRAP STRAP - GceII CUP OF V- " 1 N >. 1,-�, 11 WAnCR - SuFFENCR ~ m m CORRECT INCORRECT ' !Lp 11x 1 IF REOUIR(0 t '- CC 2 1: � vv 4L (WWI [NDWA, RAFTER G SECTION A / � 1 aDD[ yi I, '� C L C RIDGE PURLIN DETAIL _ _ _ .�L Ln aD o X { L m � m a m RAF,[" •.• -� , 1 I • COLD FORMED ENDWALL ERECTOR DETAIL _ SECTION A 1 I 1) GIRTS, CLIPS, RAFTERS AND COLUMNS MUST BE SECURELY AND TIGHTLY BOLTED TOGETHER PRIOR TO STANDING 0 UP THE ENDWALL SECTION. (NOTE THE GIRTS PROVIDE STABILITY TO THE ENDWALL SYSTEM DURING THE ERECTION PROCESS) CUP �sy I/7• e x 2 _ 2) BUILT-UP COLUMNS/RAFTERS MUST BE ERECTED INDIVIDUALLY WHEN USED WITH COLD FORMED ENOWALL PARTS MK. EWE r 2 - An$eDLTS ROM COLD-RAFTER-1YP FOIIME0 II - NMS H03M 3) 7H15 DETAIL IS SUGGESTED IN ORDER TO MAINTAIN STRUCTURAL INTEGRITY OF ENDWALL PARTS AFTER ERECTION. A ENOWµL COLUMN SOUND JUDGEMENT BASED ON ERECTION KNOWLEDGE AND EXPERIENCE SHOULD BE APPLIED REGARDING SAFETY A o e�E a — m AND PRACTICALITY OF INDIVIDUAL SITUATIONS. I I� CMCWMI(auwF SECTION A v.,,,cs II p 4) REGULATIONS SET FORTH BY THE OCCUPATIONAL SAFETY AND HEALTH ACT. LOCAL, STATE, AND/OR EW CEE COL To RIDGE RAFTER CONN V o FEDERAL AGENCIES SHOULD BE ADHERED TO AT ALL TIMES. NUCOR BUILDING SYSTEMS IS ZIQj RESPONSIBLE EW t✓QL TQ RAFTER CONN —' Eo S FOR INJURY DAMAGE. OR FAILURE WHICH MAY RESULT FROM FAILING TO MEET ANY OF THESE BOLL FE- to rw rl Ott AND 3/ w/ d REGULATIONS` (W1 1/Y x t A3z! NSTA EO AS Ho3oo A60110 ( AB0525 v r E EWA�CUP MUST BE iNSTµlEO AS SHOWN RE KRENCC ERECTOR NOTE FOR TWIGµ WASHER REOwRCMCNi$ I- REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS G, �L ♦- 1 i/r GAGE•I-RAFTER rwlGE CENTERLINE / i ' j •- yr GAGE•GREATER THAN I'RKTCR FLANGE i0f RIDGE —ENDWALL RATTER ENDWALL RAFTER u / -- m Q _ '- C m C Ln /_ENDWALL RAFTER ENDWALL RAFTER i O c Z - a 1-' O 1 1 ( Z Q 'C i� 'C Z af a i s 1--1 % Z LO ST,FFENER , a o a L) a IF REOUIRCD ENDWALL RAFTER V 2 l L� R SECTION A " c.. I A325 BOLTS MK H0610 A \_S4�),5/8' x 2 1 a'_ NUTS MK.H0310 ��41179 N ZFI r A325 BOLTS MK H0610 '1,Y sl x A3 BOLTS NUTS MK.HO310 ' A!n Exxts HOWo3 /FN^t L O NUTS N0300 N ENDWALL COLUMN— cs±oz�aLL .m'3 � Lrq D ENDWALL RAFTER RIDGE CONNECTION INTERMEDIATE ENDWALL RAFTER CONNECTION Eau-rI,-s.,1 1; o EW COL TO RAFTER CONS w€:,'.o;us;s��€�= WITHOUT COLUMN r -€oex c fV WITHOUT COLUMN ,ay��.Sr$it p�� (`°"'wUOOS R"'="' AB0580 AB0661 A60671 _- In Lo ROD MARK HILLSIDE FLAT A307/A325 COUPLING �-INSIOE FLANGE O O t- 1 I/8'GAGE O 1'RAPIER FLANGE II - TV ry t I I/2-CAGE O CREAIER THAN 4•RARER FLANGE 1t DIAMETER NUMBER WASHERS WASHERS NUTS NUTS 'CO U3 11 5/8" a ROB_ (2) H0930 (2) H0210 (2) H0310 H0810 n1 0 0 3/4" a RDC_ (2) H0930 (2) H0220 (2) H0320 M0820 OUTSIUE FLANGE- S 7/8" a RD0_ (2) H0930 (2) H0230 (2) H0325 H0830 �. PIGGY BACK COLUMN I I I" O ROE_ (2) H0960 (2) M0240 (2) H0330 M0840 _ 1 1/8" a RDF_ (2) H0960 (2) H0250 (2) H0450 HOBSO r RAFTER 1 1/4" O RDG_ (2) H0960 (2) H0260 (2) H0340 HO860 ca co RAFTER SHOWN (41 /� e X 3" i J (COLUMN SIMILAR) A325 BOLTS 140633 SECTION A SEE PLANS AND ELEVATIONS NU75 K0320 r, FOR BRACING MARK NUMBERS -TURNBUCKLES N 1:-STI7FFE BRACE CLEVIS E v R, BRACE CLEWS PLATEREQUIRED 1MOD RAOSSEMBLY ® (SHOP WELDED)WEB OF c000LUMN OR HILLSIDE WASHER,RAFTER FLAT WASHER,AND NUT _ ERECTOR NOTE N m A COUPLING NUT- \ FOR DOUBLE ROD BRACING. THE BRACE CLEWS{S) MUST `0 BE ATTACHED ON BOTH SIDES OF THE 1" SPECIAL PLATE. LI- TOED OPPOSITE ONE ANOTHER,AS SHOWN. ENDWALL PIGGY-BACK o Can I� COLUMN TO RAFTER CONN ROD BRACE DETAIL DOUBLE ROD BRACING DETAIL REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS AB0710 (WEB TO WEB) AF 0010 ) AF001 G � ROD MARK COUPLING BRACE CLEV15 BRAE CLEMS TYPICAL FLANGE BRACE MARK NUMBERS 3-�' FLANGE BRACE OPPOSITE SIDE in rq 00 METERS NUMBERS TURNBUCKLES NUTS REOIARED WHERE INDICATED J rR r-I .4 (A/ TURNBUCKLE) (AT COUPLING NVT) W ACTUAL FLANGE BRACE'., DO N01 HAVE MARK NUMBERS ON THEM ON ERECTION OWLS AS"NS 4 IS' T 5/a' ROBS- (1)W710 H0810 (1) Bcso2 (1)OCS07 1 ~ �OD 1 I 3/4` ROG-- (1)N0720 N0820 (1)BCS03 (1)BCSOa //''�� r0+ F- Q-1 r1 7/8- ROD_- (1)110730 KOS" (1)BCSO4 (1) BCs09 FBL_ 1• RDE-_ (1)00740 H0840 (1)OCLO5 (1) SCL06 L�INOICATES LENGTH OF FLANGE BRACE IN MCHES •J, NOTE: lz 3 LOT N 11'o- ROF-- (1)K0750 HOa50 0)BCLDI h) BCL03 LENGTH u Z U d 1/2 X 2"A325 BOLTS ARE X. R1 M � REO'D FOR BOLTING FLAKE BRACES 1 1/4- RDG__ (1)N0760 HOa60 (1) BOLo2 (1)Btto4 t { -- 1 - ,��ds C O E BRACE CLEVIS BOLT AND NUT PART NUMBERS ,-1.-, ,--1� I V _ 9� ` LURKOEpBBRAGE ' 'I O L C •C:T t:T ll.. H0603 BOLT Ln DO O ROD BOLT DIAMETER A325 A325 L + PURLIN M0603 BOLT H03OO NUT z O - IO GAMETE R AND LENGTH BOLTS NUTS _ -H0300 NUT ` �-+ m CL 1� -RAFTER H0200 WASHERS Ho2LX) WASHERS m w 5/V-7/0' 1-.3 1/4" (2)H064o (2)N0330 FBD_ ` `" ., -. I"•1 1/4' 1 I/4"A 3 I/2"1(2)H0680 (2)M0340 L__r_j INDICATES LENGTH OF FLANGE BRACE IN INCHES FLANGE BRACE MK. FB— COLUMN SEE PLANS AND ELEvnnONS - H06o3 BOLT CL ;rT FOR BRACING MARK NUMBERS ♦— LENGTH y I R02 C 00 OSI/EN'1 CLEVIS _12" TURNBUCKLE 1 _ } `ACE `; 1/NOTE22 X2" A325 BOLTS I v WEB OF BRACE CLEVIS 1 ARE REOUIREO FOR - COLUMN / , UGOS BOLT BOLTING FLANGE BRACES. V) OR RAFTER WEB OF COLUMN FBE_ COUNTER LENGTH 0300 NUT - ROD ASSEMBLY OR RAFTER-, COUNTER - SEE CHART 01 35 1 B 10200 WASHERS 2'-4 1 7" -WALL c"`I rp 02 37 8" MK. RD_ 03 49 12" FLANGE BRACE OPPOSITE COUPLING NUT 04 50 1 4" SIOE REQUIRED WHERE O lJ (QUANTITY VARIES) 0 INDICATED ON ERECTION 2" TYP FLANGE BRACE @ BU COL & GIRT -j > LENGTH UWGS AS •'NS & FS' O J l_ ROD BRACE DETAIL 0 TYPICAL FLANGE BRACE AT PURLIN & RAFTER Q NOTE: SEE PLANS AND ELEVATIONS FOR VI h E (CLEVIS TO CLEVIS) AF0030 .—r a SEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS FLA04GE BRACE PART MARKS r_ _ - a PURLOIN ,FIELD LOCATE AS REO'D 3 —6 FOR PROPER FIT—UP %vinauN 1— C _m C Q / 2)HIOaO FASTENERS - Q 0a -w f lV ♦J QT (PRE-UR1LL 5/164 HOLES) I gLn to a to ? o0- a :D 0r VtNOTE: �H0BOLT/H03oo NUrH0200 WASHERS t 0603 BOLT FLANGEI110300 NUTMARK F9AEHo2oo wASHERsFlELO BENOINf, REQUIRED �:� HNII❑FOR PROPER FIT UP. TE- 41179 0 X 2"A325 BOLTS ARED FOR BOLTING FLANGE BRALEARE C.F. RAFTERR MUST BE IN PLACE ►vRE CLIP ATTACHMENTFLANGE BRACE UROM < W MK.I F00O3 FOR 8•• C.F. RAFTERS Imiu..I WASHERS m r "• 5 E 9 i FOE04 FOR 12- C.F. RAFTERS mill j YB Y W T-{ 0 0 TYP FLANGE BRACE @ PURLIN & RAFTER �';,m s f �i. ;, 00 TYP FLANGE BRACE ® CF RAFTER s �}, ' • O OTES: SEE PLANT AND LLEVA(IONS ` FOR FLANGE BRACE PART MARKS o f$ a it [-" O o PRE-DRILL (7) 5/16o PILOI HOLES IN PURLIN m Q NOTE: SEE PUNS AND ELEVATIONS FOR S FIELD CUT AND FLAtIF.N PANII RIB IF INTERFERENCE 8 _!I-rGc�y7 0 FLANGE BRACE PART MARKS WITH FLANGE BRACE CLII' U(.CURS. '"�- ��`+�' =i: - 1 ERECTOR NOTES: ORIENT FLANGE BRACE CLIP AS REQUIRED FOR F 4 N N BEST FIT UP OF FLANGE BRACE. I w DRILL BOLTS SHOULD BE PUT IN AT 1000-1500 RPM'S WITH A VARIES ,,—FRAME COLUMN FS NS :v MODERATE PRESSURE APPLIED. PRE-DRILLING USING 1/4" DIA HOLES WILL BE REQUIRED If � caw E �+ v+ MATERIAL THICKNESS IS GREATER THAN 1/4". v L Orrs[t a cc FRAME SHOP WELDED m m =� FA'TER-._ S1IFFENERS�` _ Y Y SHOP WELDED ~ ~ - - STIFFENERS 19 -_ Of _ _ .. . 0 a+ Iv -FLANGE BRACE NEOURIED WHERE MAl7HG(1)H060 BOLE RANGE BRACE CLIP I STRONG-BACK 7 U OPIOICATED ON (1)N0300 NUT, UK FBB01 - - N Co fACCIION OPAWINGS (1)N0210 WASHER INSIDE RANGE— ` / , STRONG-BACK W A$•'NS h f5" AT EACN CNO L 0%) 5/16"e Y 1 1/2"ORILL BOLTS 1 O'-b•' 2'2" OUTSIDE E UL UK N0705(SEE PRE-ORILUNG '� STRONG-BACK — -- - NOTE ABOVE) ' SIOEWAtI /�- Oi�$El COLUMN (NS) II C JOIST DEPTH GREATER THAN RAFTER DEPTH r� ALL FLANGE BRACE CONNECTIONS REOURTE 1/Z" 2"A325 BOLTS UNLESS NOTED OTHERWISE (2) 3/4" e X J" I J _ (H0633/HO320) D JOIST Z A325 BOLTS/NUTS 0: FRAME • PER LOCATION Lo o. COLUMN ( E) TOTAL LOCATIONS FLANGE I REQUIRED 1 ro 0 0 0 m SHOP WELDED Wrl STIFFENER • —FRAME COLUMN _ LL L4, In INSIDE FLANGE a } ? In H > T^^ RAFTER-` (3)5/16•'• . 1 1/2- _ FINI NED FLOOR 1 1 2 Y y, V 'MV of MK 407DS 0 IISEE`PAt-GRILUTIG -_ _ ,_ SECTION A T ° o OLTS r- c NOTE ABOVE) NOTE: STRONG-BACK SHOWN ON NEAR-SIDE OF z O '�.c m i SHOP WELDED FRAME COLUMN TO FAR-SIDE SIMILAR e-f 07 a IL FLANGE BRACE CUP STIFFENER /"A`N`(;E MK FBBo1 T'2° STRONG-BACK ORIENTATION: 2 NEAR-SIDE FAR-SIDE BRACE FLANGE BRACE AIK.Ffl_ OPPOSITE SIDE WAIN(1)M0603 BOLT, REOWREO WHERE (1) H0300 NUT, WOICATEO ON (1) M020 WASHER EllEW EW ERECTION DRIWINGS £ E AS"NS A,FS" FINISHED FLOUR RAFTER DEPTH GREATER THAN JOIST DEPTH �_BASEPLAIE ALL FLANGE BRACE CONNECTIONS REQUIRE 1/2" . 2"A325 BOLTS UNLESS NOTED OTHERWISE !Q JJ Y ALL BOLTED FLANGE BRACE DETAIL FULL HEIGHT STRONG-BACK COLUMN DETAIL o FOR JOIST T O RAFTER CONNECTION REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER REOUIREMENTS 5w� — SW j J W L 0 SEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS AJ0610 �1 m c = d i C 3 Q a Z 1 .a W .c m CL i CL o � �L1 H 4 41179\� 114NAI. Yrl`- E a a-�oYp i@ZG�£�FL L.L t "dacb!"fo 6 . 1 COLUMN OR E B 1 ♦" PW( STRUT yIOPa 4 e 1 4^ SEE MEZZANINE PLAN RAFTER SEE PLAN/ELEVATIONS FOR !MELDED N N 4 1/2- UK, NUMBERS h LOCATIONS PLATE 4" ♦ 1 FOR BEAM CONNECTION w11ERE ANGLE BRACING T�V1 N PIPE STRUT TIES INTO THE MEZZANINE 6" a PIPE O o SEE PLAN/ELEVATIONS FOR BEAM AT LINE 1 h LINE 3 USE (2) 1" x 3 1/4" A325 MK. NUMBERS r LOCATIONS I BOLTS H0640/NUTS H0330 I' ' ¢ ¢ O ;; 8" O PIPE BRACE STRUT/ MEZZANINE BEAM I = 3 3 A NIL USE (3) 6 x 3 1/4" 3325 " BOLTS H0640/NUTS H0330 S S n O n o 0 F f In O O €Y Y h O - 1 f OF STRUT H 1- 4" < 3" x 1/2" O ANGLE BRACING E w (2) ANGLES MK. GXC_ C m INSTALLED BACK TO BACK W C 1, \ SEE ELEV FOR PART MK./S I' O C BRACE CLEWS ;I 4" A 3" SEE BRACING DETAIL FOR I' 'I C SIZES AND HARDWARE PAP, BRACE CLEWS ,1 ANGLE BRACING SEE ORAC MG fXT4l FOR II '1 C MARKS. SEE ELEVATIONS O I (2) ANGLES MK. GXC_ , FOR BRACING uK NUMBERS SIZES AND HARDWARE PART ' \ INSTALLED BACK TO BACK II _ ` 'O AND LOCATIONS __ MARKS- SEE ELEVATIONS '' I N E� /CT � r �� FOR BRACING MK. NUMBERS '� SEE ELEV. FOR PART MK. S ;1 J j N /L Ou A E LOUTIONS '1 1' < O LL SI$`P WELDED 11 (1 7 W "AIE 11/4° J J �' I '1 II LINE 1 Ec LINE 3 PIPE STRUT W/BRACE CLEVIS DETAIL PIPE STRUT W/BRACE CEEVIS DETAIL (5 A4) 1 BOLTS 3 1/4"0 a a 11 O X_ E"PIPE STRUT W/BRACE CLENS AT 20" (KIN.) COLUMN OR RAFTER AK0175 TIERED CLEWS BRACING AT B' PIPE STRUT LOCATION AK0176 '� (1) SUK GPLIICE PLATE O AT TSPLICE PLATE ;� NOTE tML PIPE STRUT USE(J) I"X] 1/4"AJ2s BOLTS HO6/0/NVIs 1103J0 NOTE. ON PIPE STRUT USE(3) 1'x] 1/1•'A325 BOLTS N0640/NUTS N1U30 �� SEE ELEV FOR LINE 1 PART MK NS (5) 1 I/4". 3 1/2"e �I p W Ix CI II A490 BOLTS X_ ,I _ T , w H C N O rl II O NUTS X_ I1 1 Z 10 O O O 'I COLUMN AT SPLICE PLATE �1 0D W j ,�rP W J V m m Y1 H GI 01 61 ,I COLUMN—•.. 0 IA m 0 On 00) LA In m m g W u - i " v d ,I 4.. x 3" x 1/2" ,1 LL O E Ln rI ANGLE BRACING 'I 0 Z C Z IC y On INSTALLED BACK TOBACK 11 LA J In CO O �i SEE ELEV FOR PART MK-NS ,pT CD r-I m 0. u- II LINE 1 h LINE 3 LINE '1 i�(3) 1"x 3 1/4"e (2) 1 1/4"x 3 1/2"e O A490 BOLTS X_ A490 BOLTS %_ NUTS %_ NUTS X_ AT SPLICE PLATE AT SPLICE PLATE O FINISHED FLOOR r0 OF COLUMN \--�-. OF COLUMN 25'-O" O LINE 1 26'-9" O LINE J In (CENTER OF COLUMN TO CENTER OF COLUMN) - 15-1" O LINE A +- (CENTER OF COLUMN TO CENTER OF COLUMN) U � DOUBLE ANGLE BRACE DETAIL J SEE ELEVATIONS FOR ANGLE MARK NUMBERS IF NOT SHOWN IN DETAIL A L002CJ ) a0 E /� C i 4 m Q Q Q C m C Q r � N �O Ol In it_ C I� C m C G Q i o►-I i CO d0Q 3= Q � � It 41119 nAI 1' I € F��€ VI o 0 1-1 RECOMMENDATIONS FOR HANDLING AND ERECTING NBS STEEL JOISTS RECOMMENDATIONS FOR HANDLING AND ERECTION NBS STEEL DECK* 1)CHECK OUANTRIES. MARK NUMBER, AND CONDITION OF JOIST AND ACCESSORIES ON ARRIVAL NOTE ON ONE D N M DISCREPANCIES NUCOR BUILDING SYSTEMS WILT NOT RE LIABLE FOR ANY SHORTAGES OR DAMAGE NOi NOTEELIVERY TICKETS ANY SHORTAGES OR D- 1) CHECK OUANTITIES. CONDITION OF DECK, AND ACCESSORIES ON ARRIVAL, Jj9TE ON THE QELIVERr TICKETS O o ANY EpAWA$, NUCOR BUILDING SYSTEMS WILL NOT BE LIABLE FOR ANY 2)WHEN UNLOADING BY CRANE. ALWAYS NOOK CHAINS OR SLINGS TO TOP OR BOTTOM CHORDS AT PANEL POINTS, PREFERABLY AT 1/3 POINTS, NEVER SHORTAGES OR DAMAGE NOT NOTED Q HOOK TO WEB MEMBERS OR JERK WHgE LIFTING WHEN UNLOADING BY NANO, USE EXTREME CARE WHEN BREAKING 8UNDLES AND UNLOAD EACH ANSI SEPARATELY a' C 2) WHEN UNLOADING N(ZCOR BUILDING SYSTEMS STEEL DECK, USE CARE TO AVOID ANY DAMAGE m ca 3)STORE JOIST W BUNDLES W A VERTICAL POSITION ON WOOD BLOCKING PLACED AT PANEL POINTS. LIGHTER JOISTS SHOULD BE STACKED ON HEAVIER TO THE MATERIAL. NVCOR BUILDING SYSTEMS IS NOT RESPONSIBLE FOR DAMAGE INCURRED JOISTS 1f MORE THAN ONE LAYER IS REOUIR[D STORE JOIST ON :IDES IF HEIGHT OF BUNDLE IS GREATER TIIAR IW10E ITS WIDTH JOIST FROM WHILE UNLOADING BROKEN BUNDLES SHOULD BE LAID FLAT ON BLOCKING TO PREVENT SAGGING OF JOIST COVER JOIST TO PROTECT PRIME COAT IF THEY ARE NOT ERECTED IMMEDIATELY ONE m m 4)ERECTION MUST BE D WITH PLANS "DIED -FOR CONSTRUCTION" REFERENCE ERECTION DRAWINGS FOR ORIENTATION Of LAGGED ENDS OF JOISTS 3) NW-IR BUILDING SYSTEMS STEEL DECK SHOULD BE STORED OFF THE GROUND WITH ONE END - co T£ ELEVATED TO PROVIDE DRAINAGE A WATERPROOF COVER SHOULD BE PROVIDED WITH PROPER 5)NUCOR OUILINNC SYSTEMS MUST BE NOTIFIED At ONCE If JOISTS AND/OR ACCESSORIES CANNOT BE ERECTED ACCORDING TO THE FINAL CONSTRUCTION PUNS. VENTILATION TO AVOID CONDENSATION NUCOR BUILDING SYSTEMS WILL NOT BE RESPONSIBLE FOR ANY FIELD REPAIRS OR CHANGES MADE 'WITHOUT PRIOR CONSENT. H 4) DECK BUNDLES NORMALLY WE" 40DO POUNDS CARE MUST BE TAKEN TO AVOID OVERTOADLNG IO 6)0O NOT COMPLETELY WILD JOIST 10 BEARING SUPPORT UNTIL PROPERLY ALIGNED. AS SOON AS THE JOIST 15 IN POSITION, ONE ENO OF THE JOIST OF STRUCTURAL ELEMENTS WHEN PLACING BUNDLES ON THE ROOF OR FLOOR. S/4ALL BE ATTACHED TO ITS SUPPORT IN ACCORDANCE WITH ME NOTES BELOW BEFORE ALLOWING THE WEIGHT OF AN ERECTOR ON THE JOIST ALIGN E > THE JOISTS WHILE INSIALLING 111E BRIDGING DO NOT ATTEMPT TO ALIGN OR STRAGHTEN JOIST IN GROUPS AFTER INSTALLATION AND PERMANENT N ATTACHMENT TO THE BEMING SUPPORTS RAL% BEEN MADE. 5) OO NOT USE NUCOR BUILDING SYSTEMS S1EfL DECK AS A WORKING PLATFORM UNTIL. THE DECK u- IS WELDED IN PLACE LOOSE DECK SHEETS SHALL BE SECURED TO PREVENT THE WINO FROM C ;, DISPLACING THE SHEETS AND CAUSING INJURY TO PERSONS OR PROPERTY 60) JOISIS - ENDS Or J015TS RESTING ON STEEL SUPPORTS SHALL BE CONNECTED THERETO WITH A MINIMUM Or THE EOUIVALENT OF SHORTSPMI - TWO V 01 1/V FILLET WELDS, I" LONG OR WITH 2 1/2" OIA BOLTS; tONGSPAN - TWO 1/4•' FILLET WELDS. 2" LONG OR WITH TWO 3/4" DIA A325 BOLTS WHEN BOLTED ICU 6) NUCOR BUILDING SYSTEMS STEEL DECK SHALL BE ERECTED WITH A MINUMUM BEARING Uf 1 I/2' ,t C) CONNECTIONS ARE USED. BOLLS MUST BE "SNUG TIGHTENED" PER THE LATEST RISC SPECIFICAION J�f UCOR BUILUINy SYSTEMS CONSTRUCTION DRAWINGS UNLESS OTHERWISE SHOWN �SHOULD BE REVIEWED TO DETERMINE VO4ETHER ADDITIONAL WEL IN. IS REOUIRED DUE TO SPECIAL CONOIYIONS D7) CUTTING AND FRAMING OF OPENINGS NOT SHOWN ON NUCOR BUILDING SYSTEMS CONSTRUC110N flLtAYANGSpI W 66) BOTH ENDS OF ALL STEEL JOISTS OR COLO-FORMED JOISTS SHALL BE FULLY BOLTED AND/OR WELDED TO THE SUPPORT STRUCTURE BEFORE SHALL BE THE RESPONSIBILITY OF THE TRADES INVOLVED- q1 a) RELEASING THE HOISTING CABLES. D) ALLOWING AN EMPLOYEE ON THE JOISTS; OR B) SKEW CUTS SHALL BE THE RESPONSIBILITY OF THE DECK ERECTOR W c) ALLOWING ANY CONSTRUCTION LOADS ON THE JOISTS 7)THE ERECTION STABILITY AND NANOLING KQ FATS FOR K-SERIES AND LH-SERIES STEEL JOISTS HAVE BEEN REVISED EFFECTIVE NOVEMBER 1. 9) ALL CONSTRUCTION LIVE LOADS DURING ERECTION. ROOFING. OR POURING OF CONCRETE MUST BE 1994. ALL BRIDGING BOLTS ARE 10 BE INSTALLED "SNUG TIGHTENED" PER THE LATEST AISC SPECIFICATION. DISTRIBUTED BY APPROPRIATE MEANS 10 PREVENT DAMAGE TO NUCOR BUILDING SYSTEMS STEEL DECK. AS WELL AS ALL STRUCTURAL COMPONENTS. S)Ntg:OR BUILDING SYSTEMS JOISTS ARE FABRICATED TO MEET THE ERECTION REOUIREMENTS OF THE ,QU.UWfONA1 SAFETY Mn HEAL TH ACT (OSHA1 FIELD 10) WHEN USING NOCORBtu DING SYSTEMS STEEL DECK WITH INTERLOCKING SIDELAPS, CORREGiLY ALIGN Q: COMPUANCI: WITH THIS ACT 15 NECESSARY PER OSHA REOUIREMENTS• ALL JOISTS WITH A SPAN Or 40'-0" OR LONGER, AS WELL AS UIE JOISTS LISTED SHEETS TO OBTAIN PROPER COVERAGE DO NOT BUTtON-PUNCH SIOELAPS UNTIL All DECK 15 WELDED IN THE CHART BELOW, ARE TO HAVE A ROW OF BOLTED D"OHAt BRIDGING INSTALLED PR10R TO SLACKENING THE HOISTING CABLES. IN PLACE (V ALL BRIDGING BOLTS ARE TO BE INSTALLED "SNUG TIGHTENED" PER THE LATEST ASC SPECIFICATION Vl C N O 1-1 11) NUCOR BUILDING SYSTEMS 14C[ & I!I" DECK IS BUNDLED "UPSIDE-DOWN" ANO MUSI BE INVERTED WHEN IT LQ J rn O O 9)AlL I/OR120NTAL BRIDGING IS SHIPPED IN 20'-0•' LENGTHS ALL HORIZONTAL BRIDGING SHALL HAVE A STANDARD e" LAP ALL DROPS MUST BE USEl1. W BRINGING SHALL DE CONNECTED DU THE JOIST CHORDS WITH A MINIMUM OF SHOITTSPAN - 1/8" FILLET WELD. 1/2" LUNG OR COUN IS ERECTEDALENI k, `00 M rn LONGSPAN - 1/8" FILLET WELD, 1"' LONG OR EWNALEN7 12) THE ENDS OF I,3LKOR BUILDING SYSTEMS COMPOSITE DECK SHALL BE BUTTED (NOT LAPPED) TO FACILITATE 10)09 NOT CUT AWAY ANY CHORDS OR WEBS. THE USE OF STUDS MIEN REOUIRED. Vf ro Ch � ui Ln 11)JOIST CHORDS ARE MQt QESIGNFD rOR CONCENTRATED LOADS FIDIE$ PLACE LOADS AT PANEL POINTS OR FIELid_WELD AN EXTRA MEMBER fROM POINI 13) IF STUDS ARE BEING APPLIED THROUGH THE DECK ONTO THE STRU"URAL to STEEL, THE STUD WELDS CAN L rn rn OF LOAD TO NEAREST PANEL POINT ON OPPOSITE CHORD AT NO EXPENSE TO NUCOR BUILDING 5r�S.SEE�ECIrIC DETAILS ON THESE DRAWIiLCS BE USED TO REPLACE THE POODLE WELDS ? 0 E 12)CONTRACTOR SHALL PROVIDE MESS FOR ADEQUATE DISTRIBUTION OF CONCENTRATED LOADS SO THAT THE CARRYING CAPACITY OF ANY JOIST IS NOT 14) NUCOR 1UILDING SYSTEMS DECK ACCESSORIES ARE TO BE POSITIVELY ATTACHED BY WLLUWG. SCREWING. Z A N FXCEEDEQ 00 NOT APPILT ANY LOAM TO JOISTS UNTIL ALL BRIDGING IS COMPLETELY INST 1 LL AND JOISTS ARE PERMANENTLY FASTENED INTO PLACE OR BUTTON-PUNCHING AS FOLLOWS: O C Ln 00 O 13)METAL DECK OR CENTERING MUST BE ATTACHED TO THE TOP CHORD OF THE J06T AT MAXIMUM Of 36" TO PROVIDE THE REOUIRELI PERMANENT T `� O J= M LATERAL BRACING FOLLOW THE MMIUFACIURERS RECOMMENDATIONS FOR INSTALLATION OF DECK OR CENTERING SEE THE DECK ATTACHMENT DETAIL A) POUR STOP AT 12" ON CENTER. ie la -I m a 1� 14)FI LD WELDING SHALL 1401 DM,LACE JOISTS B) GIRDER FILLERS AND SPLIT DECK SHEETS At W ON CENTER 15)ERECT BOTTOM C140RO BEARING JOIST W17H CAMBER UPWARD. C) END CLOSURES AT 36" ON CENTER 16)WAY MATCHED HALVES OF BOLTED FIELD SPIKED JOISTS ARE 10 BE BOLTED TOGETHER REFERENCE INSTRUCTIONS PROVIDED ON NUCOR BUILDING SYSTEMS CONSTRUCTION DRAWINGS 0) SUMP PANS AT 6" ON CENTER 17)NO HOLES ARE PROVIDED IN THE JOISTS FOR THE ATTACHMENT OF OUTER TRADES AND ARE DESIGNED AS SUCH E) FLAT, RIDGE AND VALLEY PLATE AT 12" ON CENTER ta)11 IS RECOMMENDED THAT CFR BUNDLES BE PLACED DIRECTLY ABOVE THE R1510 FRANCS AS STATED W THE NBS CFR ERECTION MANIIAt 15) NUCOR BUILOING SISTEMS STEEL DECK 15 FABRICATED AND PAINTED W ACCORDANCE WITH SOI SPECIFICATIONS AND TOLERANCES. THE STANOARO FACTORY APPLIED PAINT FOR DECK IS A PRIMER PANT AND IS NOT INTENDED VI *THESE ARE GENERAL NOTES ONLY IF A DISCREPANCY EXISTS BETWEEN THE FINAL 511OfTT SPAN (K-stria Gall+l. LONG SPAN flN-sane+ rants). 10 WEATHER FOR AN EXTENDED PERIOD OF TIME. FIELD PANTING, TOUCH-UP ABRASIONS, AND DETERIORATION = PLANS FOR FIELD USE AND THESE NOTES. THEN THE FINAL PLANS TAKE PRECEDENCE (On, rQ muse 6e inftoV (Iwo Taw+ must bt .mlaMed) OF ME PRIMER COAT S OTHER ERDWARRA FINISHES ARE THE RESPONSIBILITY OF THE BUILDER NUCOR � BUILDING SYSTEMS DOES N01 OFFER WARRANTIES f(1R DECK a) UNDER NO CIRCUMSTANCES ARE DECK BUNDLES OR CONSTRUCTION LOADS Bk thru 12k 23 feel 141JI Lhru 24LH 33 feel l.1 OF ANY DESCRIPTION TO BE PLACED ON UNBRIOGEO JOISTS, Ilk lhru 16k 27 feel 241.14 owl up 40 feelIBk Ihru 20k 31 feel J > 221, lhru 241, 34 1"1 J L 26k 38 feel -THESE ARE GENERAL NOTES ONLY IF A OtSCREPANCY EXISTS BETWEEN THE FINAL /0 26k Ina up ao feel V1 E PUNS FOR FIELD USE AND THESE NOTES, THEN THE FINAL PLANS TAKE PRECEDENCE }' Q a Q CUP MKj (N5 & FS) NOTE: NOTE: —COLUMN F V 7 � W/(15) 3/4" A 3 A329 JUKi--.\ A 3/4" WASHERS JOIST— A 3/4"' WASHERS JE101AM A _ n REOUIRED OVER REOu1RED OVER L = m C Q \ V SCAM 1�' ALL SLOTS. - \ ALL SLOTS. ST Q 0 c aJ 0 0-1 r BENS pp Ln cy u L„ . o o 0 Q L,U Q Z -f-f i _ � � - -A T2- in d 2 r IL o m - wEw ll ` - \ HCW .A.. U /ST1 BEAM- 1 FFaVAI. CLIP MKf CLIP MAI -'7- --CUP MKN DETAIL "A" (NS & ITS) (NS & FS) (NS & FS) ` f.OLIA4N--- W/ (IS) 3/4"x Y' A325 IOLLMN W/ (IS) 3/4" X 3' A325 WITH (15) 3/4" >r 3" A325 3/4" WASHERS ARE REQUIRED BOLTS AND NUTS "'t Sy-ICI t OVER ALL SLOTS <! ff.a' I Y�-1 BEAM CONNECTION DETAIL BEAM CONNECTION DETAIL a �g7Ysr a MEZZ BEAM TO FLANGE OF FULL HEIGHT COLUMN MEZZ BEAN TO FLANGE OF FULL HEIGHT COLUMN BEAM CONNECTION DETAIL AP0100 AP0110 MEZZANINE TO FLANGE OF TAPERED FULL AP0115 CUP M # CLIP MKI NOTL CLIP MK/ NOTE CLIP MK# CLIP MK/ CD K MEZZANINE SYSTEM SPECIFICATIONS (NS h FS)WITH (NS @ FS)WITH (NS h FS) W9TH (NS & Fs)WITH (NS& FS)WRN NOTE: O 3/4" WASHLR'i 3/A" WASHERS 3/4"WASHERS DESIGN LOADS MATERIALS PROVIDED BY NBS (15) 3/4" X 3" A325 (5) 3/4"x Y'A325 REQUIRED (WER ( ) 3/e' x 3' A325 REQUIRED OAR (15) 3/4" x 3"A325 (5)3/e" X 9'A325 REOURiED OVER � rJ m 50 psf Gve load Load Provisions OM All i1-OTS ALL SLOTS. \ ALL SLOTS, o 0 3B.5Ps Deod Lood X Auxiliary Support Columns \ T", A �t--r� A \ Tw.l l / A ` ixI 5 psf Collateral Load X Support Beams W Flon a Broces lix Im It Req'd• Collateral Lood is Applied To. X Joists and Bridging \ m m Top Chard of Joists, X Edge Angle and Pour Slaps x Bollom Chord of Joists JOIST ATTACHMENT METHOD 8' 3" Y _ FLOOR DESIGN Welled •�- + .� IT + mA" Slab•• forPI wood Thickness % olledFLOOR MATERIAL DECK INFORMATION __Llghlwei hl Concrete % � � � NO BOLTX Slordord Welghl Contrele 22 G Qeck T e NO BOLT REQUIRED AA,, �h N 'REQUIRED AT AT THIS , ' l' R`_ PI wood DECK FINISH THIS LOCATION l l LOCATION (II I I_ E W Other', Prime Pomled T 2 OTHER LOADS SUPPORTED 13Y NBS ;For 3 J a' JOIST •;� \ JOIST l �, I Cp •., STEEL OR ADDITIONAL NOTES x G60 Colvon;xetl TYP BEAN — DUM 3 3!' _BCAM — LJ CU Partition Loads - t5 sf DECK ATTACHMENT METHOD tYP VIEW "A" aJ O 5 lair Lootls Weld d VIEW 'A vlEw '•A" C ••Sim Thk'e - Top of Jwsl to Top of Slab x Sel-0rilhng ScreWs ERECTION DOLT PROWDED TO ALLOW COLUMN—•, —ERECTION BOLT PROMED TO ALLOW C - MEZZANINE FRAMED OPENINGS INDEPENDENT SETTING OF BEAMS. NO FLOOR / INDEPENDENT SETTING OF BEAMS. NO FLOOR N CO OTY SIZE WGT CITY SIZE WG1 COLUMN LOADS SMALL BE APPLIED TO BEAMS UNTLL COLUMN —� LOADS SMALL DC APPLIED 70 BEAMS UNTILI N O 0" moo# H I r ALL MIS ARE IN PLACE k TIGHTENED- ALL BOLTS ARE IN PLAC[ & TIGHTENED. —� BEAM CONNECTION DETAIL BEAM CONNECTION DETAIL BEAM CONNECTION DETAIL DIMENSNONAL SPECIFICATIONS I ,SYM DIMENSION DESCRIPTION MEZZ BEAM TO WEB OF FULL HEIGHT COLUMN MEZZ. BEAM TO WEB OF FULL HEIGHT COLUMN MEIZ BEAM TO WEB OF DEEPER BEAM AT SAME ELEVATION , {� A I V-O" FINISH FLOOR TO TOP OF MEZZANINE APU 120 C AP0130 .i APX 140 ) B 9'-0- MINIMUM CLEARANCE UNDER JOIST C 8'-6" MINIMUM CLEARANCE UNDER SUPPORT BEAMS 0 T-6" MINIMUM CLEARANCE UNDER FRAME C N O 0-2" EDGE OF ROM E FROM OP 0 SLAB/DECK JOST EE TOP OF SLAB STEEL LINE *_ Z.t t2"AFL E �6 6.. *- 2'•IAT2 FLANGESN�E6"c 6 BEN PROD O15 TE BE USED AROUNDYOU TH PERIMETER TOP ANY MATERIAL HAS M ku t8'-6" CLEARANCE UNDER KNEE LL m n' COLUMNS THAT PENETRATE THROUGH E MEZZANINE (z) 1/2 x r'A323eaTS 1/�. (z) I/2" x 2' A325 BOLTS In � T A Y — — WITH WASHERS WITH WASHERS BECAUSE CONDITIONS VARY GREATLY, AN ATTACHMENT METHOD IS NOT V, N Ifl ENO tk' END Of 4 L n'l rn JOIST * JOIST * SHOWN. THE ATTACHMENT IS NOT DESIGNED OR PROVIDED BY MBS. _ ` '� �V POUR 570P JOIST JOIST - D O p Z 'UUK, v POUR S70P 1 / MBS COLUMN THAT PENETRATES J L C W/1' FILLET WLLLI_'f _ MH/ _ THROUGH THE MEZZANINE T _ L O EA JOIST W/T" FILLET WEIo / ` p O EA JOIST INTFRIOR MEZZANINE FLOOR CDC[ OF "' EDGE OF '� \ WR.L TERMINATE AT EDGE OF POUR STOP "' POUR STOP BEAM OR COLUMN FLANGE W / UNLESS NOTED OTHERWISE o La LL -- BEAM o BEAM o �. —POUR STOP (THE POUR STOP Li BUILDING �- TO THE COLUMNS ANDT ACH BE TABLE In LINE TO% THESWETORT THE WEIGHT OF CONCRETE) I 13J a JOIST CONNECTION DETAIL JOIST CONNECTION DETAIL POUR STOP DETAIL AT FULL HEIGHT COLUMN V m BOLTED JOIST CONNECTION TO BEAM FLANGE BOLTED JOIST CONNECTION TO BEAM FLANGE AT BUD% LINE F FINISHEDR REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIRENEMS REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS REFER TO THE MEZZANINE DETAILS ON THESE I' E AP0240 AP0250 DRAWINGS FOR THE POUR STOP MARK NUMBER(S) AP0325 no '- � Q 16 � a //—MKNR STOP POUR STOP POUR STOP MKM MKO U � FASTEN W/ (1) H1020 SCREW / � L- C 177 C Q T2" 0 C FASTEN W/ (1) M1020 SCREW /� FASTEN W/ (1) H1020 SCREW Q O O �-DECK O 12" O.0 // O 12" O.0 -0 , a '~ Ln DECK DECK a 3 C a ac+ now O CC - - - -- - - I rL L o►.+ i z l0 - aoa NuQ m � 2 a CANTILEVER t. L o a EDGE OF luiL OF w LL V 1,y /(A POUR STOP POUR STOP (MAX. DECK w r~ I11 tp fD CANTILEVER fD Go BEAMLA BUILDING BUILDING O LINEBEAM i7 LINE JOIST 0 _ EDGE OF 41179 F'ExIR S10P o i,` ST1'1LV�•, .. VfthG3L T 0 0 0 j{( i��9 Zg *i$3 L9 POUR STOP DETAIL POUR STOP DETAIL POUR STOP DETAIL L- : _ z��: o POUR STOP TO BEAM FLANGE POUR STOP TO BEAM FLANGE AT BUILDING LINE POUR STOP TO JOIST AT BUILDING LINE ~ 47 A E Y"i f Y r AP0330 AP0340 AP0360 5g$ ` E'€-�F� ° •:IIj�OEr-iF.yl� I C3 � SECTION A-A —CEE GIRT CEE GIRT TOP OF _ —PARAPET STUB / PARAPET f ��w c.�"`��5� In In SECTION A—A � /. RAKE ANGLE MK MAPOf '� AK m m Ior or rAaMEt lK 3 3 CEE CHANNEL F- ~ ` H1020 AT EACH -Pr, J�. _ _ SUPPORT ��r. ✓ — PARAPET snR r. �. f z ROOF PURLIN r v F m ZEE GIRT , cf IF REO'D -\ I 4 END Of r- n / PURLIN PARAPET STUB m PARAPET STUB I �EAVE STRUT OR EAVE PURLIN �—I I O] � GIRT CLIP SECTION A-A , - z j RooF LINE SECTION A-A N m' (IF REO'0) ENDWALL RAFTER (4) 1/2"o x 1 1/4" A307 1DPl _�T�E - O - (4) I/2"o x 1 1/4" A307 w o TOP Of 1COL (4) 1/2'o X 2" BOLT HOSOO/NUT H0400 (AVE N IGHT w BOLT H0500/NUT H0400 1J BOLTS (MK. H0603) Ln �I'. a i VARIES NUTS (MK. H0300) J I• I ` _ -- PARAPET STUB IQ li zSUPPORT CEE (IF REO O Ind � L N O M m m 0 0 OQ /� N on M M -- LL � 1.— aN �m m O+ (4) 5/8'b X 2 1/4' FJ.�' Is ., N N t� BOLTS (MK H0610) -'1 u ; = tJ on v (4)5/8'10 X 2 1/4'• W ZEE GIRT DOLTS (MK, H0610) m o NUTS (MK. H0320) 1 I O E 111 � z m di = NUTS (MK. H0310) I C CO K x TO t_ .0 % =00 FRAME ++ ` m r-I m 0- li COLUMN +, U U? ENDWALL COLUMN ^ L,' - STEEL eYPAss_I SECTION B-B �It (4) 1/2..o x 1 1/4" A307 STEEL 8" OR 10" THIN HEAD BOLT H0515/NUT H040n IN VI In ENDWALL PARAPET STRUCTURAL LOW SIDEWALL PARAPET STRUCTURAL o POST AND BEAM ENDWALL VATH BYPASS GIRTS INTERMEDIATE FRAMES WITH BYPASS GIRTS J REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS ASOO1 O REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS A801 '10 E bD r a rA,IUPr .3-D 101AtDmG 57CE OFFSET r c : a Q ul SICEI LINE ''.TEfL LINE LINE SEE PLANS) LUNN r 5 3 � Q I srD? 1 u o Q O 0 r A ii '� 4J < 4J Ln �� W a o•-• L IE z 1O 10 N (A.FF.) a _ _ n b 1 U *T It CAN BEAN - •b I n N I) CUP Mx. GCS Mx • LEAN-TOWITH o A]!(BOLTS2 -z i RAFTER J V II \ Fr 41 1'Ic) ,S NEW �.ONST I IIOh D SECTION A . 1.ti``I- _,``L Z oR ExIsTING COLUMN LnA1 L E ME FULL HEIGHT COLUMN MAY BE STRAIGHT OR TAPERED THIS DETNL INTENOEO To SNOW THE CONNECTION OF THE LEAN-TO RAFTER ONLY _ i CI I- -CIRI AS REOUMEO j_ R' Lfl AT AN Ex15TING COLUMN CONDITION. FIELD DRR,L THE CONNECTION F t i - L .. rl LES 1.1 —COLUMN FLANGE LL y-= Q LEAN-TO RAFTER TO COLUMN :_- CANOPY STRUCTURAL DETAIL .3•: � a 00 "BELOW SAYE- WITH FLUSH GIRTS; AQX030 BELOW EAVE A00005 11 t ¢ 1 HANGAR VERIKAL MAIN FRAME AFTER ALL BEAMS` 'AAf T(R _MAIN FRAME r N (2) 3/4" x 3" ARE SET h LEVEL'1 4 I / CCIWNR N N SECTION A A325 BOLTS/NUTS I! (z) 3/. r' A3zs 0 0 t sous/nuts n IX � ' _ � CLIP MK C%C_ NS/FS m m 1 3/4' TUBE HEADER 5 FLUSH GK1T F (4) 3/4" x 3" (CON1 OR - * AFTER ALL BEAMS NOTE:ALL DEAD LOAD M1751 8E APPLIED A}25 80CT5 — ELEVATIONS FOR MN NUMBERS m -- --------4/-_--- I I ---------------- OF THE DOOR HEADER H0320 NUTS ----1 I/ AND CONNECTION DETAILS) O SIMPLE SPAN) S' TO THE FRAME BEFORE FINAL LEVELING UJ _ 1 ARE SET& LEVEL HD633 BOLTS Ig'-fj.. F F TUBE HEADER — A-��--!y - s J MK. MKT Ca 25_ ' T-CLIP /4 . 3" HANGAR VERIKAL L`' *(4) 3/,.. . 3 As i i �W/(?)3/4 � }.. BOLTS/NUTS 2'• A315 BOLTS (IAA7ERWL) E - K — - AFTER ALL BEAMS C v - ------------ I I ----------- B I I 4 ARE SET IEVTI V �a � 2�� , 2" —�---- —tly/ 3" CLIP MK. �M CENIERLINE Axe£SET&BUEv4Ei I A A325 BOLTS I/4^ TOP AND BOTTOM OF VERTICAL CUPS CAN OMIT 8E BONED AL H0640 BOLTS ( IT c DD AT HEADER SPLICES. MUST BE I� HD330 NUTS — 2) CLIP TT GXC_ N cu ENDWALL W/ (4) 3/4" x 3" - WELDED AT MtD-SPAN NANrrR 6)3/i"AxT3'HA325 BOLTS 0 COLUMN __ - __ _ vERTICAI LOCAr10N5. AFTER ALL VERTICALS - Ll A325 BOLTS/NUTS ARE Pluaa t/4 HEADER ATTACHMENT AT VERTICAL : 01 HEADER ATTACHMENT AT HANGAR VERTICAL CLIP MK GXC_ *DEFLECTION CRITERIA: O REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER AW0120 REQUIREMENTS DONNWARD. -MAXIMUM UNDER TOTAL O N FLANGE OF & I DESKN LOAD • t 1 1' S., y N O \ CLIP MKJI ROOF BEAM U v c O St ENS & FS) WITH NOTE: H) N � � 3/4" WASHERS -YAXIYVN VNOER 10TAL J M O O (24) 3/4" X Y' A325 REQUIRED OVER 0£SIGN UPLIFT • 12' 0 16'-6" - A �,00 M M ODOR ATTAC/WENT '..Y y 0�1 ALL SLOTS I LOCAIION A F F E�E / A PIPE KICKER_ _ SECTION A w% (I I-a . 3 1/r 0 MAATERIAEADER '1 ENDWALL BOLT-HOF40/NVT-H0330 u COLUMN �f ENCE WALL 0 E 3, ( EACH END(TYP) AFTAREER ALL BE"SU& LEW (REFE1 4 ELEVATONS FOR MARK J 2 10 W (MATERIu) •J L C 2 3/4" 4 AA�L PLUMOVERT CATS\ NUMBERS AND DETAILS) T ; 10 C x I - _� /1/�4 T Af1ER NL Bf'AM T4-6 3/S CLIP MK-(1 )GXC_ATTACH ` (a a CO CL LL. <_ Y' -1'•. ARE SET EI LIVE 1 4 C�UNDER WITH(4) 3/4"A325 BOLTS - 1 CUP MK GXC_ HANGER JACK CAN OMIT BE BOl D I2 BEAM AT HEADER SPLICES MUST BE CLIP MK. I 1\_ ' (1 (1 IJAR J BEAM ST IFFENER SNER HANGARPAN TOP AND BOTTOM 1 I -TUBE HEADEI FLANGE OF 0 Q MK. MXT /A" ROOF BEAM U U SEAM SECTION A "EW "A' COLUMN SECTION B TUBE ATTACHMENT AT COLUMN o TUBE HEADER ATTACHMENT AT FLUSH COLUMN HANGAR JACK BEAM DETAIL HANGAR FRAMING ® VERTICAL STUB REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS J 1- HANGAR JACK BEAM r0 WE6 OF PULL HEIGHT COLUMN PARTIAL DEPTH VER7KA1 STUBS w/HEADER - (0 AW0100 AWX010 REFERENCE ERECTOR N07E FOR ITPICAL WASHER REQUIREMENTS AWKO12 I E 4� C 4 d FO o Q C co C r Q cn £ 1 tw a a0 111 Z V .0 w Ln .0 0 tY W n i o H-L i LD 00 UQ mTI eI— 11119 Q} ��LI sl1`V�1 w' •��I�r 'Al At3 O =Till � A �1 } (2) H1020-\ BOLTS REO'D AS SHOWN BOLTS REO'D AS SHOWN o 0 COLLATERAL DEAD LOADS. UNLESS OTHERWISE NOTED. ARE ASSUMED TO BE COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, UNIFORMLY DISTRIBUTED WHEN SUSPENDED SPRINKLER SYSTEMS. IIGHTING, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED. (1) PER ENDS'♦ �' N� C HVAC LOU IPMENI. CEILING'S. ETC ARE SUSPENDED FROM ROOF MEMBERS, WHEN SUSPENDED SPRINKLER SYSTEMS. LIGHTING, CONSULT NUCOR ENGINEERING LT THESE CONCENTRATED LOADS EXCEED 500 HVAC EQUIPMENT. CEILINGS, ETC. ARE SUSPENDED o 0 ANGLE MK � POUNDS (USIN(; THE WEB MOUNT DETAIL) OR 200 POUNDS (USING THE FLANGE FROM ROOF MEMBERS, CONSULT NUCOR ENGINEERING MAH• MOUNT DETAIL), OR OF INDIv1UunL MtMBEl75 ARE LOADED SIGNIFICANTLY MORE IF THESE CONCENTRATED LOADS EXCEED 200 POUNDS. THAN OTHERS OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTCI m m MORE THAN OTHERS SEC. A : m m t G p E f PURLIN FLANGE PURLIN STIFFENING LIP PURLIN WEB STEEL LINE - TOP CHORD �\ E GENERAL RESTRICTION \ C a JOIST / \\ S. \ 0 CL UNDER NO CIRCUMSTANCES CAN THE PURLIN STIFFENING LIP V N BE FIELD MODIFIED FROM THE FACTORY SUPPLIED CONDITION BOTTOM CHORD I a 0 ALSO 00 NOT HANG ANYTHING FROM PURLIN STIFFENING LIP PLATE WASHER = '� PLATE WASHER MK, ESWOI (1) \--EW RAFTER C OPTIONS FOR SUPPORT ATTACHMENTS GENERAL RESTRICTIONS. I MK ESwol (2) RAFTER/m OPTION A OPTION B 1. UNDER NO CIRCUMSTANCES CAN THE JOIST BE FIELD SL CAP PLAT[ MODIFIED FROM THE FACTORY SUPPLILO CONDITION - (500 LBS MAX) 2 ANY APPROVED SUPPORT METHOD USED. MUST NOT BE EAVE STRUT ( PT LESS MAX DRILL SUPPORT SUPPORT ANGLE OR SOME ATTACHED TO THE TOP CHORD OF THE JOIST SO THAT IT EAVE STRUT a BYPASS SIDEWALL CONDITION THROUGH THE OTHER TYPE OF BRACKET. WOULD PROTRUDE ABOVE THE STEEL LINE AND INTO THE LOW EAVE BY-PASS SW GIRT CONDITION LOW EAVE BUILT-UP EW CONDITION Cox oll BOTTOM FLANGE OF (NOT BY NOS) SUPPORT ROOF PLANE 0 THE PURLIN. THROUGH PURLIN WEB- USE (4) 1/2'= 2"A325 BOLT H0603/NUT H0300 LINO BA0020 USE (2) I/2" % 2" lUZS BOLT N06G3/NUT H0300 LINO BA0030 ) l9 1/2'b MAXIMUM BOLT �` 'ANGLE SUPPORT -- (NOT BY NBS) = (NOT BY NBS) BOLTS REO.O AS SHOWN ( ) BOLTS REO'D AS SHOWN c OO ~O 2 H1020 1/2"e MAXIMUM BOLT (I) PER ENO ♦ _ ry T r~n (NOT 6Y NBS) OPTIONS FOR SUPPORT ATTACHMENTS ANGLE MK I LL > � °i T 1" MAXIMUM FROM I'I' 1" MAXIMUM FROM MAH• H ZEFiTETTLAr-Or-PURliN-WEB CENTEfiL71+E 6T->suRUn DEB Jt Ln L `= m m TO CENTERLINE OF SUPPORT TO CENTERLINE OF SUPPORT u 2 l — V STEEL LINE Z v OPTION C: X" OPTION 13 ,+ o t c LII M O X SUPPORT CLAMP p r [200 lFF MAX) I„ (NOT BY NBS) �L f� m 07 d IF PURLIN FLANGE I- S SUPPORT CLAMPS "X" = TOTAL PROJECTED OPTION A - ARE USED DISTANCE FROM THE PLACE SUPPORT gWAS.Ell AFTER CENTERLINE OF TILE PURLIN BETWEEN JOIST \ WEB TO THE END OF THE ANGLES (NOT BY NBS) END OF STIFFENER LIP - 3•, (_ Ln 5/8" */- 1/16") CLAMP 1" MAXIMUM I NOTE / (NOT BY NOS) T THE CENTERLINE OF THE Sl1PPORT ERECTOR NOTE' PLAT IL MK `-PLATE WASHER 0 MUST BE WITHIN I" FROM ADDITIONAL JOIST REINFORCING MAY BE REOUIRED CHECK THE MK ESWOI (4) CENTERLINE OF THE PURLIN WEB ERECTION DRAWINGS FOR SPECIFIC REOUIREMENTS RAFTER/ CENTERLINE OF SUPPORI I CENTERLINE OF PURLIN CAP PLATE C r - E o NBS JOIST SUPPORT METHODS [AVE STRUT EAVE STRUT 71 LOW EAvE COLD-FORMED EW CONDITION J LL NBS PURLIN SUPPORT METHODS o USE(2) 1/2- X 2"A325 BOLT H0603/NUT H000 UN.O- LOW EAVE FLUSH/INSET SW GIRT CONDITION m REFERENCE ERECTOR NOTE FOR ryP WASHER REQUIREMENTS gA0050 USE (X) 1/2-' X 2" A325 BOLT H0603/NUT H0300 U.NO BA0010 v` BOLTS REO D AS SHOWN ro Q Q N u � ::3 � Q Q co C _ r f] 1 f 0) O LP a C c 41 c O Z� K� CCL � O O Q n l l a m AL AL a1 Qt.L R t%i- 3>1 l 41179 F•t'7/1�A1 T�, G—PLATE WASHER E MK. ESWOI (2) \ -RAFTER/ v CAP FLATE C. EAVE STRUT °` 'ar� o ;;,.." _ LOW EAVE rLUSH/INSET SW GIRT CONDITION •?�,E 8s e;C>; of USE (2) 1/2" X 2'" A325 BOLT H0603/NUT HD300 UNO ( BA0040 � =g •-===z " N N Jp USE (4) 1/2" x 2" A325 BOLTS N N H0603/ NUTS H0300 (CLIP/PURLIN .� TO FLANGE CONNECTION) T, v a I pV0' � � 1 �1 zac Jill 3 3 I: co co Li Y. ! SECTION "A" PURLIN E > COLUMN GCO01 CLIP '�' I 8" PURLIN UPSLOPE U.N.O.10. 10" PURLIN AT 12' PURUNS, BOLTS ARE GCBO1 CUP SHOP WELDED c CAP PLATE/ NOT REQUIRED IN THE 10" PURLIN I4— .,j COLUMN V ~ RAFTER FLANGE GC802 CLIP CENTER SET OF HOLES- I STIFFENER y p� 12" PURLIN CC802 CLIP CAP PLATE/ 3" I I RAFTER FLANGE OPTIONAL BY GC81 t CLIP 12" PURLIN _t- — { DESIGNUSE (4) 1/2" x 2" A325 u GCB11 CLIPN m BOLTS H0603/ NUTS H0300 NO WASHERS REOUIRED AT SECTION "A" 01 0 (CLIP/PURLIN TO FLANGE COLUMN CAP PLATE THESE 12 BOLT LOCATIONS LL SECTION "A., CONNECTION) OR RAFTER FLANGE SECTION "B" BOLTED CLIP ® END FRAME BOLTED CLIP @ INTERIOR FRAME WELDED CLIP ® END FRAME oI�. USE(4) 1/2"x 1 I/4'A307 80LTS HO500/NUTS H0400 UNO USE(8) 1/2'x 1 1/4'A307 BOLTS H0500/NUTS HD400 UNO USE(4) 1/2"x 1 I/1"A307 BOLIS HO500/NUTS H0400 UNO �j REFERENCE ERECTOR NOTE FOR TYP WASHER REQUIREMENTS ( 13 B00 I{ -� REFERENCE ERECIOR NOTE FOR TYP WASHER REQUIREMENTS BB0015 REFERENCE ERECTOR NOTE FOR TYP WASHER REQUIREMENTS BB0050 L0 \ - g o off O 0 o i01 COLD-FORMED W J rn '"' RAFTER ��-, rRAFTER Wy 00 m m V UPSLOPE U N U. ({� _ LL 'A m m m ��► ) I 1 1 / PURLIN a 3: Y-a I m I p <I PURLIN 1 1 f u ? O U v'm4 1 �I D Z m lu AT 12" PURUNS, BOLTS ARE � - 1 u 0 ] `� O t C NOT REQUIRED IN THE '^ SECTION, "A" o 0o t CENTER SET OF HOLES %_,- 3" � L � ,y m CL IL Jig, _ R F SHOP WELDED I44"', u pC� MK, L ZCLIP MK CLIP n u{ 1 - STIFFENER H EWA01 f DESIGNOPTION 8Y —( 11— I PURLIN DEPTH I } G" PURLIN CLIP `3 e" 10" 12" a ___ -- 10" PURLIN -i IT C] W COLUMN CAP PLATE NO WASHERS REQUIRED AT �.I PCC01 PCC03 PCCO2 _ GCB02 CLIP rn / OR RAFTER FLANGE THESE 8 BOLT LOCATIONS rj w PCCO2 PCC04 PCCOSCLL =o SECTION A 12" PURLIN — C SECTION "8" GCB11 CLIP E SEC "A" V J � WELDED CLIP ® INTERIOR FRAME PURLIN CONN @ C F RAFTER EW PURLIN ® C-F RAFTER V USE(8)1/2'x 11/1'A3l7 BOLTS HosBo/NU15 Ia400 UNO BB0055 W USE(1) 1/2'1 1 1/1'MI BOLT H05W/NUT H0400 UNO USE(8) 1/2"X 1 1/4"M07 BUT H05W/NUl H0400 UNO w REFERENCE ERECTOR NOTE FOR TYP WASHER REQUIREMENTS REFERENCE REFERENCE ERECTOR NOTE FOR TYP WASHER REQUWEMENTS BB0100 ) to W 0 ,Ci Q O Q N u Q r` RAFTERS W CO O w— 1toa 1 z V V1 .0 ° 0 I � Qi ox-4 L F l0 1 al0 < i PURLIN L R 1T 41179�i 8" PURLIN 4.1 t7CNA1- / CLIP 10" P N »c4 10" PURLIN 62 x m- * e, 6 6 a r-I 12" PURLIN GC802 CLIP �_- — i`- gv?Fi"£8 sa`Y GCB Lt11 CLIP SEC. "A" x16 a- �� obi:; O PURLIN CONN. ® C F RAFTER LAP USE (6) 1/2"A 1 1/4' A307 OOIt HOW/NUt W400 U-NA BB011 0 tiih_€ r� E�W�Eli: � REFERENCE ERECIOR NOTE FOR IYP WASHER REOUIREMENIS c r,11 :�f r3 1E1E .-I C+ CD rQ PURLIN INSTALLATION INSTRUCTIONS SUPPLY AND DESIGN OF CENINECTION OF ANGLE TO WALL N N BRACE "%"- BY OTHERS NOT BY N11COR ATTACHMENT OF ANGLE SHOULD BE N0 MORE TWIN 6" AWAY FROM EACH PURLIN 1) FOR SINGLE PURLIN BRACE, INSERT THE ANGLE INTO 111E FACTORY o 0 PUNCHED SLOTS BEND THE TABS AS SHOWN AND ATTACH WITH (1) I41020 LOCATION NUf.OR WILL N01 PREP THE ANGLE FOR iM6 PURLIN SINGLE PURLIN FASTENER PER END ATTACHMENT TO THE WALL. HOWEVER THE ANGLE MAY RAKE XT L ILA BRACE IF REO'0 NEED TO BE SLOTTED 10 ALLOW FOR THE VERTICAL ^ EEL LINE w cr Ir \ 2) FOR PURLIN BRACE "X", INSERT THE ANGLES "BACK-TO-BACK" INTO THE DEFLECTION OF THE FRAME A I 1 PURLIN (EXTENDED °O I= FACTORY PUNCHED SLOTS BEND THE TABS AS SHOWN AND AITACIi WITH (1) - - FOR RAKE WENSI N) NOTE: THE PURLIN H1020 FASTENER PER END BRACING ATTACHMENT co CID METHOD IS THE SAME 3) CONNECT THE PURLIN BRACE "x' AT THE INTERSECTION W+1'I (1) n 1070 ' REGARDLESS OF THE FASTENER SECONDARY MEMBER A TYPE (ZEE. CEE, CAVE SPANDREL ANGLE s Y � I) SEE THE OETaLs AT RIGID /0R A(TTTInONAL INFORMATION WHEN A1TAC'•IING ~ F-' G STRUT, BEAM, ETC) TO ALTERNATE FRAMING MEMEIERS (SEE PLAN/ELEVATIONS FOR MARK NUMBERS)— (TAGGED END TOWARDS E PURLIN BRACE LOW CAVE) b ANGLEIx c BRACE IF WALL BY 0 REO'D _ SIE L 6' EDGE OF OTHERS y >/—EA PURLIN LIBEL—ANGLE C (1) Hlo?0 I SECTIONFASTENER a00f STEEL LINE SINGLE PURLIN I N(nP��) BRACE If REO'G DOWNWARD NA%LIVE mUNDER DESIGN LIVE LOAD; 5 e" vUPWARD'. MAXIMUM PURLIN PURLIN 6 STRUT SHOWN WITH PLATE WASHER UNDER DESIGN UPLIFT 12" - BRACES BRACES 6 P�GY,6 ` (ESW01) AND (2) I/Z" A325 BOLTS/HUTS, DEFLECTION OF FRAME SINGLE PURLIN BRACE "x" REVERSE MAY BE CAVE PURLIN (CONNECTION UNDER FULL DEAD LOAD: 3 1" PURLIN MK. (SEE PLAN) CAVE STRUT PURLIN SIANLAR TO STD PURLIN) REO'D ACE ff PURLIN ' C (1) H1020 FASTENER L9 PLAN VIEW OF PURLIN BRACING LOCATIONS PER BAY PURLIN c I) THERE ARE TYPICALLY (2) ROWS OF PURLIN BRACING REOUIRED BRACEi-- IY J m m REGARDLESS OF THE BAY LENGTH U N.O - X■ I' T OO I 1 2) THE PURLIN BRACING IS TYPICALLY SPACED AS SHOWN IN THE DETAIL BELOW U.N.O. I PURLIN - -- y ?� BRACE IF m m REO'D - PVRUN u z O v Q d 1 BRACES (1) H1070 - -HOI-ROLLED I , Z Em v -RAFTER —EAVE CEE TYPICAL 1 �• J p L c CHANNEL f � � � o laoX STEEL LINE NO GM NOTE: THE CHANNEL MAY II KiwEEH It, ri m a tL SINGLE /1 I BE TOED UP OR DOWN LL1 1 T� I PURLIN BRACE) 1 1 /SPANDREL ANGLES -1"IF REO'O.PURLIN PURLIN PURLINBRACES STEEL LINE ANGLE BRACE "x' PURLIN LAP �_.�- I (SEE PLAN/ELEVATIONS FOR MARK NUMBERS) Ln r (TAGGED END TOWARDS LOW CAVE) ru 1 I 7 O 1 0.3D LENGTH 1 0.24 a LENGTH] 0 58 •_ LENGTH , LBRACE IF I PURLIN AT LOW EAVE AT SPLICE AT RIDGE OR HIGHSIDE LENGTH REO'D BRACES OJ (1) M1070 -BUILT-UP OR ( BOX (1) H1020 TYTMCAI HOT-ROLLEDBEAM U E PURLIN BRACING ATTACHMENT METHODS BEAM SPANDREL ANGLE DETAIL J SEE ROOF FRAMING PLAN(S) FOR PURLIN BRACING BE0001 USE (1) 1/2" x 2'• A325 BOLT H0603/NUT H0300 AT EACH PURLIN LOCATION � LL MARK NUMBERS, OUANTITIES AND LOCATIONS 0 ( B00410 ) REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS E11) OO fLQ 7 7 N c m c Q 3 to a f to 0 z U .0 B Ln ,= m a: wLZ� o� i ZLO >L k WA4A��Ii �y 4111'9 NFWAT Ln,►. E o f � es=`pM1eve 8y�x � � Q N .,.N0 I , 1 ERECTOR NOTE: UNLESS SPECIFICALLY NOTED OTHERWISE, ERECTOR GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH o ELL £ —0"OR 12-WRT 8"OR Ir GM -V GIRT N N STANDARD ZEE GIRT ORIENTATION IS TO HAVE THE GIRT TOED DOWN AT / GIRT CUP CAT CUP / -� MULTIPLE GIRT DEPTHS. REFER TO THE STANDARD BOLT F THE STEEL LNE AS SHOWN IN THE DETAIL BELOW. ---�-� / -_ -_ 1 GCA01--�� _ Lan cuv NOTE PLACEMENT OETAIL(S) FOR PROPER 801T PLACEMENT N ^' SECTION "A" G O UNLESS SPECIFICALLY NOTED OTHERWISE, STANDARD CEE GIRT ORIENTATION __ j _ �i __ -j-- -j-- e"OR r]"GM lac'R"ram oCTAa n'GwN LErr Iwo OPPos'¢ LA ,,, IS TO HAVE THE GIRT TOED VP AS SHOWN IN THE DETAIL BELOW STANDARD �, I O O' 1� „I -3 I SHOP WELDED CLIP SHOP WELDEO CLIP ' w ir CLIP ATTACHMENT IS BELOW THE GIRT, HOWEVER SOME DETAILS REQUIRE THAT Ip ,I, = L•__a ; a •D „A,. ( �{ F REQUITED Ft COLUMN GIRT m Co THE CLIP BE ABOVE THE GIRT OR THAT THE GIRT BE TOED DOWN W 1 8�+"JJ _ _ - 3 3 I - - -- - - 9-1 ,> , ` GIRT• IF REQUIRE - - �- (REFER TO THE GIRT DETAILS FOR SPECIFIC CONNECTION REQUIREMENTS) I -----J --I1__ D �\\ T m m l V-4-(STD7 1 6 1 STD 1•-r 1 S7 \ I f 8" OR 12" GIRT AT CORNER 8" OR 12" GIRT AT SW OR EW 8" OR 12" GIRT AT CORNER 8" OR 12" GIRT AT SW OR EW W T +STEEL Lwc lo"G+R Io EaRT to,cwr - I`I o o (I tl +I '-ZEE GIRT j - 1 E i;Ir-T 1 GIRT CLIP cm OUP ` - � - ow CLIP ` III - I I + E > I,�SJ / IIJJ 11 v -- OCA01 SECTION "A" to-Gar -T-- -T-- -T-- -T-- W -- C F' I'=0 •'p 1• AI :7- t j F- - I I I j - w 3I 3I - - --- I' •( 9 p; �� L,.- • • �j .,A.. :;I 3 4" e 1 2" 6 tl.7-/_4•. C 'O --J._- .t' ,� • '-x-- --y- GIRT ANGLE MK. MAG01 N m II 1 W/(2) H1020 SCREWS 6 J o 6 I ]'tsT0) (PLACE ANGLE FROM GIRT ZEE GIRT ORIENTATION CEE GIRT ORIENTATION 10" GIRT AT CORNER 10" GIRT AT SW OR EW 10" GIRT AT CORNER 10" GIRT AT SW OR EW TO FLANGE OF COLUMN) STANDARD GIRT ORIENTATION DETAIL FLUSH GIRT BOLT PLACEMENT DETAIL FLUSH GIRT BOLT PLACEMENT DETAIL FLUSH GIRT DETAIL AT 'L 1 I ' FLUSH GIRTS INTERIOR DAY COLUMNS SEE GIRT DETAILS FOR GIRT CONNECTIONS REFERENCE WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS REFERENCE WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS NOTE.USE(.) I/r 1 1/4"A307 BOLTS HOSOO/NUTS HD400 Q GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH MULTIPLE GIRT DEPTHS CRT CUPS ARE FACTORY FLINCHED TO BE USED WITH MULTIPLE GIRT DEPTHS. REFEREWE STANDARD WASHER DETAIL FOR TYPICAL MASHER CA1010 � (COLUMNS NOT SHOWN) REFER TO THE DETAILS ABOVE TO DETERMINE WHICH HOLES ARE UTILIZED REFER TO THE DETAILS ABOVE TO DETERMINE WHICH HOLES ARE UTILIZED. REQUIREMENTS COLUMN DIM. "A•' z 4" AT 8' k 10" GIRT$ ul ul N O O O STD. 1/2" A307 BOLTS 8" OR 12" DEEP __ CLIP MX CC903 FUWGE WIDTH - 8" AT 12' GIRTS J TY1 r1 '., MK, H0500 SINGLE CEE COLUMN - .- �" LOCATE (1) AT ALL * • ZEE GIRT_ COLUMN >,•n M f.4 (NO WASHERS REQUIRED)--� �\ r---� GIRT LOCATIONSFLANGE q. I 1/g• 3/ti" / RIGHT NWp DETAIL SHOWN. I 9 tq w Cp m _ I I CLIP MK lER HM/O OPPOSIEE .___ +' ~ OUTSIDE FLANGE 1 USE (1) 1/2" % 1 1/4" \ FLANGE > 4" 1 1 2" s 1^ CCU07 AT 8" GIRTS ry' CA Cp, J THIN HEAD BOLT H0515 r CCM09 AT 19. GIRTS \ 1 a MIn Ln 9J NUT M0400 AT THIS / _� ' rt COLUMN G%C_ AT 12"GIRTS !��1 1/2 " i L •- m M GIRT LAP BOLTS NOT i 1 LOCATION REFER TO THE I _ L� u O SHOWN FOR CLARITY "UPPED GIRT DETAIL"FOR :. I SECT. A" 3/4'•_' 3�4" Q Z v REFERENCE THE STD ADDITIONAL INFORMATION .>IL GIRT, IF , J O L G SECOND LAPPED USE (2) 1/Z'" A 2" A}25 REQUIRED— GIRT LAPPED CIRT DETAIL M A . 8 AA AtT 82"WRI$GW7 i r m m 0. FOR THOSE GIRT GIRT �T} r T 4.. BCOLPSTOOFOANGE NUTS H03OON) 1 3 4" utto REQUIREMENTS. I I �' I T 1 GIRT BOLTED OR 1 ' I O THIN HEAD 1/2" BOLT WELDED GIRT 1 I I F W - t I �— L•t' (� I 1 I MK. H0515 CLIP ' SHOP WELDED CLIP (NO WASHER REQUIRED) I 1/2- I I 2" , r- a< �j 1 ; '•l:•M I I I I I / 1 j I j In FIRST LAPPED GIRT �-STO, 1/2" A307 L 1_ J W t� *+ NUTS MK 14D400 �P MK { fjRT LAP CART - --------------- -WQII AT 8" CARTS (SEE ELVVATION SEE ELEVATION INYCNSKIII"A "A' —CUP MKtli GCN10 AT 10"GIRTS I "Al 8"GIRL$ MASONRY WALL GCM07 AT 8" GIRTS C GC811 AT 12'GIRT$ LEL Nf RUNE OF 4alM1N AT 10"GIRTS (NOT BY NUCOR) I GCM09 AT 10"GIRTS i "AT 1r CARTS c%c_AT 1r'crRn SW OR EW GIRT DETAIL E LAPPED GIRT DETAIL m LAPPED GIRTS W INTERIOR BAY COLUMNS SW OR EW GIRT TERMINATION DETAIL SIMPLE-SPAN BYPASS GIRTS AT INTERIOR BAY COLUMNS J u1 LL - •• THE THIN HEAD 1/2" A307 BOLT MUST BE INSTALLED INTO THE FIRST — - BYPASS GIRT TERMINATION AT MASONRY WALL LEFT NOTE USE (4) 1/2"A 1 I/4" A3p7 BOLTS HO500/NUTS H0400 � CIRT AND CLIP OF A LAPPED CONDITION THE BOLT/NUT ASSEMBLY MUST NOTE: USE (2) 1/2", 1 I/4"A307 BOLTS H0500/NUTS M0400 CC0080 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER CC 1020 to I- N BE WRENCH TIGHT PRIOR TO THE SECOND LAPPED GIRT BEING INSTALLED. REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS REQUIREMENTS l! ZEE GIRT ISOMETRIC VIEWS 3 N fL COLUMN ' C m C r USE (1) 1/2" X 1 1/4'• I rY 3'(;TI Q £@ 0 THIN HEAD BOLT H051S/ I SHOP - Jy'-.,_ +'-1 E'n ti0 ` tL Dd 4-1 Ln ..._.. ..;_i._2 m NUT H0400 AT THIS -"'Y" WELDED 'r. r. _ z tJ ,C w-w ,C m 0 LOCATION REFER TO THE _ _ "LAPPED GIRT DETAIL" FOR i CLIP I I) ADDITIONAL INFORMATION.- / SECT. "A" '" o a ` "'"' 3/4 \ t I a H a �i= a ,A, I GIRT_/!/4" I o TIT W may}I 1� -- -- 1 I T i----• - - ` 'Z �' T• Y 1 ) STEEL LINE i ti j It 1 - Il I I I � ttm MK —' I ;_—.—• _. ZEE GIRT i i GC803 41179 0� CLIP MK v V r-CSIAN NCEE SHOP WELDED ICLIP GCWO8 AT B'GIRTS / GIRT LA 1 GIRT LAP GCW10 AT 10" GRTS E (SEE ELEVATIOPN) (SEE ELEVATION) GC811 AT I2" GIRTS 1 _ 1 DIAL "A^ : 84•' AAT d7 IL� 11P ! 7 � SW OR EW GIRT DETAIL ;lam a'; Ims fR,4. L` ,INGLE CEE COLUMN AT BYPASS GIRTS 1 o LAPPED BYPASS GIRTS ATINTERIOR BAY COLUMNS SINGLE CCE COLUMN WITH LAPPED BYPASS PRT5 HiW' L: M NOTE: USE (7) 1/2"II 1 t/4" A307 BOLTS H0500/NUTS H0400 _ NOTE:USE 00 1/2-. 1 1/4"A307 BOLTS K0500/NUTS M0400 C00011 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REFERENCE ERECTOR NOTE FOR TYPICAL.WASHER REQUIREMENTS l� REQUIREMENTS CC1010 i�l, asfj14 � 1 1 Y. `A"- 4"AT 8"tr 10"CJRi SHOP WELDED CUP; m m lErt HAt1D DETAIL SHOWN, o 0 8" OR 12" DEEP RIGM Hw0 OPPOSITE ` `+ - 8" GIRD rL COLUMN ERECTOR GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH r 1 - SINGLE CEE COLUMN MULTIPLE GIRT DEPTHS. REFER TO THE STANDARD BOLT �—CLIP MK. GC903, LOCATE NOTE PLACEMENT DETAILS) FOR PROPER BOLT PLACEMENT- (1)AT ALL GIRT LOCATIONS 2 1/4- USE (2) 1/2• . 2•'A325 g o ...........«. _ i I WALL `� / BOLTS H0801/ NUTS H0300 1 1/2" - - r--1 B" OR 12" DEEP a 8"OR 10" 3 1 2", / (CUP TO WEB CONNECTION) l d RIGHT HAND QETAIL 1 1 SINGLE CEE COLUMN ? 1 / cr cr SHOWN, LEFT JCPO?AT 8`GRtS S , ECl 4^ F.Q l—CLIP NK.GCBO3.LOCATE I I I I m m KANO OPPOSITE JCP01 AT 1T GIRTS I.GIRT -- (1)AT ALL GIRT LOCATIONS -- " 3 3/4" ) 3/4„ JCP03 AT 12"GIRTS " —' """ T CUP ~ ~ CLIP MK. i 1'—• —._ ..-.«. CRT, IF REOUIREp MK. GCC12 m m 1 GIRT SECT. "A" GCCO2 f f f I GIRT -- iI4l—--- — s s ---- ---- - -jt �- '�V — ! idol L fdbbi' I 1 2"1 1 1 2" ----—--------l It- _ 8 1 I ,1 1, I 1 0 1 1 I I 7 E SHOP ` ' 1�_-.-�1_—_—_—., l__ _J o 1 I I 1 `�- � III 11 �-WELDED I ILLL�„ 1 1'�ia•� T O `. 1 1 22 I 1s�- t•—_—_—. lJ I 11 11 CLIP d l I ( 1 I T ) 11 11 I 1 1 1 —. 1 4'• TEND OF GWT I -----' :v a� O 1, I ,1 — , I I�j-'et--- — 1--N-- I CLIP MK GCw08 AT 8' GRTS C I 1 L_--I- _J W CLIP MK GCWIO AT 10" GIRTS E _ �, I I� o --_ DIMENSION VARIES - SEE PLANS CLIP MK GCB I1 AT 12" GIRTS 8"GIRT N 7 ' _---_____ ., ,1 _ I CRT ANGLE MN NAG01 g I I � --� W -E t 4"1 2 1 4" WITH 2) HIC20 (FIELD' J SIEEL� )'-1 1/4-W/r SW GIRTS y �. "'--'----" — - ( CLIP MK GCW08 AT 8' GIRT$ "A" END OF GIRT CUT TO LENGTH) I CLIP MK GCWIO AT 10" GIRTS L04E { V-3 1/4"W/ 10" SW CIRTS ENDWALL SW OR EW GIRT DETAIL _ 8" GIRT TERMINATION DETAIL Z) I tot (L BYPASS CEE CRT AT MASONRY WALL - - - NOTE' USE (2) 1/2". 1 1/4" A307 BOLTS HO500/NUTS H04DO NOTES USE (4) 1/2" . 1 1/4" A307 BOLTS HOSOO/NUTS H04DO CC1030 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS CFOSOO REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS ISOMETRIC VIEWS ISOMETRIC VIEWS a, 2 m o 0 o ry Jj d m m Ti. co lw, r000 ti {� H N r�1 .�4 u it " `ova 000 o �I O Z � ai O c 0 z In X O 0. O m •-+ m co a � STEEL LINE STEEL LINE I CLIP UK ZEE GIRT,\ i CLIP UK 2EE CIRT I CCBOT � CUP NK. ® I!E _SMGIE CEE CLIP MK. ® ! COLUM CEE ' GCWOB AT 8"GIRTS !/ COLUMn GCWOB AT 8" CIRTS I COLUMH 4�+ CCW10 AT 10"GIROS III GCW10 AT 10' GIRTS GCB11 AT 12"GIRTS i GCBII ai 12" GIRTS ! 0 BYPASS GIRT CORNER DETAIL BYPASS GIRT CORNER DETAIL E LEFT 14MD DETAIL SHOWN, RIGHT HAND OPPOSITE LEFT HALO DETAIL SHOWN.RIGHT HAND OPPOSITE .J NOTE USE (12) I/2" . 1 1/4" A307 BOLTS H0500/ NOTE USE (6) 1/2" r 1 1/4"A307 BOLTS H0500/NUTS H0400 J * LL NUTS H0400 REFERENCE STANDARD WASHER DETAIL CF0015 REOURREMENTSANDNtD WASHER DETAIL FOR TYPICAL WASHER CF0360 - iOR TYPICAL WASHER REQUIREMENTS ~ bA t la c = ERECTOR GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH u OIY. `A" ("Ai 11`tr 10 GIRT MULTIPLE GIRT DEPTHS. REFER TO THE STANDARD BOLT - B"AT 12"CA 2EE GIRT� i � NOTE PLACEMENT DETAIL(S) FOR PROPER BOLT PLACEMENT. COLUMN Q = CO Q -- LEFT HANG DETAIL SHOWN. I O £ O EO 4- EO Ln 01 2EE GIRT a1cM ruwO ow•os1TE p ¢ 0 I CRT ......,,........., ._. .. WELDED z V !- W V1 C mIX 3.I iv CLIP CLIP W j C L ; 1 GC002 ! A CUP 11/z' SECT. "A" n 01--1 L Z LO o O Q V Q z ri 1 m �7T SECTION A a~ u= -1- -A- - - W A„ GIRT IT 5(. W4. R r I P I W C A 1 --- — — — 1I—. — SHOP, ' v{ CLIP41179 1 - L. I CRT ANGLE UK, MAG01 1 4 2 3 4' 3" WITH (2) HI020 (FIELD ' SHOP MELDED CUP E 11END OF CART i CUT TO LENGTH) I 1/4" I _ ENO OF fA I-_4^ 1 .• GIRT STEEL _� SEE PLAN 1 ^q e _ Ee +Jnf$ LL 3•Ti�'>EyY S BYPASS GIRT CORNER DETAIL GIRT TERMINATION DETAIL � :y:Ey Rj 12 0 LEFT HAND DETAIL SHOWN, RIGHT HAND OPPOSITE LEFT NANO DETAIL SHOWN, RIGHT HAND OPPOSITE NOTE: USE (8) 112" . 1 1/4" A307 BOLTS H0500/NUTS M0400 NOTE- uSE (4) 1/2" . 1 1/4"A307 BOLTS H0500/NUTS M040o 'Jytj3.€FEF IF�EEI fill! Q REFERENCE E STANDARD WASHER DETAIL FOR TYPICAL WASHER C F 1010 REFERENCE NSTANDARD WASHER DETAIL FOR TYPICAL WASHER C F 120 0 � f`(!I3�3s zI Ira `f:) OIM A. 4"AT S-t 10' QRTS I DIN B• I'•AT A' 6 .D"ARTS I OIM C. 5"AT S-t 10"GIRTS RIGHT HAND DETAIL SHOWN. O CO OIM A. 4-1/4 Af 12'ARTS pu B• 3/4"AT t7"GXHS OIM C. 5"AT 12"GmWTS LEFT HMO OPPOSITE S•�f N N I RIGHT HAND DETAIL SHOWN, N In N LEFT HAND OPPOSITEvi o 0 I ') `\ p :; ;V•-;p.'i' 4 1 4" AT 2 3 a" CEE FLANGE cr ZEE GIRT 7'-6" MAX. ______ ____________ ____ JAMB GIRT SECTION "A" 5 1/B" T AT 3 5/6" CEE FLANGE 3 3 T-6" MAX. -- - ---- --- fAF.fJ T. (A.f.F) F�� - - H1020 FASTENER 2 C A n (2) H1020 FASTENERS CEE GIRT (12 OC) fRICT1CP CLIP 3 5 B FRICTION CUP ILK. JCP02 AT B" MK. JCA02 AT B" `� GIRT � MK JCP01 AT f0" MK. JCA01 AT 10" 1 (2) 1/2" % 1 1/4" / \ MK. JCP03 AT 12"-�. o MK. JCA03 AT 12" A307 THIN HEAD BOLT (2) 1/2" X 1 1/4" A307 I — (2) H1020 FASTENERS �� (( ~ ~ STEEL IN \ �} w SLAB BMEOTHERS) H0515/NUT H0400 A307 THIN HEAD BOLT _ —HEARER WRAP E > ' -�- H0515/NUT H0400- �_ I MK HW_ I � '--JAMB CUP UK, JCWOI JAMB CLIP _BLEAR OPENING C M 4.. ILI K JCWO1 I LJ y \ OJ 0 OPENING _I - _ DOOR JAMB DOOR JAMB JAMB JAMBS C OPENING M1020 FASTENER \ "' N m (12" O C.) STEEL LINE _ __ ___ w a 2 LL SECTION "A'' A TYPICAL JAMB DETAIL TYPICAL JAMB DETAIL HEADER WRAP DETAIL JAMB TO FINISHED FLOOR CONNECTION tot- JAMB TO ZEE GIRT WITHOUT WTERuE01ATE GIRT COLD-FORuED JAMB AT CEE GIRT WITHOUT INTERMEOIATE GIRT -- ---- NOTE: USE (2) 1/2" a 1 1/4" A307 BOLTS H05GO/NUTS H0400 REFERENCE STANDARD WASHER OETAIL FOR TYPICAL WASHER CG0017 REFERENCE STANDARD WASHER OETAIL FOR TYPICAL WASHER CG0019 CG0025 REFEREN E STANDARD WASHER DETAIL FOR TYPICAL WASHER CG0030 � REOUIREMEN75 REQUIREMENTS CLIP MK. HCJ_ ti�� f0 O O O NOTE. JAMB EXTENSION, IF REQUIRED N c N O � 1 I (2) 1/2" x 1 I/4" A307 FIELD DRILL HOLES IN GIRT$ 1� a 1 I W IFAUEk I BOLTS (HO500) 61 NUTS (H0400) u ll 'A c � � n/ —CLIP MY, JCT02 ti GO m M " A307 1 THINTHEADXBOLTS4 H0515) h NUTS H0400 I ,/ TAI � OT ( ( ) ; I (3) H1020 FASTENERS Q 3 - - .� - I rIlnL I L m m - _ CEE GOT .:. -� I ZEE GIRT , .I Z m c IAL1fE r ..-d ... x ------------ 1 FRICTION CLIP I t!1 O MK JCP02 AT B" -(2) 1/2" X 1 1/4 AJ07 I� a r +1 O •� L LEFT HIND DETAIL SHOWN. MK JCPO1 AT 10'- BOLTS H0500/NUTS M0400 ` m rr an EL u- RIGHT HAND OPPOSITE I MK JCPO3 AT 12" i X FRAME.O MINC i CLIP 9 (2) I/"L" x 1 I/4" A307 OPENING NIX UK j�A0j AT j�• \ (3) H1020 FASTENERS THIN HEAD BOLTS (HO515) 11 k NUTS (HO400) JAMB 11 CLIP MK. JCT02 LA CLII UK HCJOI At B" OR ID" `�— JAMB EXTENSION f0 JAMB I MK HCJ02 AT 12" o TOP DETAIL HEADER SHOWN, BOTTOM CONNECTION OPPOSITE 01_S.IEEL.4_NE_ C SECTION "A" E JAMB EXTENSION TO ZEE GIRT HEADER TO JAMB CONNECTION HE GIRT CONNECTION J L_ FRAMED OPENING DETAIL NOTE: USE (4) I/r x1 I/4" A]07 BOLTS HO500/NUfS N0400 u_ NOTE: USE (2) 1/2" x 1 1/4' A307 BOLTS H05OO/NUTS H04D0 JAMBS TO CEE GIRT CONNECTION C00058 '^ r REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER CG 0050 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER CGO054 as REQUIREMENTS REQUIREMENTS C z ERECTOR NOTE: NOTE' LEFT HAND DETAIL SHOWN, r_ INSTALL CUPS ON JAMB BEFORE STANDING JAMB. RIGHT HAND OPPOSITE -IF THE T-CLIP IS LOCATED IN THE SAME LOCATION AS NESTED GIRT BOLTS, THE i Q USE LEVEL TO ALIGN GIRTS ADJUST CLIP AS REQUIRED. NESTED GIRT BOLTS CAN BE REMOVED. _ m A0 0Ln 1 {" HEADER a 00 z N (3Q R O C W FRICTION CLIP FRICTION CLIP uc =1..1 q Z MK. JCP02 AT B" : MK. JCA02 AT 8" MK JCP01 AT 10" MK. JCA01 AT 10' P) H1020 I - MK JCTOZ C C3.= Q K_4 L E,D MK, JCP03 AT 12" 12 ^' MK. JCA03 AT 12'• ASTENERS JAue EXTENSION+ I /� z 1-I JAMB GIRT CLIP MK J;03 c C) Q lJ Q a v= POOR JAMB I -l31 TEH J SCREWS H1020 �'�T N•1, �A4. �� '-------' '---T'1 ZEE GIRT CLEAR OPENING 1 I T[yp' Y ,. 1 K 1 I II -l 411 --- I 1 (0� ILK 3 r , r� o T I i, rrfT I I W T I i, 54'RCYFS HI020 I'1•FTNAI. KJ'` STEEL LNE FRAMEO UK JCT01 SECTION "A" LD aTETANc F A s tY� RIGHT HAND DETAIL SHOWN. LEFT HAND OPPOSITE 'app ts� E GIRT TO JAMB CONNECTION DOOR JAMB TO HEADER CONNC)NOTE- USE (4) 1/2" x 1 1/4- A307 BOLTS HO500/KUTS H0400 USE (4) 1/2" x 1 1/4"A307 THIN HEAD BOLTS H0515/NUTS HOI JAMB WITH EXTENSION DETAIL Kaar�� ;�;�; ? Ln IAMB t fXTENSION 10 ZEE GIRT CONNECTION REFERENCE 57ANDARD WASHER DETAIL FOR TYPICAL WASHER CG0060 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER CG0062 NOTE USE(6) 1/2- X 1 1/4"A307 DOLTS HOSOO/NUTS H0400 C00064 - � o REQUIREMENTS REQUIREMENTS REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS ' i r.S E11: }I<�►.. CENTERLINE OF COLUMN -CLIP MK C.c- (TOP) � 12" 6 12" 6 12" 1 -/-X L-I'_ INy (IF REO'0) - N TV EICARI 3449 t (�/-i I f•/-) V AI.I N N zI z I vi in u - - J/r q COLUMN W " D S SHOP - 3 SHOP WELDED PLATE M£lOED STIFFENER SPANDREL BEAM fi+ I (STFBR) TYP m m If NECESSARY SPANDREL BEAM 3 C_ (BOTTOM) Go rT UMN ]C Y i 1 1 1 SECTION A E •C i E `__`i_J - _ AT TAPERED COLUMNS ` p1 CLIP MK, Y2BO2 C ,. (BOTTOM TYPICAL. TOP IF REO'D) V / -SPANDREL SEAM d o 7 SPAn RCL 2.. 1'---------_ m lOL WALL SYSTEM BY OTHERS SPANDREL BEAM CONNECTION z� j AT FRAME COLUMN STRAIGHT COLUMN Q C00030 USE ( C s K D A325 BOLLS ANO NUTS v REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUTAEMEM SECTION AS AT STRAIGHT COLUMNS C9 OJ ERECTOR NOTE AT BYPASS U1P: WALL STEM FO 'onO O BY OUKR$ WHEN LOCATING THE NESTED GIRL AT A GIRT LAP, THE NEVEO GIRT ENO'WILL BE HELD BACK SO /MV W M M m THAT IT DOES NOT ENTER THE LAPPEO AREA LL y 00 m In !� RI Cif Q1 COLUMN !2T LAP Q 3 Z N L M rn 0.-1 En OF NESTED GIRT IJ Z m y TYPICAL GIRT I T� ?m LM BELOW 0 = rM m a L 9/16-aOHOLES FOR 1/2"A l 1/4-A307 BOLTS HS00/NUTS H0400(FILL ALL NOTES) u o 0 0; • (THE OUANTITY OF BOLTS MALL VARY DEPENDING 1 1 /!' D 0 0 O; a ON BAY SIZE) , CLIP-- - O BOTTOM ONLY (I �•-Oo ! I B MOP A BOTTOM�.• ?1 1 iMAX—C • ti ABOVE TOP T A MARI• I/UMBEPS) .m JJ SPANDREL BEAM Ol GIRT OFFSET SECTION A � ERECTOR NOTE AT FLUSH\INSET. FRAME COLUMN tx WHEN LOCATING THE NESTED GIRT AT A FLUSH OR X15ET CONDITION, THE NESTED CIRT CND WILL T IN AN FA F LEFT HAND OCTNL SHOWN. C dE IILLO BACK 70 MATCH THE GIRT BELOW R THE BOLTS IN THE CLIP WILL ALSO BC uSEU In THE WALL SYSTEM BY OTHERS IM(AMT NANO OPPOSITE r�[STED GIRT I_ SPANDREL BEAM CONNECTIONLL- J 1:01 UMN USE 3/1" e K 3" A325 BOLTS AND NUTS �000�o REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS V CLD w EO TYPICAL GIRT FACTORY PUNCHED Y Q Q BELOW 9/16'a HOLES FOR 1/2-It1 1/4'A307 L _ BOLTS H050D/NUTS H0400(FILL ALL HOLES) V • ai • (TIE OUANTITY OF BOOS PALL VARY DEPENDING i- C Cp C Q L�_� • OR BAY SZE) -5-o-- ---- Q f � � zW 0 MAx o.0 Z 4-1 .� m t — �RECTOR NOTE AT CORN RS: o O Q •~^V Q m wHEN LOCH TN— G NC GIRT AT A CORNEA CONWgON, THE NESTED GIRT END WILL BE HELD p = O BACK TO MATCH THE GIRT BELOW IT THE BOLTS IN INC CLIP WILL ALSO BE USED IN THE NESTED GIRT RILL EF CORNER pECOAILS FOR COLUMN f WI ORIENTATION FACTORY PUNCHED a w 1 1 f- --1 - 9/16"a HOLES FOR 1/2"X 1 1/P AW7 r� / 41175�, 'L_RJ I• �1 �' (THET OU.W10Y Of BOLTS,WILL VON OEPENOWG r1/F7VAL ' ON BAY SIZE) (FILL ALL HOLIES) F kD T- FACTORY LOCATED NESTED GIRT DETAIL � f3r �; � o .REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS _l ��j, tD I ` Allyson Brooks Ph.D.,Director State Historic Preservation Officer March 13, 2017 Ms.Amy Rusko City of Arlington 18204 59th Ave NE Arlington, WA 98223 In future correspondence please refer to: Project Tracking Code: 2017-03-01805 Property: #1453 Top Cub Aircraft Re: Receipt of SEPA Documents Dear Ms. Rusko: Thank you for contacting the Washington State Department of Archaeology and Historic Preservation (DAHP). The Top Cub Aircraft construction project at the Arlington Municipal Airport has been reviewed on behalf of the State Historic Preservation Officer(SHPO) under provisions of state and federal law. Thank you for providing the additional location information for the proposed Top Cub development. The reason this was important for me is because most of the current airport footprint shares the historic footprint of the Naval Auxiliary Air Station-Arlington, a property that is listed in the National Register of Historic Places (NRHP). Because the boundaries of this site are irregular along the eastern edge of the property, I needed to be certain I had the location correct before I could proceed. Based upon the additional maps you provided, it was easy to determine that the north '/z of the parcel considered for lease to Top Cub Aircraft falls within the boundary of the NRHP-listed property.As such, there are a few stipulations that our agency would like to request prior to any development: • While we definitely will not be"dictating"the style of structure that gets built by Top Cub, LLC, the DAHP would like to have the opportunity to review construction plans prior to any final approval or selection. • Regarding Stillaguamish Tribal concerns over the archaeological sensitivity of the parcel, I would suggest that all ground-disturbing activity that extends more than one foot below the current ground surface be monitored by a professional archaeologist, unless the City/Airport can document that previous ground disturbance has occurred at that location. These comments are based on the information available at the time of this review and on behalf of the State Historic Preservation Officer(SHPO) in conformance with state and federal law.Also, we appreciate receiving copies of any correspondence or comments from concerned tribes and other parties that you receive as you continue to consult on this project. Thank you for the opportunity to review and comment. If you have any questions, please contact me. Sincerely, Matthew Sterner, M.A. Transportation Archaeologist (360) 586-3082 matthew.sterner@dahp.wa.gov STAIR State of Washington • Department of Archaeology&Historic Preservation P.O. Box 48343 • Olympia,Washington 98504-8343 • (360) 586-3065 www.dahp.wa.gov S NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY J0 APPROVED PERMIT#: - �� IZ ,l AM GPM 1 DATE: , 7��,� JOB ADDRESS: I I'�'L ��T! 12 K LOT#: PROJECT: TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION 1.9 1 n G THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 /,-- . 1-7 INSPECTOR DATE/ r ' 0 PLANNING Cl CIVIL Cl (3Uni.oivc CITY OF ARLINGTON '..,, CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:17922 59th Drive NE Permit#:1284 Parcel#:31052200300100 Valuation:1900000.00 OWNER APPLICANT CONTRACTOR Name:City of Arlington Name:HCI Buildings Name:HCI Steel Buildings Address: 18204 59th Drive NE Address:17833 59th Ave NE,Suite C Address: 17833 59th Avenue NE,#C City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223 Phone: Phone:360-403-4900 Phone:360-403-4900 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: I CONST.TYPE: 11-B DWELLING UNITS: 0 OCC GROUP: F-I B BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI 10/IRC110. SALES TAX UTICE:Sales tax relating to construction and construction materials in the rtin st be reported on your sales tax return form and cod Ci o Arlin n#3101. Signature Print Name Date Rel d By Date CONDITIONS Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC,)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 7/20/2017 Building Permit Fee $16,762.28 7/20/2017 Building Plan Review Fee $10,895.48 7/20/2017 Processing/Technology Fee $25.00 7/20/2017 State Building Code Surcharge Fee $4.50 7/20/2017 Traffic Mitigation $21,807.50 Total Due: $49,494.76 Total Payment: $49,494.76 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CD cD 00 NMEZZANINE CONFIRMA N DWG TIO N G � � N N O O N N Y � W � � N 2 2 z a0 00 y � � S Y Y ❑ CRANE CONFIRMATION MEZZANINE CONFIRMATION THESE DRAWINGS ARE FOR CONFIRMATION USE ONLY. n r FABRICATION HAS BEEN SCHEDULED. YOUR PRICE IS E > a PROTECTED BASED ON THE MUST SHIP DATE LISTED ON THE ORDER CONTRACT. PLEASE RETURN THE ,° v CONFIRMED DRAWINGS NO LATER THAN 10/28/16 cu 0 SO WE CAN MAINTAIN CURRENT COMMITTED DELIVERY o 'S THESE DRAWINGS MUST BE RETURNED SIGNED BY YOU (ON NUCOR'S STAMP) WITH THE CORRECT N m SCHEDULE. FAILURE TO RETURN THE DRAWINGS BY ai N STATUS OF THE DRAWINGS INDICATED.THE DRAWINGS SHOULD EITHER BE MARKED, "CONFIRMED WITHOUT EXCEPTION" OR"CONFIRMED AS NOTED". WHEN A THIRD PARTY IS INVOLVED AND HIS/ HER THE DATE SHOWN ABOVE MAY VOID SCHEDULE COMMITMENTS AND POSSIBLY RESULT IN AN INCREASE STAMP IS REQUIRED TO SHOW THE STATUS OF THE DRAWINGS, WE STILL REQUIRE YOUR SIGNATURE IN PRICE BASED ON THE MUST SHIP BY DATE. ■ a AND STATUS AS WELL. o ❑ CONFIRMED WITHOUT EXCEPTIONrn 0 KEEP IN MIND THAT NBS WILL NOT PURCHASE ANY SPECIAL MATERIAL FOR THIS PROJECT El T o 0 CONFIRMED AS NOTED UNTIL THE APPROVAL DRAWINGS ARE RETURNED AND CONFIRMED. ITEMS OF THIS NATURE INCLUDE �1. °1 ~ �' (BUT ARE NOT LIMITED TO) CRANE STEEL,SPECIAL COLOR COILS,WALK DOORS, WINDOWS, CURBS, tn ra C rn mT G�G m m ETC. ONCE THE CONFIRMATIONS HAVE BEEN RETURNED A CHANGE ORDER WILL FOLLOW CONFIRMING CUSTOMER'S u ? o ANY SCOPE CHANGES, COST CHANGES,AND A FINAL DELIVERY SCHEDULE. SIGNATURE: -4 o c 0 .2 t m 0 m H co a I DATE: THIS BOX NEEDS TO BE FILLED IN COMPLETELY BEFORE NUCOR CAN PROCEED. PLEASE VERIFY/ SUPPLY INFORMATION ON v di SHEETS OF DRAWING INDEX J intaowo C m C Q Q0 0 0) a tx Ln a C z 4.N to 0 zU C N C a i 7. i o O Q NU a z 'i CONFIRMAM"OF ISEZZANINE INFO FABRICATION �T"f It4fORMATI0"04OWN aASW :z�ji'r"ems 1 �` � ��S�fiEcoGeb�m�gg'X r-I ry ib�€ yC'Lp 1 1 c) CD 00 N N l0 l0 N N O O -._ Number U16RQ597A RequWall red Manuals Drawing Index v Sheeting Cover Sheet: C1 C4 3 NamTop Cub Aircraft Hs430-Erection Manual Anchor Bolt Plan F1-F3rr4 m m BUILDING SYSTEMS Location:City County,State Primary Plans/Sections: P1 P11 Classic Roof Sheeting A DIVISION OF NUCOR CORPORATION Arlington, WA H9420-Erection Manual Mezzanine Plans: M1-M2 M omer E > CustHCl Steel Buildings, LLC Roof Framing Plans: R1-R2 w � Wall Framing Elevations- W1-W7 a a, p MBNR = Details: DI-D16 MEMBER ACCREED CF_RTIFIED N C m AC472 CSAW471 DIT LL 0 Cox:it II cc 0 v u) C O W J 0 NO m o 0 � � � � vt � Mmm U � rnrn Z � � m m v v ° E _ L C Z ; � °° ° X O t no � m` aLL - 4� — _ 41 _ J L - i O ~ 41 t10 w > 4. C 0 LCD f _ Q ` " ' 1_? Q o m o a)+� 4- Ln tX0 Z b-0 Zu LA Z lfl Y1 00Q 0 jr,n' OCT 2 6 2016 41179� '"ICNAL V1"' E LL. Nr-e$ - v3'y ZL V Notes and Specifications: Top Cub Aircraft Entrance �N N Building Erection Notes to 1)The oneral contractor andlor erector is responsible to safely and property Primer and Seconds Steel Primer Color N area the metal buildings stem in conformance with these dmwings,OSHA y ry Primary and Secondary Steel Primer Color requirements,and either BMA or CSA S16 standards pertaining to proper Red Red erection.This includes,but is not limited to.the correct use of temporary guys co mco cn and bracing where needed for squaring,plumbing,and securing time structural and secondary framing,Secondary wall framing members(glrls or bar joists) Roof Sheeting = x are not designed to function as a work platform or provide safety tie off g Roof Sheeting = m m attachment in accordance with OSHA requirements.Secondary roof framing members(purlins or bar Joists)are not designed to provide safety lie off Type:By Others, 24 Gage, Finish:TBS Type:By Others, 24 Gage, Finish:TBS J attachment in accordance with OSHA requirements. Roof Panel Clip Type:B Others " x � 2)A325&A490 Bolt tightening requirements: P yp y Roof Panel Clip Type:By Others It is the responsibility of the erector to ensure proper bolt tightness in accordance with applicable regulations.See the RCSC S ec'Ocation for Thermal Blocks:NIA EPS Foam Spacers:NA Thermal Blocks:NIA EPS Foam Spacers:NA E 'v Structural Joints Usi A325 or A490 Bolts or CANCSIN o 10"Limit blarICS Roof insulation(NOT BY NBS .Thickness:4 w esign o ea Structures" or more rn ormatfon. ( ) Roof insulation(NOT BY NBS).Thickness:4 The following criteria may be used to determine the bolt tightness(i.e., o Roof Line Trim.Color:TBS Roof Line Trim.Color:TBS'snug-tlffhl'or"fully-prelensioned"1,unless required otherwise by local at' jur let on or contract requirements: Gutters Color:TBS c A)All A490 bolts shall be"fully-prelens .ioned". _ -0 B All A325 bolts In primary framing(rigid frames and bracing)may be Downspouts.Color:TBS Wall Sheeting 'snug-tight",except as follows: N FUII r- retensfon"A325 bolts if: Type:N/A, N/A Gage, Finish:TBS v 00 Building supports a crane system with a cappacity greater than 5 tons, Q c0 b Bullding supports machinery that creates vibration,impact,or Wall Sheeting Wall Corner Trim.Color:NA stress-reversals on the connections.The Engineer-of-F'tecord for the project should be consulted to evaluate for this condition. Type:Classic Wall, 26 Gage, Finish:TBS Wall Base Trim.Color:NA c)The project site Is located in a high seismic area.For IBC-based codes. tL It I � High Seismic Area"Is defined as-Seismic Desigpn Category'af'D', Wall Corner Trim.Color:TBS Wall insulation(NOT BY NBS).Thickness:NA 'E',or'F'. See the'Building Loads"section un this page for the O defined seismic design category for this project, Wall Base Trim.Color:TBS d)Any connection designated in these drawings as'A325-SC' Framed Opening Trim.Color:TBS Building Options "Stirp-Cmical(SC)"connections must be free of paint,oil,or other P 9 g p me an that reuce friction at contact surfaces.Galvanized or Wall insulation(NOT BY NBS).Thickness:4 No Building Options Included. C: 0 0 0 lightly-rusted surfaces are acceptable. C)In Canada,all A325 and A490 baits shall be"fully-prelensioned",except W _ 1-i N or st—wary members(purlins,girls,opening framing,etc.)and flange > 00 m m braces. Building Options Canopy (A " °r D)Secondary members{purlins,guts,opening framing,etc)and flange Below E H °m onbrace connections may always be°snug-light',unless indicated otherwise Mezzanine.(See mezzanine plan for additional information) eOW aVe m - in these drawings. 3)The metal building supplier shall be notified prior to any field modifications. Projection:3'-V u Z i U M a Modifications shall be approved by the metal building supplier before work is Structural Para et E undertaken. p Clear Under Canopy:8'-0' o z e u 4)common Abbreviations: Top of Parapet:26'0' Roof Panel.T e Classic Roof, 24 Ga e ] "' o c I TYP UNO-Typical Unless Noted Otherwise r)SIM-Similar yp g Finish:TBS Ln o0 0 X b SLV-Short Leg Vertical g NIC-Not In Contract r O r Backer Panel Type:Classic Wall, 26 Gage, Finish:TBS Face Panel.T e TBS, TBS Ga e Z m m a C LLV-Long Leg Vertical h;5L -bled Lino Type:: g ,Finish:TBS d NS&FS-Near Side and Far Side 1)NIA-Not Applicable Building Line Trim Color:TBS e O.A.L.-Overall Lonpth j)MBS-Metal Bldg,Supplier Canopy g 5) onstruction loads shall not be placed on any structural steel framework rL unless such framework is safely bolted,welded•or otherwise adequately Below Eave v secured. •C 6)Purlins and girls shall not be used as an anchors go point for a fall arrest system unless written approval is obtained from the metal building supplier. Projection:T-13' >^ 7)Purlins may only be used as a walking/working surface when installing safety Clear Under Cano :8'0' t11 systems,after all permanenent bridging has been installed and fall protection PY > s provided. Roof Panel.Type:Classic Roof, 26 GA.Gage, Finish:TBS v ooane. 8)Construction loads may he placed only wilten a zone that is within 8 feet of yP 9 the center line of the primary support member.CFR bundles should be placed directly over the rigid frames. Face Panel.Type:TBS,26 Gage, Finish:TBS 0 9)All lifting devices must meet OSHA or MSHA standards and in no case is it C acceptable to use structural members supplied by the MBS as a spreader bar or lifting device. JtX w C General Design Notes J 1)All structural steel sections and welded plate members are designed in to w accordance with ANSIIAISC.0"Specifications for Structural Steel Buildings" C or the CAN/CSA S16"Limit States Desgn of Steel Structures",as required by C N i� t ro he specified building code. Q La Q 2)All welding of structural steel is based on either AWS D1.1"Structural Welding _ Code-Steel"or CANICSAW59"Welded Steel Construction(Metal Arc Building Loads: Project Notes. 3 Q Welding".as required by the specified building code. C m C 3)All cold�ormed members are designed in accordance with ANSIfA1SI S100 or Q Ql CANICSA S136"Specifications for the Design of Cold Formed Steel Structural Design Code: BC 2015 < 0 O Members",as required by the specified building code. 1)Collateral dead loads,unless otherwise noted,are assumed to be uniformly a0 a v b,p Lf1 Building End Use: 2B-Manufacturing-Warehousing C z w 4)All Welding et cold formed steel Is based a AW5 D1,3 lConstruction (Metag Name Entrance Top Cub Aircraft distributed. When sus ended s rinkler s stems,ll htin HVAC a ut ment, a *' _ Coda•Sheet Steal"or CANICSA W59"Welded Steal Gonstruclion(Melril Arc MBMA Occupancy Class: II-Standard Buildings p p y lighting, equipment, z U C w N C m � Roof Dead(PSF) 6.5 3.5 ceilings, w — Welding) as required by the specified building code. Roof Live Load: 20 g ,etc.,are suspended from roof members,consult the M.B.S.If tZ o�, L SJ This Nucor Building Sysfoms facility is IAS AG472 Accredited and REDUCIBLE PER CODE Primary Collateral(PSF) 5.0 5.0 these concentrated loads exceed 500 pounds(using the web mount detail)or o o Q v Q m CANICSA A660 and 47.1 Cenified(If applicable)for the design and Secondary Collateral PSF 5.0 50 a U manufacturing of Metal Building Systems. Ground Snow Load: 25 ry (PSF) 200 Ibs(using the flange mount detail),or if individual members are loaded Snow Exposure Factor,Ce: 1.0 Snow CI 1.0 1 0 s 6)If Joists are included with this project.they are supplied as a part of the significantly more than others. s systems engineered metal building and are fabricated in accordance with the Snow Importance Factor,Is: too Snow Cs 1-00 1.00 L R .f requirements of Section 1926.758 of the OSHA safety standards for steel Seismic Information: Ss:1,042 S1:0 354 Roof Snow(PSF) 25.00 2500 2)The design of structural members supporting gravity loads is controlled by a 1.n7i 4 erection,dated January 16,2001 Seismic SdsISd1: 0.75210.399 d by the d d l f d l f live f t ff l ritica effect o roof load or roof snow load,as determined te Site Class: D Wind Enclosure Enclosed Enclosed the more c Material Specifications Seismic Imp.Factor Design 1.00 GCpi +/-0.16 +/-0.16 applicable code. p Seismic Design Category: D Plate and Flange Material: Analysis Procedure: Equivalent Lateral Force Procedure Seismic R 3,25 3.25 5"-1 2"Wide,To 14"Th. — A529,Grade 55 Basic SFRS: Seismic Cs 0.232 0-232 P 41179 Others — A572 Grade 50 Ordinary Steel Moment Frames d BUilt-Up Sln.Mral Web — A1011 SS or HSLAS Class 1 Grade 55 ry Base Shear(KIPS) 1 6 136.3 ( ) Ordinary Steel Concentrically-Braced Frames s4'r(ryA, t` Hot-Rolled Structural — A36 or A572 Grade 50 or A992 Grade 50 Wind: 110 0 Structural Tube — A500 Grade B 46 KSI E Wind Importance Factor,Iw: N/A Structural Pipe — A500 Grade B 42 KSI , Exposure: C Cold-Formed Structural — A1o11 or A103 SS(or HSLAS Class 1)Grade 55 UL90: Yes a• s 5 Classic Roof Panel — A792 Grade 80 CFR/VR16 Roof Panel — A792 Grade 50,Class 1 Classic Roof-Const.No.161 All Wall Panel Profiles — A653 Grade B0,Class 1 or A792 Grade 80,Class 1 Classic Roof w/Translucent Panel-Consl No 167 Ly CFR Roof-Consl No.552 '=n Yi ;.8 i Rod Bracing - A529 Grade 50 °" Y X-'•„ Welds - AWS D1.1/D1.3 or CSA W59 r Building Code CFR Roof w/Translucent Pane-Const No.590 a High-Strength Bolts — A325 T e 1 or A490 T e 1 per Hexg Composite CFR Roof-Cons(No.552A C t• s s 4g;E st fV YP Type Heavy "+ .1 V Machine Bolts — A307 Grade A Hex s p VR16 II Roof-Consl No 332 p r _Rpp fi"z zli i C) C) 00 General Notes NN THIS BUILDING SYSTEM DESIGN IS BASED ON UNIFORMLY m m . m m APPLYING THE CONTRACT-SPECIFIED LIVE LOAD AND ROOF SNOW LOAD. ' IN ADDITION,THE DESIGN IS BASED ON APPLYING A CODE-DEFINED LIVE LOAD(INCLUDING APPLICABLE REDUCTIONS)AND A m m CODE-DEFINED SNOW LOAD(BASED ON CONTRACT-SPECIFIED GROUND SNOW); J FOR ALL PARTIAL LOADING AND UNBALANCED SNOW LOAD CONDITIONS. - DRIFT SURCHARGE LOAD (D) m THE 12'-O"x 12'-0"ROLL-UP DOOR FRAMED OPENING SUPPLIED ON THIS E a) PROJECT HAS BEEN DESIGNED TO SUPPORT A TOTAL HANGING DEAD o WEIGHT OF 1440 LBS.IN ADDITION,THE FRAMED OPENING HAS BEEN - FLAT-ROOF SNOW LOAD (Pf) " a, DESIGNED TO SUPPORT WIND LOAD,NORMAL TO THE DOOR,BASED a, o ON THE STANDARD BUILDING CODE CRITERIA.THE FRAMED OPENING HAS NOT BEEN DESIGNED FOR ANY ADDITIONAL MOMENT OR CATENARY FORCE FROM THE DOOR.ANY CHANGE TO THE INFORMATION SHOWN DRIFT WIDTH (Wd) " m HERE WOULD REQUIRE AN ENGINEERING INVESTIGATION AND POSSIBLE Na HERE REINFOR � u- - FOR BUILDINGS WITH AN OCCUPANCY CATEGORY I OR II,IBC ALLOWS o o CNN I ` FOR SINGLE STORY BUILDINGS TO HAVE NO LIMIT FOR THE SEISMIC STORY DRIFT.PLEASE NOTE THAT ANY INTERIOR WALLS,PARTITIONS, CIELINGS,AND EXTERIOR WALLS SHOULD BE DETAILED(BY OTHERS) TO ACCOMODATE THIS STORY DRIFT. THE CONDITIONS AT THE FOLLOWING LOCATIONS PRODUCE DRIFT C o 0 WINDOWS AND DOORS THAT ARE PROVIDED BY OTHERS ARE ASSUMED SURCHARGE LOADS: w ''^ TO MEET THE WIND LOADING REQUIREMENTS OF THE STRUCTURE QJ AND THE OPENINGS FOR THESE MUST BE IMPACT-RESISTANT OR - � + PROTECTED BY AN IMPACT-RESISTANT COVERING AS SPPCIFIED 1. LOCATION: Line M D(psf): 48.0 Pf(psf): 21.0 Wd(ft) 1 1.667 13 CA m IN THE BUILDING CODE WHEN A HIGH WIND EVENT IS ANTICIPATED. (� Z � - m m 2. LOCATION: Line 1 D(psf): 48.0 Pf(psf): 21.0 Wd(ft): 17.23 Y - o E �� THIS PROJECT INCLUDES NO PROVISION FOR DYNAMIC LOAD ' z m n; CRITERION(VIBRATIONS)AND ITS EFFECTS ON MEZZANINES. J ,0 o X IT SHALL BE THE RESPONSIBILITY OF THE"ENGINEER OF RECORD', 3. LOCATION: EXT. D(psf): 66.9 Pf(psf): 21.0 Wd(ft): 15.51 Z m 0 .2 aru NOT THE METAL BUILDING SUPPLIER,TO DETERMINE THE PRESENCE OF DYNAMIC LOADS AND THE IMPACT OF THESE VIBRATIONS ON THE STRUCTURE. THE PROJECT ENGINEER OF RECORD(NOT THE METAL BUILDING SUPPLIER) IS RESPONSIBLE FOR ASSURING THAT ROOF AND/OR WALL SHEETING(NOT BY MBS)ARE DESIGNED TO SAFELY WITHSTAND ALL CODE REQUIRED LOADINGS ASSOCIATED WITH THE GIRT AND PURLIN SPACING PROVIDED. PURLIN AND GIRT DESIGNS ASSUME THAT SHEETING PROVIDES LATERAL v STABILITY EQUAL TO OR GREATER THAN MBS CLASSIC PANEL. ALL TRIM 4' AND FLASH FOR WALLS AND ROOF NOT PROVIDED BY THE MBS ARE TO BE z Z SUPPLIED BY OTHERS. v J J J V (1 dA w 4� C N � STRUCTURAL TESTS AND INSPECTION : Q 1) THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN IBC SPECIAL INSPECTIONS AND IN IBC 1704.3 AND IBC 1705. f aJ 4� Ln rn 2) ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AND INSPECTION AGENCY EMPLOYED BY THE OWNER OR ARCHITECT. z w z V w V1 .tLo m 3) THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST AND INSPECTION FIRM WITH A SCHEDULE TO FACILITATE THE PROPER COORDINATION OF WORK. w a i o i_4 i Z l0 4) PORTIONS OF WORK REQUIRING SPECIAL INSPECTION: a Q 2 Q AGENCY RESPONSIBLE FOR INSPECTION AND TESTING TO BE NAMED BY OWNER LATER. ��.L a A. STRUCTURAL STEEL: YES NO N/A �c wnsr� �'. 1. MILL REPORTS AND IDENTIFICATION OF STEEL(AFFIDAVIT OF COMPLIANCE) ❑ ❑ 2. SAMPLING AND TESTING OF SPECIMENS ❑ 0 ❑ B. WELDING: eils 1. ALL STRUCTURAL WELDING(INCLUDES DECKING AND WELDED STUDS),EXCEPT WELDING IN APPROVED SHOPS PER IBC 1704.2.2 ❑ ❑ '�'�ICNAI_t?�' 2. ULTRASONIC TESTING OF FULL PENETRATION WELD CONNECTIONS AT MOMENT FRAMES,BRACED FRAMES,BEAM SPLICES,AND FIELD WELDS. ❑ 0 ❑ E L w 3. STRUCTURAL LIGHT GAGE METAL FRAME WELDING ❑ ❑ a L aI = C. BOLTING: .I ,p._1ro6. vi LPL 1. HIGH STRENGTH BOLT A325SC AND A490SC(PRETENSION VERIFICATION) ElElas$als1: a'�I1 O 2. HIGH STRENGTH BOLT A325N AND A490X(PER NOTES) 0 ❑ ❑ Cko aPRIME m 3. EXPANSION/ADHESIVE ANCHORS IN CONCRETE OR MASONRY ❑ Elc is ¢Q'1 oul U e..S3.�e�ttsFS3`8 1 1 00 « N N STANDARD WELDS AND LEGEND 400 N N !r � iNctttt MlL lNn<d WcIU DO m FWSS-FILLET WELD ONE S'DE 51�1 I-W_7 FiLLFT IEG HEMS OE WELD FAR SHOE WELD FWSS 1— S�/' FW_4 Thickest Mal Joined Weld I —� � 5 3(4^ FW_4 w$a S 1' !FLEET SRLLET Z ENLARGED DETAIL >3/.i FW_9 S 3h" FW_3 F II G.S n � Fwss ! =m m >3/4^ FW__5 FG-5 FWS4 FG•5 FW54 (A / nu[I M ,�sS V FMA 33KrLLlutnFT � FG-s ^ FWDS-FKLET WELD BOTH SIDES DETAIL"A- woa "I4i OR FW54rG-S 1W54 F -5 WDIO EAVE STIFFENER FG-s Fwsa lch PILREFERENCE EAVE No _ FwR FTdllength Nlw�onmmrr,dewih'IMax D15 or3'I fuel return - C STIFFENER DETAIL �.. Nbolh endson opposec deer plc!❑FOR WELDS • EIPl Ks SFf UEiAIL WP59 Fw t� FG-5 — nuL„I G ns 1 NnxRsc T"I N m rFG-s FWD4 OR oQ Typ Stiffener Detail Section A-A •FG-5 SEEDETAIL / Knee—' C14) FG-5. Fvf43 „A" `-� TYP. FIXED WP1S-Full length fillet an near side of web with 3'ol fillet pall Inner a F G 5 Typr most hale to from each Image along the oppo ile side of web. s , CZ FW53 BASE DETAIL MISIrwvronrwsl ! DR - �� 1 STO ` � See Weld Standard sheet for WPS Structural Column 1 1 TO J--"rr-" [lpl 2"min description 3SW5 Base plate extension and anchor zFB Fws4 0 c N o -1 bolt locations may vary, x---, � UPI-COMPLETE JOINT PENETRAroN,SO4GLE BEVEL WELD 0 l"I L"-1. - Y Y � W J m o 0 FWS3� ---- / \wP54 nEMsoEwEtn rAval>Ev.�e ir GPI I. 0 m fl • --_- r. Y 'rrnx- ilunc y I— C71 P-- a) BACI(GWGE ,? 'yL't1-1 GPIBACI(GOUGE I�%'DRLh1 cF]I f0 � � WI:pIHGES FPUM FWEa TO fYpIS PER[NG ffi} 'f R FG-S a WPPnt WELD SIZE PER ENG FULLtENGTHFILLEr NEAR Wnrl FW54 FWS4 as° >, SIDE pFwE0WItH OFFIiLETPASTTNNEEgqMnsTHOLE FIG13 FW54 �VFl� " m m IN" FATIIfROh!/1 ANGEALUNf,f1'14OMPULTE SIDE OF WEB Z 0 V It It •THIS WELD TYPICAL FOR ALL FLANGE TO ENDPLATE WELDS SHOWN • + FG-5 �- Pipe Tube Column Z E .WRIf ip- PURLIN/GIR'r/CI IANNEL EAVE STRUT u; DETAIL'A" J Tube Bracket SHAPESLOPE Z o 0 x QTY SHAPE QTY m , DO a LM Typical Column TYP. PINNED (z)08Co60 (2)8E2075 Perpendicular Knee Column See Weld Standard sheet BASE DETAIL Structural Details ai for WPS description THICKNESS THICKNESS See Weld Standard sheet for WPS description p See Weld Standard sheet for WPS See Weld Standard sheet for WPS description SIZE \ X SIZE \ X J description 1000 1000 � Thickest Mal Joined Weld O H S lh" FW-3 5 3/4' FW_4 U � X tXX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X -0 3 O >3Fq• FW 5 r "wPs9 Z X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X N za, 'xy EEarnn 's wufl L a X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X V 3' T Fr-1 I �12.FG-5 +a C rtT b 8 s s `^ rn G - s; m H rn J w rC fw53 a � r °-� st s § e e 's DETAIL..A.. it. � uV\ '� I y h y e e e e e - fi o e o o o e e e e e 1:10 w C T Q $ k § �� eN eN mo r9 L wpsr gip.Flange Brace Clip Runway Beam J - - - - - - - e - - - C V1 0 0 0 o w m Q 5 Q f .a O 6 6_a < r g 5 ^J d >✓ ?) l/1 � �8 o x x x x ot ¢ IC IC IC IC w w x x x� 1GFG /f-J- Preq a a a a a a a a a a a a a - - _ d a d a a d a d a d a d a a Ln TO I- In r r i i yam.^ QfLn 3GFG Q j FG-S:FW53n rii't3 _.5 _ _ e 8 3 S 8 $ _ - _ `� c' 8 Zwms_ % m € _ $ Y - x ?F ao a a w Q i oz M „ F a`e a e T _ a _ L I i - - s I _s o O Q ~V Q �lios U w l 0 3 L i vl -� I s S a o sK sPi 3 LL 3 E a. fy b$ - -- = U - a� u= � D r3swWWF'S a t1 & - 3 3 i s d- 3 s` a p P a a 0 4 � FG-5\Fl�tl O n 4 u 1 3 3 m c o 0 0 0 0 0 0 o m m m m m m m m m m m m m Of�64.�j kr. LL N Interior Wide Flange Fixed Base Plate Crane Stop 3 w o LD O `o 'o S S o S ,offer S m S S S Ei Li E E B E S S S 'o S E o o Fi B E E E; 'o o S ¢ 3 3 3 3 3 5 3 3 a a a a 3 a a 3 3 a < 3 3 < a 3 3 3 a a a a a a a a a a a a of Wes$ A1179� v Q �2 _ - rn w m t 9 a m m = A aG j� = a - � 3 Ei 3� 3� � - � gs_ �'C�. '7,I ti��y t1L _ _ C _ = 2 2 2 _ P Y a u a u �- s _ _ _ _ ^$ _ 3 LL (G•5 O 5 -1 5 SY 3 3 5 Ss - EO EO m.'� - i- 5.-- 3 _- — _n a`nv - v5 00 FWD4 .Q = �3 ,"„'S aN Y 3� E 9 a� as =-" E u N� �5 �5 ��•+5 _ �5 m5 �o �o u ; 3r 3t Yi _ uN uN l' n 3 3'!•' 3 as oLL w� N FG-5 c> _ o o� o o� _ _om _oS E ate, a� 15 � € E E^ E. 9 - _ A _ _ =s w FWD4 E . o c - $� a°lo $o $0 3 3 .� L2 .e E - oo Qm _ _ _ _ _ 8 = = o _ m� �� - @ €d €�, y EP @ €a - € €�' - ma aeo = Z y3� V o Q Runway End 'T 30 3 30 m _ - s m - -- - "r J.oa mLL - 3 - A ., % � ., sN �rmzova N „_ SPECIAL DETAILS Ni,U8 a c� LL 3 3 a a a a a a m a cn a cis a ch a cb a cis a rn a rrn 'el``s 'E o U LL C7 n t9 LD m cn m a a a a a d a a -�am eo rz• - See Weld Standard sheet for WPS description " 3 3 3 3 3 r E 0 o O o o O 000 STEEL LINE 200'-0" 25'-0" 15'-1" 50'-10" 24'-2" 50'-10" 24'-1" 10'-0" STEEL LINE W G z O a x x Z W N N 9 W m LLI O INZ Z Ld Z -i oJ wui N Z^ l 5'-9" F z I F A V) Q a U p = o o � Wo r, PLEASE NOTE THAT ANCHOR BOLT o DETAIL 'D', 'C', AND 'L' HAVE ®~ V F B 5 UNIQUE OFFSETS FROM STEEL LINEI : I . FROM THE OTHER COLUMNS ALONG o I THEIR RESPECTIVE LINE o O I N to hN W p 004 0 H M M ®H 00mm o FINISH FLOOR = 100'-0" y m I t J H A BOTTOM OF BASE PLATE = 100'-0° CL ? m m (UNLESS NOTED OTHERWISE) 0 N U?a � o 0 E o C) ANCHOR BOLT SCHEDULE N Z m o m a_LL wl y N N z o 25'-0" QUANTITY SIZE MAT'L PROJECTION TOP CUB AIRCRAFT /o\M 0j o { f J oo M 84 3/4" Gr 55 3" FROM BOTTOM OF BPL �J '^ i n � 1-0 8 1" Gr 55 3" FROM BOTTOM OF BPL _ II 116 1-1/4" Gr105 3" FROM BOTTOM OF BPL NN i1 Z O 1 O u�'l N Q I 1 00 N � N 0 J m 00 co 1 I J n N 0) T Q 1 n CD N 25'-4" N II C N m Q Q H Mm�w Po�rw U J.9 ®� 1 1 Q c„ co o rn w O = U CD "2 o Z U co 12CD 0 w Q co i _ a � a = � 10 � M M yaii<� N 6. 01, 0. 115 MRANCE 1 -0„ 6'-0 1 v z -1 o w Ll - 1 -2" w r, R 41179 YA i-n 9'-0" 15'-1" 25'-5" 25'-5" 24'-2" 25'-5" 25'-5" 24'-1" 10'-0" N X;t Is, �• 1'�nrv,u_ 16'-0" 184'-0" STEEL LINE 200'-0° STEEL LINE Ecm $ �g ,0 ,1 ii ANCHOR BOLT PLAN WIND BRACE SLOT HILLSIDE A 10" (ROD SHOWN WASHER _ GENERAL NOTES ASSEMBLY " FOR REFERENCE 2" 2" 8 t{' 0 0 0 1.THE SPECIFIED ANCHOR ROD DIAMETER ASSUMES F1554 7.THE ANCHOR BOLT LOCATIONS PROVIDED BY THE METAL GRADE 55 UNLESS NOTED OTHERWISE ANCHOR ROD BUILDING MANUFACTURER SATISFY ANY PERTINENT ONLY) II z 0 MATERIAL OF EQUAL DIAMETER MEETING OR IXCEEDING REQUIREMENTS FOR THE DESIGN OF THE MATERIALS II �'- O O �' THE STRENGTH REQUIREMENTS SET FORTH ON THESE SUPPLIED BY THE METAL BUILDING MANUFACTURER. II 9 m m DRAWINGS MAY BE UTILIZED AT THE DISCRETION OF THE PLEASE NOTE THAT THESE REQUIREMENTS MAY NOT FOUNDATION DESIGN ENGINEER. ANCHOR ROD EMBEDMENT SATISFY ALL ANCHOR BOLT CONCRETE EDGE DISTANCE LENGTH SHALL BE DETERMINED BY THE FOUNDATION REQUIREMENTS DEPENDING ON THE DETAILS OF THE COLUMN ____ v 0 L*I CVt. OPENING L NAMES _ DESIGN ENGINEER. FOUNDATION DESIGN. BECAUSE FOUNDATION DESIGN IS COLUMN (2 3� /4-3 5/8-) --NOT WITHIN THE SCOPE OF WORK OF THE METAL 1 _ a m m 2.THE METAL BUILDING MFR. IS NOT RESPONSIBLE FOR BUILDING MANUFACTURER, IT IS THE RESPONSIBIUTY OF o Do PROJECT FOUNDATION DESIGN. THE FOUNDATION DESIGN THE QUALIFIED PROFESSIONAL DESIGNING THE FOUNDATION — FINISH �I (USE(2) 1/2"DU EXPANSION BOLTS PER COLUMN) w IS TO VERIFY THAT SUFFICIENT CONCRETE EDGE DISTANCE IS LL ll J J THE RESPONSIBILITY OF A REGISTERED PROFESSIONAL PROVIDED FOR THE ANCHOR BOLTS IN THE DETAILS FLOOR II —_ m ie ENGINEER, FAMIUAR WITH LOCAL SITE CONDITIONS. THEREOF. - GIRT DEPTH 3.ALL ANCHOR RODS, FLAT WASHERS FOR ANCHOR RODS, B.THE ANCHOR BOLT SETTINGS SHOWN ON THESE DRAWINGS Z O i •,. � •'4 :• _ ',�•, EXPANSION BOLTS, AS WELL AS ALL CONCRETE/MASONRY NOT ONLY INDICATE WHERE THE ANCHOR BOLTS ARE TO o _ -f— EMBED PLATES ARE NOT BY THE METAL BUILDING MFR. BE PLACED, BUT ALSO THE FOOTPRINT OF THE METAL F N a zo BUILDING. IT IS ESSENTIAL THAT THESE BOLT PATTERNS '� c) - Z I I F 4.THIS DRAWING IS NOT TO SCALE. 00 ANCHOR BOLTS BE FOLLOWED. IN THE EVENT THAT THESE SETTINGS a ANCHOR BOLT w 2 + - ''•• YI 10 1/Z j n m DIFFER FROM THE ARCHITECTURAL FOUNDATION PLANS, (L w 5.FINISHED FLOOR ELEVATION - 100•-0" UNLESS NOTED THE METAL BUILDING MANUFACTURER MUST BE CONTACTED - i IL .' SECTION A z OTHERWISE. IMMEDIATELY, PREFERABLY BEFORE CONCRETE IS PLACED. BPFFNG '' ! (RECOMMENDED) OHDFO BU4LX 6."SINGLE" CEE COLUMNS SHALL BE ORIENTED WITH THE ---- - TYPICAL COLUMN BASE PLATE DETAIL TYPICAL OVERHEAD DOOR (4) 3/4" 0 ANCHOR :z z "TOES"TOWARD THE LOW EAVE UNLESS NOTED CROSS BRACING TYPICAL COLUMN BASE PLATE DETAIL 9 OTHERWISE. ----- - AT SLOT-HILLSIDE WASHER LOCATION FRAMED OPENING BOLTS WITH A 3" PROJECTION o EI C m 111 1 10. 01W I - - I } N I I N N ° - ^ - In a)NoCD `t" W �000 Lcc Do GO 'M 6l tT L5 j�:r-•M M u ? if 0 Z" Z" OF FRAME OF FRAME of OF FRAME ' OJ Z € J 12 1 13 1/2" s .. o.2)0 m �maILL co BU40( BU4LX BU4TX BU41N OU41N BU41N B (4)1-1/4" 0 ANCHOR (4) 1" 0 ANCHOR D (4) 3/4" 0 ANCHOR C (4) 3/4" 0 ANCHOR (4) 1-1/4" 0 ANCHOR (4) 3/4" 0 ANCHOR BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION L BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION v BOLTS WITH A 3" PROJECTION 13 1 2" " O_ J - AA r7 Q d W lr N O p CV O N - N TTT 111"' --- 'I I (�} U w = N N ^T J ~ U _ -J w 00 N - — -- U) usi <c '0-NON-STD GIRT OFFSET O 2 2 2„ 2,� �� 2% m 2 h c0 Q � Q SEE AB PLAN —" — 10 BU4ROT BU4BX BU4BX BU4TX BUSTX J (4) 1" 0 ANCHOR I/ (4) 3/4" 0 ANCHOR I (4) 3/4" 0 ANCHOR n ^ (4) 3/4" 0 ANCHOR I (4) 3/4" 0 ANCHOR (8) 1-1/4" 0 ANCHOR Q 0 O BOLTS WITH A 3" PROJECTION r� BOLTS WITH A 3" PROJECTION L_ BOLTS WITH A 3" PROJECTION I�/I BOLTS WITH A 3" PROJECTION I�J BOLTS WITH A 3' PROJECTION BOLTS WITH A 3" PROJECTION a "' z (D '—O O ZU co -2 � w aL0U � zc0 a Q _ A �Q4t. R. S• FOUNDATION DESIGN NOTE: PLEASE NOTE THAT ANCHOR BOLT THE ORIENTATION OF THE ANCHOR BOLT DETAILS SHOWN ON THIS PAGE MAY NOT DETAIL 'D', 'C', AND 'L' HAVE o "�o,'r,iR�,_ COINCIDE WITH THE ACTUAL COLUMN ORIENTATION SHOWN ON PAGE F1 . PLEASE UNIQUE OFFSETS FROM STEEL LINE ''t'YYN,U. t`u REFERENCE THE STEEL LINES AND/OR CENTER LINE OF ADJACENT COLUMN SHOWN FROM THE OTHER COLUMNS ALONG ON THE ANCHOR BOLT DETAILS WITH THE ANCHOR BOLT PLAN ON PAGE F1 DURING THEIR RESPECTIVE LINE lit LAYOUT OF COLUMN AND ANCHOR BOLT LOCATIONS. c-, €9- o } 3 a€� u N fS e'x LL 9v 5 ' F_�eTfia w 10" O 12 1 2" 'f �" 22 �ZR t �e1o'1 N ! l o m m - N Ln ifl w I 4 ""' 8 cal —— ORIENT THE "TOES' OF SINGLE-CEE COLUMNS - -� 21 1 TOWARD THE LOW EAVE O O� BASEPLATE MAY HAVE MORE THAN (4) HOLES. N �� w BU4TX ANCHOR BOLTS ARE REQUIRED ONLY AS SHOWN. BU4BX BUBBX BU60X BU48X i '3 Q (4) 1-1/4" 0 ANCHOR (4) 3/4" 0 ANCHOR �` (4) 3/4" 0 ANCHOR T (B) 1-1/4' 0 ANCHOR I I (6) 1-1/4- 0 ANCHOR \ (4)1-1/4- 0 ANCHOR ? Z BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION J BOLTS WITH A 3" PROJECTION I BOLTS WITH A 3" PROJECTION LJ BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTIONn V m �I f U N O•- J C7 M tn Q�f� (a 3: TwLo 3 � 0E Z � to OL f0 m �m dLL FOUNDATION DESIGN NOTE: U) J Q THE ORIENTATION OF THE ANCHOR BOLT DETAILS SHOWN ON THIS PAGE MAY NOT w COINCIDE WITH THE ACTUAL COLUMN ORIENTATION SHOWN ON PAGE F1 . PLEASE REFERENCE THE STEEL LINES AND/OR CENTER LINE OF ADJACENT COLUMN SHOWN a ON THE ANCHOR BOLT DETAILS WITH THE ANCHOR BOLT PLAN ON PAGE F1 DURING m LAYOUT OF COLUMN AND ANCHOR BOLT LOCATIONS. cc U 3: ,A J ` U J fn r Q (LOQ UQ ;' � � � Q m Q0 ,_ q) o rn � � o ZU cwu') W 0 z co ooQ LL R � ct/nY tt,t s/I�4Ei 41179 IST •t`gIr1NAL 1•'•'� a�_gg° w as '956 M t BaK'fl ,� RIVg, s O SFioB € J LL z E P 6 _ � � �ba�� c6aa�a Strong Back Column Size UDD ID Oa) Part MK.# Total Depth Flan a Web ' N 1 I MXB021 14.00 6.50 164 N N 200'-0" Part Sizes � o 25'-0" 1 15'-0" 51'0" 24-0" 51'0" 24'-0' 10'-o" EPS P8.188 Strut 1,_2" RDB 5W ROD " r8 AA CXBo18 CXBO18 AA RDC_ -- ------ - - - - --- 3/4r'ROD RDD_ 7A"ROD J J rn RDE_ 1"ROD 2.4 -, x N 1 ¢ LOW EAVE ICX2001 RDF_ 1 SIB"ROD E > ir 5-9` w ^ C � CX2001 - - - CXB002 CXO 5 - _ CXB013_ _ _ - C_XBOOfi _ _ _ CX0007 _ _ _ CXB013 _ _ _ _ C008_ _ _CXBO_16 - ____O V J■'r C) CXBO21 CXWO13 J i X10e %%, NWA,11od(Strong Back Metz.ColumnColumn) mIv mr-I m t` 0fIn ro B.5 . . ot0F0, 4. 4 A pqU x 3 qF0 N Q�E fPo�t POO p0 Ot FOOD ¢ ��t<C�� F ¢ PQOp"a N Q ¢ NQo�Opn OfO� ¢ I CX2002 -- ---- LL CXW001 ©'"-- --- - - -- -- CXWO12 1 E! MXH012(WBX18)- Mezz.Column ry n000 p0� 1 �' ly` (Parapet Stub) CXB019 0 pLO rn ¢ N N CA[>< O O -1 W m r•H r H I. > ' m m 00 3 Qpt- 90000 I C%2003-_-_ .._ D tr1 N cn Ql t ------- --- MXH008(W8X18) �l Wis µU m 1(Parapet Stub) N �'. y l!'1 In 0 0 0 ' 2 i V M M R�'eu m x x ¢ ¢ in Z la u1 f0 In ?O M' X 1n kq i T ? tOf1 00 O y V N ie 0�S Pa0 ¢ nl 6lj �N i� m 00 d ro Q CX2004 O •n m cxwo03 r ro U CXB003 ,p0 -Q.�- - Marape Stub)(WOX ) i 0001 PO 1 O CL (Parapet Stub) � g 1 � o 'N' a a Ppp R06 o a 0 u0.I C 0 3 m m o z a s a x x ¢ N in I ie ¢ Rp �3 ¢in ¢ rc N 1 C003 PpC. N L 1 6) p N°eo I a2005 -0 CXWo04 CXW013 lJ O A — -- CDJ 1 MXH010(W8X18) r UU00B�p0 ' (Parapet Stub) 1 0 0 1 O VI 00 3 X ro PpCpo/ HUt00S o p I ¢ ¢ p W N N ttt J.9 - - - — - - ti ¢ N I 1 25'-4" FOot Q,OF'Op N J.9 L - -o Q PORT Lp I i o o p'1 k0 0 0 0 CX2006 i' cc 3 Q AT MEZZANINE x p0 000} m m m -- ---- Q _ l� ¢ x x x O O Q\ 4. E QJ 4- O to Z � OD ¢ 0 C I ¢ n ¢ to Z 1 I r-1 q r1 W Q L 00 Z rl � I 1 E 500 O O Q v U Q m t CD- CXH014 - - - CXBO10 _ - - CXB011 - - CXBO15 CXB017 CXWoOB M I - - - - - - - - - - - ---cm:) ,I— a= Z) C%B012 MXH014(W8X18) MXHO15(W8X18) M%HO15(WBX16) MXH015(WBX10) M%H015(WBX1B) MXHO15(WBX10) J - I (Parapet Stub) (Parapet Stu b) (Parapet Stub) (Parapet Stub) (Parapet Stub) (Parapet Stub) MXH016(W8X18) �,��,L R. .4_ MXH015(WSX1B) - (Parapet Stub) 5 7Q \VA,��Z �. ILOW EAVE (Parapet Stub) q(' r, 'S SEE SHEET P2 FOR PART MARKS r z° r 2• IN THIS AREA 1s o" g o• 1s 1" z5' S^ 25'-5" 24'-2" 25'-5' 25•-5" 24--t" 10•-q" 4179 1 200'-0" L t I 1 r\,ONAL CD ,o -- I J � � Notes: NJ ac�Qo2`auo _ o 1 Place metal tagged end of rafters toward the low eave. 1 ' 1 Sb-ong Back Column Size o 0 Part MK.# Total Depth Flange Web MXBO11 12.875 650 .164 N 0 N 0 Part Sizes 4 Co RDD_ 7/d"ROD Co Co _ _ m m - J J Y Y I- H N E > ai w � O O C ai O Cl I I U � ai Q U 25'-4" I C- _ C - f0 7 I N m LL �.g J.9 L - -----I Z) I V RXB033 CXB022 PazO li iiii CXB022 (PORTAL RAFTER (PORTAL COLUMN MXH011(W8X18)- (PORTAL COLUMN AT MEZZANINE) AT MEZZANINE) (a (Parapet Stub) AT MEZZANINE) - 0 -A W J m -4 I , M O --- --- 'A > v m y F MX (W 1OX22 ,o H004(W12X26) I CXW005 a H ) lu (Canopy Beam) n o a '1 O ,, Ln Ln o m in Y 2 aL. U rn V O > ' Ix x .a Om to ¢ 6 O J - C Ln 00O xQ rco:,O Oa mL7 m Q. LL CXWO06(W10X22) U (Col.Below) CXWO10 MXH004(W12X26) f0 -- (W8X24 PY Beam) ENTERANCE BUILDING (Cana � - - _LOW EAVE_ - C - ® _LU CXW014(W8X24) Rd0 p04 CXB004 0 r6 (Piggy Back Column) 04 ¢On ' MXH013(W8X18) o (Parapet Stub) RXWO07(W8X10) 3 Z6 (Piggy Back Rafter) x � io al RXWO06(W8X18) E U -_-- (Rafter Below) - _ I --O J O CXW011 J w Z MXH003(W12X26) CXWO09(W8X24) (W8X24) vi Y (Canopy Beam) (Piggy Back (aA w MXB011 Column) I a� (Strong Back Column) - ' - - - - - MXH005(W12X26) � Q Q MXH005(W12X26) (Canopy Beam) ra ra CXWO07(W8X24} (Canopy Beam) U 3: Q (Col.Below) P-2" 00 C 1_2 CANOPY < �O - N �O LOW EAVE F 00 z N W w Z U 16'-0" 9'-0.. G = f = CL i o� i LC) O Q t U Q Z G) a u= CG 41179 N �7'r 1 C rf'Rr�' NAt 14 0 „G w -Notes: = r.Q P ace metal tagged end of rafters toward the low eave O = fV 1 1 <DC) 00 N N l0 ID N N 0.5 12 12 0.5 " 01- o' 65-011/16 1'4' 65'-011h6" f 1`4- ••lo1=h6' '-Ira==hd' s'.p• s'-0" s'-p• g.p" y.o. a ^ ~- ~ 1 •-1011/16 ''10a=116 l0 hG _ 13 •10�f1.8 y 0• s 0" 5'•0' T.0" y.-0, 5'-tl" .yl 1•-79h6'� y 2 co m 4r-1015h6" '10 N16 13 '1031/18' '-=Olf/16 101 7�' v N 0.583 12 N. o o ITm 1'. Nt. -10^1'ltl"1._4. E > � m w g .+ m _ � m ~ v v v O c m m m m 1 U v al p u u. C 19�\ 20 -4. N m 11 O 13 O `!1\ ^ 1 =E 1 � IL O �! C ` Strong Back — y/ (10' 12 1,00 12 5 Column 6) ---J 12 14 a'1'hb' �' MO 'rni o 0,25 Mezzanine Finished Floor 17, 1O N N _ 1 r N N O /�'l Mezranlnn Ream Mezzanine Beam MnrzanMn Beam I Mezzanine Beam Mei,ranhlc c�lrn 0 2 (2) 18) M MO o 0 16 ti l 1 a r. a C / o H F Ql Ql 00 rn rn FINISHED FLOOR ELEVATION: 100'-0" FINISHED FLOOR ELEVATION: 100'-0" / _ FINISHED BO TOM OF BASEPLAT 1 - BOTTOM OF BASEPLATE ]00'-0" __ ~ FINISHED t, �_ cn c/1 FLOOR FLOOR a E CL aD a v o U >m 00 O Z a ro 2 = M = T J OLn 00 O a w C no V v OrO. w ` QO —1 00 I1. LL m > > O • L no H — 7 LL H � 19'-0" n,-0" 2`;-0" 25 0" 20 8" 4'-4" 11'-0" C N — J N U 2- STEEL LINE 130 0" S` G'-0" STEEL LINE Q AA O © O © O © ® O v U0 61 1n Material Schedule P J V Low Plate High Plate Outside Flange Inside Flange Web J F i.117� C Width Thick Width Thick Width Thick NklUl Thick Oe rAl Thick2 In . C 1 800 038 600 0.25 U0 025 1200. 0.15 1200 w 2 6,00 0.38 6.00 0,38 600 0.50 6.00 0.25 1U5 0.19 1925 Q 3 w8X10 - - Q 4 800 0.38 8.00 0.3B 600 0.31 600 0 M 1987. 0.16 1987 Q C m C r 5 1.00 0.38 6.00 0.50 6.0D 0,50 13.00 0.16 13.00 F a L(1 z w • 8 on 025 z lJ C w Vl C m w CL 6 600 050 8 00 0 38 - - W10X22 - - o O Q F V Q z m 7 600 038 - - W8X18 - - 'A\I n B 6-00 0 3 B 600 038 - - WBX18 - - Notes: s: VL R 9 It00 038 800 038 - - - - W10X22 - y5� For column and rafter mark numbers,see Mark Number Plan. , 10 1000 050 800 038 w12X26 ,- NS/FS indicates that flange bracing is required on both sides of the frame line. 11 600 038 600 038 - WBX18 12 1000 050 800 038 W12x26 For expandable endwall rigid frames,if flange bracing is required on both sides(NSES)of an expandable endframe,the opposite side flange brace 41 179 will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition. 13 600 038 600 030 WBX1B BOIl7 L Schedule 17QVAL 1' 14 8 00 0 38 8 00 0 36 Wlox22 If NSIFS is NOT indicated,only one flange brace is required and can be located on either side of the frame. 15 600 038 600 0 313 WBX18 ""'indicates the long side of the interior columns.Columns at the ridge are typically"Flat-top"columns,unless indicated by the"'"symbol. r' 16 600 038 W8x10 ID Qty Bolt Description Bolt# Nut# saa a a Rigid frames shall have 50%of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is e =`'9 � 17 a o0 0 38 a 00 038 � w1ox22 released. 1 4 t "X 2"A325 H0603 H0300 "��. Nxan,oEumvLuu'L"B m 11 doD 030 em1 075 wex24 ^ 11 Sa0 eat 1_oB a75 W8x24 2 8 "X 3"A325 H0633 H0320 a`:o5�ev�"�vl'Y 3 4 "X2t "A325 H0610 H0310 za a oa o 3e a o0 6z5 wawa la 00 12 N N l 5 l\O 0.583 N N 0 0 1'-1 1 0" 1'-o h6" V m CoCL m N N m m In U f f _ Y Y ' H F E > v 1 i1 C 0 n V V C � C ra N m N a t N Entrance 0 0 Building I r� i 00 m m (3) \2) U m m T C b is on -h 1 1 29/— ? o -- B 'Idi ' Z v f zco,O L L C= in be O X m m a hi� N 01 C � J Q C O +, u a In Vt i O u L J U FINISHED FL00 TI N: 00 0" J w OJ BOTTOM OF B EP AT - 1 FINISHED .�. • Ll fi�OR� Vh E �. •+ u w f0 p. b0 otl J C vii L.l_ �_ 77/e" 4' 101/a" 6" w > > U m a Q 6'-0' w Q p Co p v F tt0 a 0J U Ln 0 L p" L 7 o O Q V Q Z r-I m aH 32 0 Notes: \U k. For column and rafter mark numbers,see Mark Number Plan. NSIFS indicates that flange bracing is required on both sides of the frame line. For expandable ondwall rigid frames,if flange bracing is required on both sides(NS,FS)of an expandable endframe,the opposite side flange brace 41179 will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition. :r;I fir"�" ',y,Yvtt ��' CO If NSIFS is NOT indicated,only one flange brace is required and Lan be located on either side of the frame. E Material Schedule indicates the long side of the interior columns.Columns at the ridge are typically"flat-top"columns,unless Indicated by the"*"symbol. _ Bolt Schedule - m -�o�oa 9vm" o to 2. Low Plate High Plate Outs de Flange aside Flange Web (rigid frames shalt have 50%of their bolls installed and tightened on both sides of the with adjacent to each flange before the lioisting equipment is Width Thick Wift Thick Wdth Thick width Thi, DepIhl Thick C" released. wexlo U Qt Bolt Descnp bon Bolt# Nut# s e.00 038 e100 aza _ wexz+ Y 3 a n0 0 it 801 025 wex21 1 4 ill"X 2"A325 H0603 H0300 E= �A s�v�V_V a V V 11 yr O O N N O O 12 m m 0.5 12 0.5 3 3 F- F- x = m m f � J J 65 011/16" 1'4• 1'-4' 65'011/16" F- 1 1013/1 - 10i3f1 " 1U13/1 " 5'-0• 5'o• 5'-0" 5'-0" 5.-0• 5'-0• 8> „ 13 �� la 3/i." 1 s-o• s=o" s-o• s-o• s-o• E v 15 -1013f1 " fl t3 4'-1013 10 3/1 1•. 0/ 8„ - x 4' 10 /15' 1 4' 1013f1? 4'-10 f16" in v 1 4' 10 4' 10 N LL .�u u1 LL LL ,�LL o 2'- f1" '31h c N N Ln V N V V l!1 ID O CL 00 4 A Q L V W Z LL Z Z Z LL Z m U U 1 LL V I U N ! m N (O y„ LL LL 1i m m N V LL Ol 0 L LLZ LLZ min C Z Z o C N m du �- 8 10 - - _ _ _ N i,5� 12 LL 1 4 �.ZI <l� 3 O 13 O o 2 j Ia Double Rod V _ to y w ( 9) I Y 14 0 o _ 0.25 12 1 6 10 Bracing(3/4"Rod) Mezzanine Finished Floor o ' o N U' nNi 1 2' Mezzanine Beam Mezzo isle Be m Mezzanine Beam ? Mezzanine Beam M1 zzanf a Beam, H �' J m o 0 ao ^ `mLO 0 1 ,\ ~ v 11 o w LL m On Gi a Fb, m I _ Double Angle FINISHED FLOOR ELEVATION: 100'-0" m j 1~ U 2 +'+ U V FINIS D u Bracing(4x3x t/2 Angles) BOTTOM OF BASEPLATE: 100'-0" - 1 FINISHED - FLOOR FLOOR E O ai _ ,�Z-, o a l=7 C Ln 00 O X o r w Q " F 2 a x a v 12'-91/g• � m � m a ti rYl 1 10/e a a> ' - ' 1 " w C w _ J N 29-0" 17-3" 26 9' 25"0" 25'0" 20' 8" 15'-4" 4. N Q w STEEL LINE F r STEEL LINE 130'0" t C AA OA B.5 E-) u v Ln to Ln 0 U V J J N E Material Schedule as w ro 4--' C: T L Low Plate High Plate Outside Flange Inside Flange Web 4- ID 1V1dih TI"cx "M Thick VNdlh Thick Width Thick D hl Thick o"A2 f6 Q Q 1 800 038 1;00 0.25 6.00 0.25 12.00 0,15 1200, C m C r 2 6.00 038 600 038 6.00 0.50 6.00 0.25 1925 019 19.25 , , , � Q O 3 10.00 0.67 9.00 0.63 6.00 0.38 &00 0.50 22.00 0.2E 4000 41 aN U-)a Z 0 ¢ 4000 028 4000 F U S w In .0 m �' 4 8-00 063 B 00 0.38 600 0.31 8.00 0.38 3290 022 2525 u' 0 Q V � Z o Q 5 600 050 8.00 0 50 5.00 0131 &00 025 2515 0.16 3000 °' 6,00 0.50 6.00 0-38 30,00 0.15 KOO Notes: G.W 0.38 30,00 0.16 2525 k'1' R. S.f•- Plan.b k N M b k ft d For column an rafter mar numbers,see Mark an. 6 10.00 050 - 9.OD 0.63 8.00 O.fi3 11.50 Us 1150 7 10.00 050 - - 6-90 0.63 B.00 0.63 1L50 0.25 1150 NSIFS indicates that flange bracing is required on both sides of the frame line. 8 6.00 0,50 6.00 OSO 6.00 0.25 600 0 3B 25,25 0.22 3000 For expandable endwall rigid frames,if flange bracing is required on both sides(NSIFS)of an expandable endframe,the opposite side Mange brace , RF 41 179 9 8,00 0.50 8.00 0.50 800 038 B 00 B 38 1200 0.15 1200 will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition, a r11kT�� 10 am Q50 6.00 0.50 600 0.25 "Ill 0.50 25.25 0.19 33.71 Bolt Schedule °S7�AL' 3331 0,19 30,0o If NSIFS is NOT indicated,only one flange brace is required and can be located on either side of the frame, e o � 11 11Z 0.50 800 0.50 W016 indicates the long side of the interior columns.Columns at the ridge are typically"flat-top"columns,unless indicated by the"-symbol s t9 D Qty Bolt Description Bolt# Nut# 9aai ng ase O u p.uu 0.19 6.00 0.50 600 031 600 6.31 39,06 9.19 2525 Rigid frames shall have 50%of their bolts installed and lightened on both sides of the web adjacent to each Flange before the hoisting equipment is - &OO 025 25.25 0.16 25.25 8c§.2=a.e0"Fvg&=i released. 1 8 3 "X 3"A325 H0633 H0320 - E �aa3�_ O *e> o 13 B00 0,63 800 0.63 800 038 8.00 063 4i00 025 3800 a" EFd� -r!`_•' Ln 2 8 5, "X21/"A325 H0610 H0310 r s _jtj h -4, a 14 10.00 0.63 BAO 0.63 8-00 0.38 &0 050 2200, 019 40,00 ,j 4 5b"X 2 t�4"A325 N0610 H0310 �`@ ea, o5„sal 40A0 0,28 40.00 I O N l\D kDD N fV O O Ln N CC of m m x 2 co 00 J J F- H 0.5 12 12 G 0.5 > v . w � 55-011/16" 65'-0 0 T-4 1.1. 116" V al 4'-1015/16'A'1023I1G 4'-1013/16° A'-10 tTr16" 4'-1013/16" 4'-10'3/16:.4'-1013/16• 17T 13 ' 01%"4'-1013/16' 4'-1013/15 5•_tr 5.0. T-0'. 5, al C) 5'r1• T-0• 5••0• C v N �fNt m N 5 0' -St/2 1'-7/ia 8" N m '0- ,D LL V m M p1 N lJ N N LL/aa/�1 a 31/t• cal m N m m Z Li Z U U\ VI L LLVLZ u.Z LL W m ut wbtiZ N U- - (_3 _ _ _ _ _ _ _ _ LLzCO o I oil. O, �4) 1 �.• o 2 ��; o O ^�1 � � �v O O O GXCROI " W -J ^i r rl (L2-1/LX2-1kX1/A 1 w 1Y > d m m o INI w w 0 y H m m in to a O O N N iD (1� yTi 1.r1 L(1 � N 2 y U m m z o 0 o E v`r ~ _ z ] Z `0 ui y lD ~ w ~ 0 C X r W Z: LnO 'C -C r0 V Q J 1 l0 m r-I an U- U- � FINISHED FLOOR ELEVATION: 100'-0 FINISHED BOTTOM OF BASEPLATE: 100'-0" lA OOR EINISHAQ J x z FLOOR U F +� w Q Z a Q x a � w ^ ¢ w C > F- N = a O w ' 125'-53/4 1' 111/B" g• o U STEEL LINE oo L/1 130'-0* STEEL LINE Ln Ln p O l J U O J N V 1E ro 4, _ >_ ruQ LEQ " " w� o 5 rn In zU C �� C 0 w CL i o i l0 Notes: a Q = Q m 0 1L - Material Schedule For column and rafter mark numbers,see Mark Number Plan. R v`'"�1P Ip Law Plate High Plate Outside Flange Inside Flange Web NSIFS indicates that flange bracing is required on both sides of the frame line. Width Thick Width Thick Width Thick Width Thick 0001111 Thick t 10.00 063 10-00 1.00 10-00 050 1000 063 2200 031 5100 For expandable endwall rigid frames,if Flange bracing is required on both sides(NSFS)of an expandable endframe,the opposite side Flange brace - 5100 0.31 5100 will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition. 41179 `�•k`T 2 1000 10,00 0.63 10.00 0.50 10.00 063 50.00 028 2925 1.Cft3 Bolt Schedule If NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the frame. 3 10.000.75 0.75 10.00 0.63 1000 0.50 10.00 0.63 2925 0.25 2925 E .,S`7 - 1000 038 2925 0.22 3900 """indicates the long side of the interior columns.Columns at the ridge are typically"Flat-lop"columns,unless indicated by the"""symbol. 6 ,E w 4 10.00 075 10.00 063 10.00 050 1000 063 2925 0.25 2925 :i• Qty Bolt Description Bolt# NUt# Tes.5pi E 101 � � 1o.00 0 3e 2s-2s o 2z 3s oo Rigid frames shall have 50%of their bolts installed and tightened on both sides of the web adjacent to each Flange before the hoisting equipment is �/ °;a' 5»=a¢ c g released. 1 8 1 fb"X 3 f "A325 H0660 H0340 �� ^�e`• =ag= O 5 1000 100 1000 075 10.00 O50 1000 075 5100 026 2925 § T. • p='mn'4^'il Lei o D�..sa SE^s l000 os3 0.00 100 l000 aso loon 063 zzoo 0.31 5100 2 8 1"X3t "A325 H0640 H0330 ~�i;'• `, g,.��1 " a 5100 0.31 sloo 3 8 7 "X3"A325 H0635 H0325 ' r H � N N �p tD N N (j O to Ln r � � F— H 2 2 aO m z X: J J Y Y H f- N 0.5 12 12 0.5 0 V OJ 11 65'-011 C •O m 13 4,-1013716" 4'-1013h6" 4-1013hfi' 4'-1o13/16" 4'-1013/16" S'"e• (j•.Dn S.•e. N m 13 4'-1013h6 T-1013/16" 4'-10 /16" S''D• S'-0• T-0- S.�„ _ gl . 4'-1015/16" 4'-1013/lfi 4-1013/16" 4'-1013/lfi 4'-10 /16" S• 5.0' S.•0. = L b- t0 to coZo ID� o LL r w V\ 3'33f1" 00'AN l/1 n` U7 N to U U VI '0 VI U U VI !n �N m mill m Z coZ m Z LLZ LL Z LL z UZ m O3 U N �` -� Q Cos. MXH007 w Z w �+- 011- z _ _ _ - - - _ _ _ i� (W8X24) a� m2 o iv HEADER STUB O_ - - — - //�� l N O O 1 1 L/ �S� 3 n Wrn FBC66 �y F m m NS/FS LL 2 < 3 > 00 4 , o 3pl�� rn rn Qb��c.'6 Ff3.C62 Ln n w � w NS/FS Y ? i.l d E F w o _ o w w a a O Z Eo u 00 co _ _� iDLU N J O L C N w i V m V t0 w Ln b0 O )< coto a ^ a W Z - o FBC 6 m a Li Ln ° ~ Ln ~ Z) Z NS/FS LL 1 w O X , x N O Z O w Q - J H U J 1P w Q U r 4J FINISHED FLOOR ELEVATION: 100'-0" Q U BOTTOM OF BASEPLATE: 100'-0" _ FINISHEDFINISHED _ C FLOOR FLOOR 0 .t_L ti U Q U Q W a' w Q a x Q t/1 x a n w a w � H > U) C Ln w 127'-9 /4" 1•_61/• L7 Q a O > 3 w L7 B" o J 1J STEEL LINE 130'-0" STEEL LINE J F N U1 O q0 w ro O M >_ ro Q �o o m � .aEv Ln Z v zU �� f w a LIDo0a a Z m � Notes. a�y�yt1P For column and rafter mark numbers,see Mark Number Plan. t• �lr,�: Material Schedule NS/FS indicates that flange bracing is required on both sides of the frame line. ID Low Plate High Plate Outside Flange Inside Flange Web WId1h Tlsa Mdkh 'Ihiek Width TNck Wldol ThickDepthl Thick oyw For expandable endwall rigid frames,if flange bracing is required on both sides(NSFS)of an expandable endframe,the opposite side flange brace 41179.. .� 1 10.00 050 10.00 0.37 10,00 0,50 15.50 0.28 1550 will have to be installed at the time 0f expansion.These flange braces have been provided,as required,for this future condition. Bolt Schedule ),'M�r'/ , v 2 10,00 0 50 10.00 0.75 10,00 0.50 10.00 0,50 32 00 0 2B 38 00 CAI.� If NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the frame. E 3 %00 075 12.00 0-75 t0.Q0 0,75 ta,00 0.75 38 �V>00 026 5100 ' Qty Bolt Description Bolt# Nut# K 1 ..k 10.00 063 5100 028 5850 ""'indicates the long side of the interior columns,Columns at the ridge are typically"flat-top"columns,unless indicated by the"""symbol. _ AL c�Gg�`E: a €• N O 4 10 00 050 12D11 0.75 Joao 050 W" 038 4500 _ 0.28 49-00 Rigid frames shall have 50%of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is 1 8 "X 2 Ilk"A325 H0610 H0310 • 10,00 063 1000 050 4900 0 28 58 50 g g t g g ,o g�s` ,�o a� e- ' L.L released. 2 8 1"X3lk"A325 H0640 H0330 � _ `+�'_° �Lf O 5 1000 100 1000 075 10.00 0.50 1000 075 5850 028 4500 ^�`^"B•�Ee�ndl^. ' r 3 8 1 J 'X31 "A325 I H0660 H0340 gJ.„ge- �• �2` 6 10,00 063 %00 1.00 10.00 063 1000 0.63 17-00 0.31 5850 +ia€�=�zF 2 �gZa d 5B 50 031 5M50 4 8 -VX3"A325 H0633 H0320 Ftli 4 UlilArti`i .. t 1 ' � 00 N N O O � ul 0.5 12 12 0.5 CO Co3 65-011h6' — — 65•-o11h6" 1•-a• i•_4_ In co E E q-1p15h fi 4'-1013/l6°'r-1013h6"4.,1017h6. 4•-1o13h6"4'-1013/15 4`1011hfi 4'•ltliiha'4'-1013115 4'-1013/1fi" 4'-1011h1s 4'-1013/1fi"� -10 h6' 9'-tl• — _�_ +"'0' S•_tl. S-0` Y Y E > 41 .It e} N N N iD li Ln n'n vNi N U N U U ppVpp.. I!1 10 N U Y LL u= U m cc LL m ao z z - m m m ~ ai N LL coca U ` in C m Z aLZ u. LLZmZ' O M 7 p N CD Ul 71 o O v m o ■. I�` z FBC44 NS/FS LL w (L2-1&X2-1hX1/4) Y .1 1 N W J m FBC36 z FBCQp F. > 00 m m j 14 < m 13 H rn 0 J iO LGMM FINISHED FLOOR ELEVATION: 100'-0" u z 2 d FINISHED BOTTOM OF BASEPLATE: 100'-0' O E FINISHED Z w FLOOR J C) L c = Z FLOOR 0 T x Z 2 0- Z III c0 i1 LL O W Q U w K Q� w LA d 2 Q C: a w 1-21S/16" 126'-101/a" < 1-25fi +J O Q STEEL LINE 8 130'-0' STEEL LINE C O . 4= O O l/1 LA rn O J U J N r C C bA w f9 a✓ C _12lJ L Q Q C m C t 2: a) w Lfl r U Ln'� 'C F /� _ m V CL >r p HTI L Notes: <D d I— U= J ,L R. Material Schedule For column and rafter mark numbers,see Mark Number Plan, �, .r ( Low Plate High Plate Outside Flange Inside Flange Web to NS/FS indicates that Flange bracing is required on both sides of the frame line. Width Thick Width Thick Width Thick Width Thick De Ih1 Thick Deplh2 1 1000 0.63 &00 too 800 031 e.00 063 14.00 0.28 4e.00 For expandable endwall rigid frames,if flange bracing is required on both sides(NS,FS)of an expandable endframe,the opposite side flange brace 46.00 0.31 4800 will have to be installed at the time of expansion,These Flange braces have been provided,as required,for this future condition. . i 41179S h 2 6.00 1,00 6.00 0.63 600 050 600 0.63 46,00 025 2925 Bolt Schedule If NSIFS is NOT indicated,only one flange brace is required and can be located on either side of the frame. 3 6.00 050 E00 0.50 600_ U8 600 0.31 2925 D_22 2925 E 600 050 600 025 2925 019 3900 """indicates the long side of the interior columns.Columns at the ridge are typically"Flat-top"columns,unless indicated by the"'"symbol- d w 4_ 6.00 050 600 050 600 036 600 0,31 29.25 022 2925 a ID` Qty Bolt Description Bolt# Nut# aso a"Eoa a O Rigid frames shall have 50/o of their bolts installed and lightened on both sides of the web adjacent to each flange before the hoisting equipment is \ =o;=8 a _ 600 050 600 025 2925 019 3900 =pm LL 5 600 100 600 063 600 050 800 0.63 4600 025 2925 released- - 1 8 1 fb"X 3It"A325 H0660 H0340 =" n'a` =e=a O oa 00 6 1000 063 600 100 600 031 800 063 14.00 026 4800 2 8 "X2lk"A325 H0610 H0310 NA_vE,Jvsw� oE= ; a 4600 031 46.00 =EN =vr 3 1 8 Ala"X 3"A325 I H0633 H0320 ' r � 1 10 O A � t>] N N O O n N r of tr ¢ GO GO F 2 co m co 12 0.5 12 0.5 F— ra E > 65'-011/16° 65'-011h6" w 13 4'-1013I16" 4'-1013h6" 9-o• C Y 4'-1015/16" 4'-1013/16" 4'-1013h6" 4'-1013hb�4-1013h6 4'-1013/16" N-1013/16" 4'-1013/16' 4'-1013/16" 4'-1013h6' 4'-10 lfi" 5'0• 5--0" 5`0• .516 1'-79h�• ai 0 8 C 3'-31h" E o Z3 N ep ,W N M C M N N p 03 W 1-1 1OL m W W m W M (0 - - - - _ - - O Cox I1a 3� 1 6 -. - o .� C o <1 <.1� O O O F m O in M 1 1n C N O H 0 O 00 Lu 1n vIn rn rn ID in 10 N iD \ 13 O O E N Z �p Ilr, J O L C .7 L!1 b0 O x O M L � in m + m` n. tl_ f` F OJ FINISHED FLOOR ELEVATION: 100'-0" FINISHED FLOOR ELEVATION: 100'-0 _ FIN15HEf) BOTTOM OF BASEPLATE: 100'-0" BOTTOM OF BASEPLATE: 100--0 FINISI-IED _ J FLOOR FLOOR F +� z x a Q x z U w C w ¢ a x Q O x a w a 4� w H > w 11 > a o w 1'4" 13'-8" Z5'-0" 25'0" 25'-0" Z5'^Q" 13'-57/8' w O_ 01 101V 8" p to L STEEL LINE 130'-0" STEEL LINE u1 O I M � t~ 0J AO 1ri tF E 11D w ro 4 N � � a � Q Material Schedule a 0 m 0 Ln Low Plate High Plate Outside Flange Inside Flange Web � O O � N 0 ID� a OJ :h5dni Ttvck width Thick width Thick Width Tlata De wI ]k,* i;�,�n� a V N ,S f� o t—t � Z O o O Q GU Q m 2 esoe3 F- 2 a 3 - 85105 Notes. 1. R, q _ 8$073 llF V.1.P/)1��• For column and rafter mark numbers,see Mark Number Plan. "tee• �fi�� - s eslos NS/FS indicates that Flange bracing is required on both sides of the frame line. r �' 7 8,00 038 800 022 123075 For expandable endwall rigid frames,if flange bracing is required on both sides(NSFS)of an expandable endframe,the opposite side Flange brace �� 41179� 4v� e 8.00 038 800 022 2soss will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition 1i•1, z s7avnl,t ' s 8.00 038 too 022 12So75 If NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the frame. E 12SO75 C W 10 e,00 0�8 ss7 0.38 lzsoas indicates the long side of the interior columns,Columns at the ridge are typically"flat-top"columns,unless indicated by the""'symbol O Bolt Schedule lzsoas Rigid frames shall have 50%of their bolls installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is `-u. q - �- TfQV_� v "'c LL 11 Boo 038 8,00 0.22 12s075 released. ma z`e`A`s-A,$Z O 12so75 ID> Qty Bolt Description Bolt# Nut# Irs. E---3 uz� am 12 BAD 038 8.00 0.22 125049F. �u Il a 12 IIA 038 8,00 o 1 "_38 W10*2 I 4 X 2"A325 H0603 H0300 N N ko LC o 0 aCr ;Y cl: s m m , J J O O P- O E a, w � o v 1 c P-111/2" 1' 11 f2 M N m cv L LL ¢ o = ~ bo a. +n N a0 C O O rI z ti a O m D ao LyLntn rn O L G j u1 ao o x J m m d U 4- FINISHED FLOOR ELEVATION: 100'-0' Lil Q BOTTOM OF BASEPLATE: 100'-0" C FINISHED O FLOOR or U 1 W N 1 J VI F¢- W kA DE I14 Q 1 a Z U 22'-33/4" 1•_11 Wo LL w GJ I d E O 10" 24'-6" 1 a 1 J (LO 1 w J LL STEEL LINE 25'_4" 1 (13 1 1 V� r i 1 I w O I I +' C N a Q Q 1 u _ 1O -INDICATES PROTECTED ZONE.NO DRILLING,WELDING OR FASTENING ` coQ IN THE WEB OR FLANGES IN THESE AREAS. Q 0 c t` � O a O L a =3 ULO Ww0 z cc w fl o� z lD 0 �2a Notes: R, d'. For column and rafter mark numbers,see Mark Number Plan. },. pF 1W1. �2 C N NS/FS indicates that flange bracing is required on both sides of the frame line- For expandable endwall rigid frames,if Flange bracing is required on both sides(NS,FS)of an expandable endframe,the opposite side flange brace 1� W� will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition. v�;,Sh 1s 41179 tg�^,,\�k• S TONAL If NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the frame. 10 Material Schedule indicates the long side of the interior columns.Columns at the ridge are typically"flat-top"columns,unless indicated by the-"symbol. s s a a .-5 10 Low Plate High Plate Outside Flange Inside Flange Web " Bolt Schedule ag z�3n �s It 1 Rigid frames shall have 50/n of(heir bolts installed and lightened on both sides of the web adjacent to each flange before the hoisting equipment is $Width '(hdc WId1h ihltl 1MIdRl Thick Width Thick Depml TW W1 S„p.�va-.'9_— ' .off LL released. $ 1 8,00 038 1000 125 800 038 800 0.75 12.00 138 1200 06c5 `�!A..Yjf 6}3 Q 2 10,00 1.25 1000 125 &00 0.63 8.00 063 22,2s 0.28 2225 y �js Exii�iv3 ID Qty Bolt Description Bolt# Nut# nds.Ffi� =�gk; x o 3 4.00 &H laoo 125 1.oB 0.3e Boo 075 12Do 0.38 12.00 1 8 11 "X41 "A490 X X Q`e'N�: s % ' 1 CD C3 00 Do N (V � Q O A Q C2D � L 1Q 2 O3 2.4 SEE NEXT PAGE 'o 1 I SEE NEXT PAGE m m I 1 '� FOR EXTERIOR MEZZNiNE 1 1 SEE NEXT PAGE 19'-3" 5'-9"' FOR EXTERIOR MEZLNINE � 3 19' 3" 5'-9" 19'-3" 5'-9" FOR EXTERIOR MEZ2]V1NE ~ Cxwo13 MX6007[4] fn cxeool (waxlel ;.i FBC26 - - q - OA = - MXB005I41 - --� O-- - - - - -� If1 Y Y ' H F- N N O If m 1 o p rn C5 law �; I (n m m Ir II m E N O) p m m rn-I N I rn-1 ri ~ co f 3500 F N man va4 0 cxwB12 STAIR LOAD - -- B.5 a, cxw001 (WB%1B) C �J -- - MXBOOB[3] m N m N N I _ :i toox. rn o Q1 LOi � I m m rn N F0050 0 � N N O p O N K x N N FBC 0 FRC50 ZI cam -olig F F ron. O N �\ 1DR O - - C%W002 CXB020 ----- 0E ------N N ,oax O ryromcX 0a) 'Itm m o o LL (n a`1 00 of rn Ln N FOC. FBC iO Q L11 a0 iV Flscso lore F#1cs0 N t " m In o ^ v o u 2 E v v N I X N rl p 100t C) v rl fV O � 0 u l J L0 bA O C%0003_ ©------ - - -- -CD ©-- �� T Q L K m _ loot L. Cp m a li C%W003 rt N ©--- l - - --O - Itltl2 N EA t� C50 Ft5C50 N in fp lft N N � � iv 0 root F0050 N N O I Q In Ln root C N p O N N m On X X f -� 0--- -- - -- --� N CXW004 1 CXWO13 _ 1V nl I'BC50 roox FBC50 a0 aO l003 0 0 cp J >_ N FPCSO .C50 o N N J w O N W aj OO 0 �. IOBl a--I C N m PORTAL RAFTER m N _ __ --- _ _ _ J,g - J.9 Q Q X FLANGE BR ACING X 1= V J.9 - - f (3)LOCATIONs f J•9 in PORTAL FRAME CxBBzz I rzmu0r 1w121Ftt1 -- ©--- -_m (27)K SERIES JOISTS (a:) 25-4" v L LY] Q J 9 THIS BAY U.N.O o in Q C C [� cxwoos 3500 q 25'-4" Ql PORTAL FRAME STAIR LOAD _ _ ____ a o 0 25'-4" O-- — - --- O O O Z V w N m " o Z l0 cXBBB4 N - -----*� a o Q u Q CXWO06 cxwolo a 16'0" 9'-01 9' l 16'-0' -0" 1 It.. Q _ �,. NF4.4 NcxwooT cxwoll_ 2 16'0" 9'-0' MEZZANINE JOIST PLAN k� 411791� CD ® & MEZZANINE DECK PLAN I, rr.nu' �/cNA1. ING E MEZZANINE BEAM PLAN FLANGE BRACE LOCATIONS REQUIREMENTS-SEE PAGE M2 FOR DECK ANDFASTEN NGSCIHEDULE. f.91='.'AMINE AFAM'il:E5 m= z Eo '�• 4�+ I.U. I ally Un nt Flu.. wn 1F" N Itl 715.1 B'J11 1a1 11 t+ n.zg :2<I I.t 624 Ba a e _t gLia$ 5 141 _zs mat3 .ITS ,iC, 9_s e'.a_le r-I lol su u.nx .tt>.i ME1101fignI oa t � tr Lo ZONE DECK LOCATION FASTENER TYPE SPACING SPACING SPACING C 5 2 5 2 N N 3 1 22 GA SUPPORT SDI APPROVED H1075 ELCO J12 W/ 15 ORANGE TIP 36/4 'SIDEIAP 12-14 x 1" TEK 5 SCREWS (H N N1040) OR 25" O.0 1 CP2s 4 1/4 -14 x 1 1/4"(H1020) SPACING SPACING SPACING 1 I v o 1'.2- 4• I vi to cxaoia cxeoa,a GD -- on -- - -GE) COLLECTOR/CORD SDI APPROVED H1075 ELCO #12 W/ N5 ORANGE TIPCC) co LOCATION: GRID LINES A&J.9: (4) FASTENERS PER FLUTE J J oo, COLLECTOR/CORD SDI APPROVED H1075 ELCO #12 W/#5 ORANGE TIP 1 III II LOCATION: GRID LINES 1 & 3: 10" O.C. q m m COLLECTOR/CORD E v N CO FBC50 TBC50 In N w v x III I x LOCATION: o e p BLOCKING BETWEEN JOIST LOCATIONS c _ ooe IRP_ HAT CHANNEL LIINES 1 3 M �- p -i N m QU n -O STRUT ANGLES SIDELAP FASTENER SPACING 0 z N/A LEDGER ANGLE Ia EXTERIOR N/A AP0502 MEZZANINE JOIST PLAN B-DECK - 6x6-W1.4xW1 4 WELDED WIRE c N o r MESH (BY OTHERS)CENTERED W J rn o o FLANGE BRACE LOCATIONS `r BETWEEN TOP OF DECK AND I, 00 00 m M 36" COVERAGE TOP OF SLAB I.- I �' 4� r�I N • z T 36/11 PATTERN TOTAL 1 TOP OF SLAB t u m m SLAB Y ,, , Y Y u 2 v C l I / 36/9 PATTERN DEPTH TOP OF DECK 0 Z E C ti 25'-0. J 0Lr) CO p 36/7 PATTERN r .7 m` X L m � a � � 36/5 PATTERN B-DECK LL Od CE - I HA F-- — E C 36/4 PATTERN �/ T 36/3 PATTERN 11 I OJ I o I o • FASTENER LOCATIONS AT SUPPORTS [ N N SEE SCHEDULE FOR FASTENER TYPE PARTIAL SHEETS MUST BE ATTACHED EVERY FLUTE (36/7) N ENDLAPS TO OCCUR O SUPPORTS ONLY, MINIMUM 3" N LAP CONCRETE REINFORCEMENT O A DECK ATTACHMENT PATTERNS J w o AP0503 AP0504 ai ` C x ctf v= LL1 DECK DECK V ,1015T CPCKIN� A ELCO FASTENER MK.9E PLAN F1 Q A7 12"0-C. L C m � JOIST JOIST (MK, x ) Q r, -J a O EXTERIOR00 JOISMEZZANINE DECK PLAN (MKTSEE PLAN) ~INGu '� W 'C a o Z FASTENERS / a Q = Q o AT 12"O C r, (MK. H1D70) S`�.L R• S 41179 i Notes: VIEW ..A.. ��.. oTs, -`{_,~ 1's/CNAL Y'N BEAM See mezzanine details for joist and deck handling notes. o e See mezzanine details for mezzanine speci e`o«�:6:as -age specifications. JOIST BLOCKING DETAIL �E� s er�3ggg`- O ..o '6't indicates tagged end of joists. BLOCKING BETWEEN JOISTS ( AP0505 ) oEaPzE Part Sizes Z 0 0 �a LE8 10E105 `D `V J 3'63/4'I j J j 3'63/4' J J 8E060 0 0 - —� �a a LOW EAV � 1( o= 3'63/4" 3'63/43' 63/4"�3._63/ 3_63/4. 3_6/q 3_6/ 3 6/4 3 6/q 3_6/4Elf 3_6/43 6 /4 3-6/4 O-- E11002 E11004 E31007 i101 E11014 E11007 E11013 E1101 11012 O m m PIZOOB(1OZO89) P1Z011 P1Z014(1OZ067) P1Z016(1OZ067) P1Z024(1OZ120) PIZ019. 1OZ060 : P1.Zola(1DZ0b0) P1Z021 1OZ060) P1Z023 J J O Y Y P1Z009(1OZO89) PlZO13 PIZO15(1OZO67) PlZO16(1OZO67) PlZO17 1OZ120 P1ZO19 1OZ060 P1Z018 1OZ060 P1Z021 1OZ060 P1Z023 : ~ ~ P1ZO09(10ZO89) P1Z013 PlZO15 1OZO67 PIZO16 1OZO67 PlZO17 1OZ120 PlZO19 1OZ060 P1Z016 1OZ060 P1Z021 1OZO60 P1ZO23 __-- © v w P1Z009(1ozoA9) PlZ013 PlZO15 1OZO67 PIZO16 1OZO67 PIZO17(1OZ120) P1Z019 1OZO60) P1ZO18(1OZO60 PlZ021(10ZO60) PlZ023 �� 0 n ( ) PlZO09(1OZO89) PIZO13 PlZO15 1OZO67 PIZO16 1OZO67 PIZO17 1OZ120 P1ZO19 10ZO6D PIZO18(1OZO60) PlZ021(10ZO60) PIZO23 C: -O o E = P1ZO09(1OZO89) PlZO13 PlZO15(1OZO67) PlZO16(1OZO67) PlZO17(1OZ120) P17019 107060 P1701R(IOZO60) PIZO21 1OZO60 1 PlZ023 N co O N P1Z009(10zoB9) PIZO13 PlZO15(1OZO67) PlZO16(1OZO67) PlZO17(1OZ120 PlZO19 102060 P1Z018 1OZO60 P1Z021(1OZO60) PlZ023 LL PlZO09(1OZO89) PIZO13 PlZO15 1OZO67 PIZO16 1OZO67 PIZO17 1OZ120 PI-ZO19 1OZO60 PIZO18 1OZ060 P1ZO21(1OZ060) P1ZO23 -- O a D CBS 011, P1Z009{1OZO89) PlZO13 PlZO15 1OZO67 PlZO16 1OZO67 PlZO17 1OZ120 PIZO19(1OZO60 PlZO18 1OZO60) P1Z021(10ZO60) P1ZO23 O P1Z009(1OZ089) PIZO13 PlZO15 1OZO67 PlZO16 1OZO67 PlZO17 1OZ120 PlZO19 f 1OZ060) P1ZO18 1OZO60) P1Z021 1OZO60 PlZ023 N N PIZO09(1OZO89) PIZO13 PlZO15 1OZO67 PIZO16 1OZO67 PlZO17 1OZ120 P1ZO19 1OZO60 P1Z018 1OZO60 PlZ021 10ZO60 P1ZO23 M O O O in W J m H N L Ln P1ZO09(1OZO89) PIZO13 PlZO15 1OZO67 PlZO16 1OZO67 PlZO17 1OZ120 P1Z019 1OZO60 P1Z018 1OZO60 P1Z021 1OZO60 P1Z023 tn m 00 � p P1Z009(1OZ089) PIZO13 PlZO15 1OZO67 PlZO16 1OZO67 PlZO17 1OZ120 PIZO19(1OZO60) P1Z018(1OZO60) P1Z021(10ZO60) PlZ023 o 0 y o2vMa P1Z010(1OZO89) PlZO12 PIZO16(1OZO67) P1ZO15(1OZO67) PlZO17(1OZ120) P1ZO18(1OZ060) P1Zo19(1OZ0(i0) PlZ020(1OZO60) P1Z022 �- C P1Z010(1OZO89) P1ZO12 P17016 1OZO67 PlZO15 1OZO67 PlZO17 1OZ120 P1Z018 1OZ060 PlZO19 1OZO60 P1Z020 1OZO60 PIZO22 ai J O L C Ln 0 X P1Z010 1OZO89 P1ZO12 P12016 1OZO67 PlZO15 1OZO67 PlZO17 10Z120 P1Z018 1OZ060 P1Z019 1OZ060 P1ZO20 10Z060 PIZO22 Z O - v O m � m a LL in ,� P1Z010 1OZO89 PlZO12 PIZO16 1OZO67 PIZO15(1OZO67 P1Z017 107120 P1Z01B 1OZO60 P1Z019(1OZO60) PIZO20(1OZ060) PlZO22 ^� in N PlZO10 1OZO89 P1Z012 PlZO16 1OZO67 PlZO15 1OZO67 PlZD17 W2120 P1Z018 1OZO60 P1Z019(1OZ060 P17020(1OZO60) PIZO22 P1Z010 1OZO89 PlZO12 PlZO16 1OZO67 PlZO15 1OZO67 PIZO17 1OZ120 P1Z01a 107060 P1ZO19 1OZO60) PlZ020 10ZO60) P17022 CD _ C P 1Z 010 10Z069 PlZO12 PIZO16 10Z067 PlZO15(1OZO67 PIZO17 1OZ120 P1Z018 1OZO60 PlZO19(1OZO60) P1Z020(1OZ060) P1Z022 ' ro P1Zo10 f lazos9 PlZO12 PIZO16 1OZO67 PIZO15(1OZO67) PlZO17 1OZ120 P17018 Iozo60 PIZO19(1OZ060) PIZO20(1OZO60) PIZO22 0,( � C P1Z030 1OZO89 PIZO12 PlZO16 1OZO67 P1ZO15 1OZO67) PIZO17 OZ120 P1ZO18 1OZO60 PlZO19 1OZO60 P1ZO20{1OZO60) PIZO22 j N C In U E N J P1Z010 1OZO89 PlZO12 PlZO16 1OZO67 PlZO15 1OZO67) P11017 1OZ120 P1Z018 1OZ060 P1Z019 1OZO60 P1Z020(lOZ060 ZD22 p1 J J 11 P1Z010 1OZO89 PlZO12 PIZO16 1OZO67 PIZO15(1OZO67) PIZO17 1OZ120 P1Z016 f 1OZO60 PlZO19 1OZO60) P-IZ020(1oZ060 P1Z022 --- -.� O ix (�� ► C O C� ' 1Z0 1 ZO89 PlZO12 PIZO16 1OZO67 PlZO15 1OZO67 PlZO17 1OZ120 PlZO18(1OZO60 P1ZO19 1OZO60 PlZ020 1OZO60 PIZO22 0 � Q LE Q '^ o P1Z006 1OZO89 P1Z012 PlZO16 1OZO67 PlZO15 1OZO67 PIZO17 1OZ120 P1ZO18 10ZO60 P1Z019 1OZ060 PIZO20(1OZO60) PIZO22 ro L PIZO07 1OZO89 PlZO12 PlZO16 1OZO67 PIZO15(1OZO67) PIZO24 1OZ120 P1Z018 IOZO60 P1Z019(1OZ060) PlZ025 1OZ060 P1ZO22 i Q P1Z002 M 11.001 E1.1003 11005. _ - E11006 E11008 _ C71O0'' E11D0 - E1100 E1_ 11 Q 0 co 0 (1OZ075) C� 1OZ009 PURLINS C a••+ F tl1 4+ L11 P1Z002 -�1 O - THIS BAY U N,0 a Z � w 1.OZObO PURLINS < OO a 01 (7.0 (1OZO75) N ---------- -- TN 9AYU:N.O. zU C 1� ,C m P1C001 - LOW EAVE w Q i o U 2 � (100075) ` o O Q � Q z m © 25'-5" 24'-2" 25'-5" 25'-5" 24'-1" 10'-0" a _ 1 LU �,F.I I 1 I 1 t R. �S m I I I I I I 1 i I - •I��`: - - - C CD C U cb C Gb OG 3 4 5 fi 7 8 9 10 11 M r 41179 O" _ I Notes: C�r1JA1 \ o N � P1ZO05 N w (10Z075) Pudin and save strut connection boll requirements:A307 M£ ny x a: .Y CANOPY&ENTRANCE PlZO04 oov aj 2 N ROOF FRAMING 16'-0" (1OZO75) and A325 bolts are both used.Refer to the details for o ov o' N .bstLL P1CO03 specific requirements_ .a Bb .e"a= O 100075 '"-F'' - Ai 1 LOW EAVE 2 See crass socllon drawings for main Frame flange bracing, �zi; x� Ix - Ns r .1 -f 00 N N to �O N N 22 N N ca co e � � LOW EAVE 3 3 = x m m ` f f AT T I I I I I I I I I I 1 I I 1 1 -O PAB004 05 I—a- — / (2)PAB006 E > in � GJ I I I 1 I ~ (2)PAB006 C U Q -- - 14 1 a O 1 1 I 1 I I t I I I 1 1 I 1 1 1 I I (2)PAB006 1 t I 1 1 1 1 N m N T t- In LL (2)PAB006 -� I I I I 1 i 1 I (2)PA6006 � lye O-- -- -' -- - 1 1 ; , U' 61 � C NO O ri I �(2)PAB006 W U 13 0 o I I I I 1 1 I I 1 1 I 1 I 7 t (2)PAB006 Vi L ,>'Ln In _ t o -4rn (2)PBR25 C o E m Z ©-=i - ---- I t 1 1 I 1 1 I 1 I- —1 1 I 1 t I I 1. ( '� (2)PAC14 .1 L N I I 1 1 I 1 1 I ! 1 I 1 1 O C L � CD ru 1 m � m` aLL 0 yy (2)PAC14 I 1 1 I 1 I I I 1 I I I 1 1 (2)PAC14 a (2)PAC14 c In N L I 1 1 I I I 1 I I I I I f I I I 1 1 (2)PAC14 J p] , Jw o U0 -- w ©-- ------ I i i 1 i i i i i i i 1 1 I 11 I (2)PAC14 4� c a 1 I I I I 0 II1r,� 4- ( 3 !PAB007 t M - - - - - - - - - - - - - - - T PABOD8 Q c 00 Q c - - - - - - - - - - - - - - - - - - - - - - iO — rn q - � o v o ,n (2)ROWS (2)ROWS (2)ROWS Ln (2)ROWS (2)ROWS (2)ROWS (2)ROWS (2)ROWS a =3 M z 4v.1 1]0 w O - REQUIRED REQUIRED REQUIRED REQUIRED REQUIRED REQUIRED REQUIRED REQUIRED Z U .� w Ln .� m (2)PAB001 (2)ROWS w Q i o f , i � 0 (2)ROWS 1 REQUIRED PER BAY o) Q G= Q m =(2)PAB001 Oa (2)PAB001 REQUIRED LOW EAVE 7 (2)PAB001 1 1 25"'-0"1 25 15'-1" Z5'-5" '-5" Z4'-2" 25'-5" 25'-5' 24'-1" 101-0' I I I 1 Y 200'-0' (� I I 1 �J cz) G:) CD l J ® cb 10 1 1 �o. k.41 179 .vr rrravnt �'' Notes: t ILL - ^' spa � sE3 ^ (1I PAB_/PAC indicates purlin bracing.See roof l Al -Bg�-=g �°eo3„�a LL 10 framing details section BE for more info. � a ^t4 O �i r �E��x�a-0$��• N Nx211 `t��z�syos? � I 1 Part Sizes 8 0 RDB 5V ROD 1 cc M CD co co co P Piggy-Back Rafter Piggy Back Column RXW007 CXWO14(WBX24) W8x10 E > (u 0 4-11 Back Column L.) A CXW009 aj (W8X24) Pi A /f CNN 411 0 H Wall By 0 0 '-j Others UA -j 4-1 Top Cub R: 5, < Aviation Building t G 4 0 E Z M au LU 0 tx Spandrel Beam -r-CL Z: LL C 1 M MXH018 ca 00 0 (WA 181 N E M b LL -4 // /i�//j/!// 00 U aj Strong Back Column -1 MXB011 C: 4- < LE < Uj FINISHED c: I FLOOR a .0 o. .0 < 20 LW M > J6 < 0 0 4-j 4-J 7Y, Lr) cu 00 0 0 Z 4� V) I CL 1�0 6'-0" STEEL LINE Notes: A I Zj CL 1. 0" Z 0 < I See cross section drawings for main frame flange bracing. R, N4- 0V "I AISVI C�D A, (AD See wall framing details for standard girt orientation detail. 4-4 RD—indicates rod bracing. See primary details for rod 41179 brace assembly. At flush or inset girt condition,field slot girt webs.to E allow passage of cabletrod bracing. See primary details for guidelines, I-E -as riv ni 4Q�;C�41'jfj 5'-Z� Cut and drill girts as necessary for field located framed JA'g!.-j LL- openings- 0 E-Mr H-1 r QD -I C 0 N N O O V1 N m m 1— H 2 2 x m m E J J 1'_2" 1.2. E a', w � Gl Q ! ndre am e MXff02 wexl N m °1 0 W- O •:�I�a u Z H C N O r-I v - m mra J u MM i o E � � ' -4z w m m J un Co O tu is m m iD r O L N rn ;� ^� ` m m a. LL N N Sparld Bea iKHO19 (W ) LL 3'-0' C Tube Header MXT003 Q N (HSSBX6X3h6) o J U co ' J10 w (CD / i+ bz o0 0� v=i W Q Q Ex� EX J. FINISHED ! FINISHED i Q FLOOR a FLOOR Q C CoC C C T C C ~ O O O O O O O T _ > > N > > '_ ¢ Z 41 O/ (U V (u Ul Z U Cu= • . ? > uLfJW O —4 QQO Z rm 3'-6" 1T0"o a Notes: aa m7 a a N N STEEL LINE 16'-b" STEEL LINE See cross section drawings for main frame flange bracing. O O / See wall framing details for standard girt orientation 2 detail. RD_indicates rod bracing. See primary details for rod ".? 41179 brace assembly. fs= ryn. . S/rAVAL tl3 At flush or inset girt condition,field slot girt webs,to allow passage of cablelrod bracing, See primary details w for guidelines. Framed Opening Schedule o`aa-'a 1; LL p g Cut and drill girls as necessary for field located framed ">} E�- O openings. ae " a=Fp$,ze ID Qty WXH Ns s.§e �9aas"s N 1 1 10'-0"X7'-0 do N l0 �O N N O O Ln L/I 00 GO 1- F-- � m m � E J J Y Y H H E r/ (W V > �taXljo Spandrel Beam MXH021 ai jo 12X26) ca C //�/ LL / % Wall By Others o 0 o N VM rn O1 00 rn rn %�jfr f o C' 4, N //�1/� r� �' U m j Y o `t Z v / XH022 /1�� Top Cub ' `I o L W / 01 /(W12X2b) / /%%l ri, Aviation Building r j o buO L M C 3'-0' O l r / / /// //l it fj/' / / r✓i, /i/ ///00 U .�pXp Ox V _ FINISHED �- FLOOR w +' .~C t a. .... � C = C m ao ° o ° n Q "O Q ^ W s z > m 6" > m U V Q w w v w Q C m C O O t` F Ln CLIw a a z VI ?V ,_ . ,C STEEL LINE 6'-0" CL i o� i lfl O Notes: a� Q 0= Q Z. See cross section drawings for main frame flange bracing. See wall framing details for standard girt orientation detail. RD_indicates rod bracing. See primary details for rod 41 179 a brace assembly. ��.4',:JS•IV v' +.r/rrvnl. tom' At flush or inset girt condition,field slot girt webs,to E IM allow passage of cable/rod bracing. See primary details for guidelines. aQPILft - Cut and drill girls as necessary for field located framed g ��Ea_ YFeig $ LL openings. d. s Q Part Sizes D O o RDD_ 74"'ROD N N O O Ul V1 OO CO _ 2 2 1 CO m J J - Y Y H F-- fD E > v o } � v aj ❑ C � r r E to N 3'0" J 3' 0" 3' 0' J 3' 0" m U- GBC012(BC060 GBco09 SCo60) GBC009 BC060 G8C009(SCO60 G80009 SC060 G8C008 SCO99 v ! GRZ001(BZ054) G8Z001(8ZO54 I U' o GH2002(82.054) rwooi G80006(AC075) G80006(BC075) 0�40 BC006 SC075 0000 GSZ00] G8C005 SC075 p ❑ 0r-I cxaozl \ `, ` ` o ! Wah 9 00 m m Strong Back Column \' , \ ` �1�o• ',, -- Others o � Cn G8C007(BC067) GACO01(SC089) G80001(BC089.) GACU01(ACOA9) G80002(BC089) / a-�' No �C o � a � LY�� Q N N LJ ? � U MEZZ.BEAM G8Z004{RZ054) MF2T.BEAM GRZ005 flZ054 MEZZ.RFAM GBZ005(8Z054) MEZZ.BEAM A '4 MEZZ.BEAM o rn M8 001 SS 5 ., SSU04 9 8S005 85105 MBS003 SS089 A5o02 8S0B9 �, o ' Zo L W \ _ Ln pB O Xtu a m GBc011(9CO60) G8006(8C075) G8C01 GB SC060 C004(BC075) G8C003(BC.075) c N C? CO C FINIS14E'D u x v L m FLOOR - 'o• o o TopTler ,p 1: N o - o no FLOOR r a _� S i � 0 0 3 Single Rod 3 = m i 3 3 .e r9 x a - - x x x Bracing( �'Rod) �c = x = x a' a ; u u Bottom Tier v u w > o otu a w Double Angle v w n 0 Bracing(4x3x 1/2 Angles) c C 19'-0" 25'-0" 25-0" 25'-0" 20'-B" 4'-4' 11'-0" a = 20'-0' I I 130'-0" I I 6'-0" U m AA A C OE © JO J:9 L M N J rri °A w o 4• C N -- Q Q a Q _ r ) o � AJ o Ln a ❑ z � O FU 'C �N E w !?i o i "D Notes: U= a See cross section drawings for main frame flange bradng, y vtY'�R N See wall frarnng details for standard girt orientation Sa detail. 3: RD_indicates rod bracing See primary details for rod 41179 brace assembly. 'R;; Jq;r�rR Framed Opening Schedule I(NAL At Flush or inset girt condition,field slot girl webs,to E ti allow passage of cable/rod bracing_ See primary details o r w City W X H Left Jambs Right Jambs Field Located for guidelines. 1 1 48'-0"X4'-0" JBC002(BC060) JBcooz ec060 ��_��;=��g` li Cut and drill girls as necessary for field located framed ,�m � __�m�; 2 1 115'-0"X 4'-U' JB0002(BC060) JBcooz(BC060) openings. _ _ v m O 3 1 3'-4"X T-2" Jacoo1(BCo99) JBC001(BCo99) X 9gvEo 4 1 60'-0"X 4'-0" JB0002(BC060) JBcooz(BC06o) "�' `v>;o� Part Sizes o 0 a ~m a EPS_ P8.188 Strut 3'-0* J 3'-O" 3'-O" J J 33'-0" 3'-0' J 31-0' 3'-0" J 3'=0` RDD_ 7�"ROD o 0 ' MXH013 MXH014 MXH015 RDG_ 1 Ilk"ROD � � (WBX18) MXH015 — (eco6o) (WBxIB) (W8XIB) (waxla) G8C014 8CO60) G8CO21 8C060 GSCO2b 8C060 G8CO29 86060 T 68(029 8L050 co cc GBC015 _ f- (SC060)�� )�e3 R0U0 GBCO20 SCO60 GBCO25 8CO60 G8CO28(8C07S) GSCO28(SMS 2 2 G8c019 BCO60 •G00O23tBC060) •GBCO27 8CO75 *G8C030(BC075) (BC6060) G8CO22 8CO60) G8Z010(8Z054 pandrel Beam G82012 8Z054 G8Z0IZ(8Z054) ~ ~ MXH021 I_ � Ot�p1. (w12x26 i l 'i �o E GBZ011(8Z060) GK011(8Z060) w ,HC072(8C060) /GSZ010(8ZO54) Q aj N Wall By EP5002 cc Others p 8Z007(82.QSA) 8ZO09 8Z054 GBZ012(SZO54) GBZ012(8Z054) rl m FINISHED FLOOR o a I H) o c o Top&Bottom Tier o rr 0 3 m Double Rod m m 03 V a 'w X Bracing(1 1/4'Rod) v C ry 0 o w v O ro O O 1U-0" 9'-0" 15' 1" 25-5" 251-5 �y LU i m m v ro cLi STEEL LINE i I 90'-111, LL � — - �C - Indicates Gutter Support Channel tA m o, o 4-1 3: -9 n d C�D ] ° Zmv J O L C W zrn ° .. O Q Q Q 3'-0" J 3'0' 3'-0" J 3-0" 3'0" J 3`0" 3'-0" g 3'-O" 3'0' 'J 3'-0 1'-0" ro LL MXH015 Mx MXH015 MXH015 MXH015 MXH016 (w8xl8) (wBx18) (waxle) (WBx18) (waxle) (w8x18) GBC032 BCOliO GBCO29 BC060 G8CO29(8C060) G8C035 80060 GBC039(8060 M i d G8C031 BC067 GBCO28(SC075) GBCO28 BC075 GBC034 8CO67 G8C038(SC060) *G8C033(8C067) •G00030(8CO75 *GBC030(BC075) *G8C036(BC067) (g 06 3 GBZ016 8ZO54) GSZ012 BZ054 G82012 aZ054 GBZ022 8ZO5A 8102E eZ054 C m V � G8ZO15 8Z060 Z G8Z011(BZ060) GBZ011(8Z060) G8Z021(8Z105) Gez026(BZ054) J C u ^ q0 w C H G8Z027(BZ054) o M Q E; Q G ZOl6 BZ054 G8Z012(8Z054 GBZ012(BZ054) GBZ020(8Z054) U 31 L ap fQ _m C2 1 c w Lrl uFINISHED VC /o ? L) , Double Rod ri N `� m oo o FLOOR y� a Notes: o ff Q = Q m Q i oti i m Bracing(1 114"Rod) m o I I' 1" 12'-0" 1'0' o u o x 3 a m V V X V lxi 1n d V 25'-S'� 25'-5' z4' I" 10'-0- o See cross section drawings for main frame flange bracing yL�t Nyt: Spy CI OF G�, i 109'-11, i _i STEEL LINE F- See wall framing details for standard girt orientation detail. !' 10 11 RD_indicates rod bracing. See primary details for rod 41179 brace assembly. sSIONAL At(lush or inset girt condition,field slot girt webs,to Framed Opening Schedule allow passage ofcablehodbracing. See primary details for guidelines " " r ID Qty W X H Header Left Jambs Right Jambs Jamb Extensions Field Located <` .22 z Cut and drill girls as necessary for field located framed € ^oayf r-'Alag o 1 1 6'-0"X 4'-0" - J8C004(BC060) JB0004(BC060) X openingsLn 2 2 3'-4"X 7'`2 HWA01(HWB) J8C003(8C060) J8C003(8C060) X " yi le. s€not ?j 3 1 12'-0"X 12'-0" HB0002(8C075) J8C007(BC075) JB0007(SC075) J80006(SC060) ,F E1111V% :e.xa os Part Sizes ° 0 0 RDB_ W"ROD N N O O to N N N 2 2 m m J J Y Y F- F- �0 E > v w ct C Y O V N ' N Q C � 7 N Ca N ` O O �0_ LL ¢ ¢ ¢ ¢ ¢ l7 J l7 J l7 J l7 J l7 J 1' 101/Z" 1' 101/2" 1' 101l2 ! I �1 lolfz" 1 lollz" 1' l0 1 10 1 l0 1 la l low° CNN 011-- .......... }� tn C NO O LW m of �o N GBZ034 BZOSA GBZ033(8Z054► G8Z033 8Z054) G8Z033 8Z I C > � F- r3 ra J Ln Ln Q GBZ034 BZ054 GRZ033(BZI G8Z033(8Z054) GBZ033(8Z054 GBZ033{8Z054) GBZ031(BZ054) O E N o `� N O 0 J L C O W fV o I p N T � •r L X N 10 1 1p N ` m r-1 an d LL C ' G8Z035(BZ054) GaZ033 870S4 G87033(87054 CBZ033(SZ054) GBZ033(BZ054) GBZ032(BZ054) 'E fp 4�1 ^rid I LL io QOQ' 008j�A�l io i I,J Single Rod n EINISHED Bracing(5/e-Rod) FINISHED BOOR ' - - FLOOR b0 rn N I DA •+ C CLt C 00 0 V O O m � V O 0 0 0 00 O O C' 0 W N 2 CL X NO X X X ON a S ❑. N vl X U X U U U X Vt N p > U U U t' m m CL W J 17 W ° 15'-0" 25 0" 25'-0" 25-0" 25'-0" 15-0" J J w � STEEL LINE 1 130'0' 1 STEEL LINE V1 r V I w a C N O o 0 0 © o o � a m a a0 0 � E bA a N M Ln Z� .S wvi .S m w CL C i p I—I p Notes: al° Q �= Q o See cross section drawings for main frame flange bracing. w` �R, 't k See wall framing details for standard girt orientation / detail. 4 '. RD_indicates rod bracing. See primary details for rod 41179a brace assembly h 'rs•'olvnl.�� p At flush or inset girt condition,field slot girt webs,to allow passage of cable/rod bracing. See primary details w for guidelines. N c Framed Opening Schedule Cut and drill girls as necessary for field located framed "9"�P� 3 s-� openings. 10�E"-�F��a n ��.3 O oPiiz„ €_B IDI Qty W X H Header Left Jamb Right Jamb Field Located sw;•Q E ag -�j ng" 1 1 T-4"X 7'-Z HWA01(HWB) J8C003(BC060) JBC003(BC060) X V I DSgbb�s�fi UH-H ' r r Hanger Jack Beam Size o 0 Part MK.# Total Depth Top Flange Bottom Flange Webs SXB001 38.25" 12 x.75112 xt/12 x.75 12 x 50/12 x 63/12 x 50 .5001.275/.500 N 0 0 CXBO13 — MXH007 Part Sizes Stub Column Hanger Stub b EPS_ P8.188 Strut m m G8Zo14(8ZO75) GBz013(ez075) RDD 7Ig"ROD 3 GBZ023(SZ0G7I GBZUI7 B1.06% _ _ b I (8Z054) ROG_ 1 1/4"ROD Co Co G8z029 GBZ025(8ZO89) SXB001 Jack Beam GEZ019(8Z089) (87054) Tube Header Tube Ileader o I MXT002{HSS8X8X5A5) MXT001(HSSSXSXS/16) E v N 10 GB70Ze GRZ024 NE5TED WITHG8Z02 GBZ018YTEDWON ° c SZO54) (azo7s) (8zo%s) O w o 5 (Bzo7s) Bzo75 ' C � i p3 9Q � — 1\ PQO��3 �00003�u' N CO N FINISHED _ LL ba FLOOR 00 _ o o 2 IQ V X X U CO CNN I[ w U U O m 10'-0" 24'-1' 25'-5' 25'-5" 24'-2" v 'a �O CD O Q STEEL LINE i 109'-1" 1 a I m I I 1 , Ii VI CU 0) .C-1 J � W i C ,o 0 0 0 © 0 � 3 ��, �, 0 - Ln Ln Q 2 t v v � 'p O L C LLJ tu CXB013 — —MXH007 I z j L!1 O x O m r-I m dL Li C Stub Column Hanger Stub E GBZ014(8Z07S) GBZ013 8ZO75) L- GACn2fioo GBC018 8C099) n ILL (8C060) II I `� o rC SXB001 Jack Beam GOC 26 RC060 �4"J 4) _ tA Tube Header Tube Header O O G8CO18(BC099) C MXT002(HSS6X8X 6) MXT001(HSSSXSX5/1() O 5 R \ �Q� EPS003 �O3 N N \ AD III MEZZ.BEAM •� ^ GBZ008(8Z054) I 9 m 5 _ U C31 J w F � U U �1> w \ FINS ED 4 M I.— FLOOR ru Q Q 0 o Top Tier o In o no r w U m m Double Rod m o m C v '�° L m Q u u Bracing(%�"Rod) 77.(( 5'9' X X A s - Q 0 _ 0 U V Bottom Tier t > a X N �O Ol Double Angle io w a a: z � Off) w O Bracing(4x3x 112 Angles) 2'4 r z U ,� w l/1 .0 °' W a i o L-y i t 0 f 25'S' 25' S" 15' 1" 25'0" Notes: a Q = Q o i ZM 90'-11" r i STEEL LINE ( b 5 ® O See cross section drawings for main frame flange bracing. 4� L R' See wall framing details for standard girt orientation detail. Framed Opening Schedule RD_indicates rod bracing. See primary details for rod 41179 brace assembly. rY%1 s, -ssyrxvnl.�' Qty W X H Header Sill Left Jambs Right Jambs Field Located At flush or inset girt condition,field slot girt webs,to E allow passage of cable/rod bracing. See primary details 1 1 6'-4"X T-2" J8Cool(8Co99) JBc001(8c099) X for guidelines. 2 1 3'-4'X 7'-2" HWA01(HW8) JBC003(BC060) J8Co03(BC060) X Cut and drill girls as necessary located framed afst"r�xC 3 2 6'-0"X 4'-0" HW8(HW8) HB0001 openings. (8C06a) JB0005(BC060) JBco05(BC060) X �c�C` ,. #aayr o iY O 4 2 6-0" „ X 4'-0 Jecooa(ec060) J C Et Jig 8coo4(8C06o) X 52 ig c e r:9saze 5 2 50'4"X 14'-0" ifg $giU IRS, TYPICAL WASHER REQUIREMENTS BOLT/NUT ASSEMBLY TYPICAL FIELD WELD STANDARD ANGLE SCHEDULECD CD ERECTOR NOTE REQUIRED AT LAPPED /// ZEE MEMBERS (NO REQUIREMENTS ERECTOR NOTE: o 0 (UNLESS NOTED OTHERWISE ON DRAWINGS) / WASHERS REQUIRED) (UNLESS NOTED OTHERWISE ON DRAWINGS) MAEO EAVE ANGLE MAL02 LINER EAVE N N BOLT HEAD-� SLOT SLOT TO SLOT CONNECTIONS GALVANIZED ANGLE 2:12 ci ALL FIELD WELDING MUST BE PERFORMED BY 4"x5"x120" GALVANIZED WASHER-� WASHERS ARE REQUIRED ON BOTH ,W m m SIDES OF MATERIAL IF SLOTS ARE / ^ AWS/CWB CERTIFIED WELDERS WHO ARE QUALIFIED FOR ANG.(SIOPE) i 1L. 84 3"x3"x120" � � WASHER USED ON BOTH SIDES. (SEE DETAIL SECTION "A" -� I THE WELDING PROCESSES AND POSITIONS INDICATED sLor AT RIGHT FOR LAPPED ZEE MEMBERS) ALL WORK MUST BE COMPLETED AND INSPECTED IN 5„ 3" co _ ACCORDANCE WITH THE APPLICABLE AWS/CWB eoLr HEAD SLOT SLOT TO HOLE CONNECTIONS SPECIFICATIONS. WELD ELECTRODES USED FOR THE MAFO_ SCULP. EAVE ANGLE MAL05 LINER EAVE LAPPED ZEE SMAW (OR STICK) WELD PROCESS MUST BE 70 GALVANIZED ANGLE 4:12 WASHER ONE WASHER REQUIRED ON MEMBERS, 5"x8"x120" GALVANIZED (� SLOTTED SIDE ONLY. PURLINS OR KSI/483 MPo MATERIAL AND LOW HYDROGEN CONTENT. fn NG. 105' 3"x3"x120" E > GIRTS ;� ANG(SLOPE) a+ NUT HOLE i ; LAPP 0 NE T£ REGION GALVANIZED STEEL FIELD WELDING s" 3" o BOLT HEAD- HOLE HOLE TO HOLE CONNECTIONS a �'+. -----' -- - RECOMMENDATIONS MAGO1 GIRT ANGLE MAL07 LINER EAVE 3 c o NO WASHERS ARE REQUIRED WHEN I w 1 I GALVANIZED ANGLE 1:12 - PREPARATION OF WELD AREA SLOTS ARE NOT USED. I i i AWS d-19.0, WELDING ZINC COATED STEEL, CALLS FOR 1"x2-1/2"x12" GALVANIZED m 1 I ;� G. 95° 3"x3"x120" N m 1 I WELDS TO BE MADE ON STEEL THAT 15 FREE OF ZINC IN THE v NUT ' :HOLE L� AREA TO BE WELDED. FOR GALVANIZED STRUCTURALLT LL ---- COMPONENTS. THE ZINC COATING SHOULD BE REMOVED AT 2-1/2" 3 WASHER PART NUMBERS z-----"--- ---- " LEAST ONE TO FOUR INCHES (2.5-10 CM) FROM EITHER SIDE MAG02 GIRT ANGLE MAL12 LINER EAVE a = 1H0200 - 1/2" FLAT WASHER H0240 - 1.. FLAT WASHER PW WASHERS REQUIRED AT BOLTS USED IN OF THE INTENDED WELD ZONE AND ON BOTH SIDES OF THE GALVANIZED ANGLE 2:12 O H0210 - 5/8" FLAT WASHER HC250 - 1 1/8" FLAT WASHER THE LAPPED REGIONS OF ZEE MEMBERS. WORKPIECE. GRINDING BACK THE ZINC COATING IS THE 1'x2-1/2"x24" _ GALVANIZED Q 0 H0220 - 3/4" FLAT WASHER H0260 - 1 1/4" FLAT WASHER PREFERRED AND MOST COMMON METHOD: BURNING THE ZINC NG. 81° a Ir H0230 - 7/8" FLAT WASHER SECTION "B" AWAY OR PUSHING BACK THE MOLTEN ZINC FROM THE WELD 3"x7-3/4"x120" AREA ALSO ARE EFFECTIVE. TOUCH-UP OF WELD AREA 2-1/2 7-3/4 g r 0 0 0 WELDING ON GALVANIZED SURFACES DESTROYS THE ZINC MAG03 GIRT ANGLE MAP01 RAKE PARAPET ANGLE w -i m rI 1-I COATING ON AND AROUND THE WELD AREA. RESTORATION OF GALVANIZED GALVANIZED I.. `w r1 m THE AREA WILL BE PERFORMED IN ACCORDANCE WITH ASTM A "x2-1/2"x30' iv 2"x12"x120" ? m � 780, STANDARD PRACTICE FOR REPAIR OF DAMAGED AND yro rn m UNCOATED AREAS OF HOT-DIP GALVANIZED COATINGS, WHICH 3: y m m �� r- SPECIFIES THE USE OF PAINTS CONTAINING ZINC DUST. 11 t ZINC-BASED SOLDERS OR SPRAYED ZINC. ALL TOUCHUP AND 2-1/2" 12" u ? `t REPAIR METHODS ARE CAPABLE OF BUILDING A PROTECTIVE MAG 10 GIRT ANGLE MAP02 RAKE PARAPET ANGLE Z ai LAYER TO THE THICKNESS REQUIRED BY ASTM A 780 GALVANIZED GALVANIZED ] J o SAFETY & HEALTH 1'x2-1/2"020" 6"x6''020" : x WHEN WELDING DIRECTLY ON GALVANIZED STEEL IS = to L L co �o m a li UNAVOIDABLE, OSHA PERMISSIBLE EXPOSURE LIMITS (PELS) MAY BE EXCEEDED AND EVERY PRECAUTION, INCLUDING 2-1/2" 6" HIGH-VELOCITY CIRCULATING FANS WITH FILTERS, AIR RESPIRATORS AND FUME-EXTRACTION SYSTEMS SUGGESTED BY MAHO_ EAVE STRUT ANGLE MARO1 RAKE ANGLE AWS, SHOULD BE EMPLOYED, FUMES FROM WELDING GALVANIZED GALVANIZED GALVANIZED STEEL CAN CONTAIN ZINC, IRON AND LEAD. FUME COMPOSITION 1 'x2-1/2"x12" 3"x5"x240" TYPICALLY DEPENDS ON THE COMPOSITION OF MATERIALS USED, ANC(SLOPE) n AS WELL AS THE HEAT APPLIED BY THE PARTICULAR WELDING PROCESS. IN ANY EVENT, GOOD VENTILATION MINIMIZES THE 2-1/2" 5" AMOUNT OF EXPOSURE TO FUMES. - PRIOR TO WELDING ON ANY METAL. CONSULT ANSI/ASC MALO1 LINER LOW EAVE MAR02 CFR RAKE/ 4° Z-49.1, SAFETY IN WELDING, CUTTING AND ALLIED PROCESSES, ANGLE BASE ANGLE 01 o WHICH CONTAINS INFORMATION ON THE PROTECTION Of n to GALVANIZED iv GALVANIZED J o PERSONNEL AND THE GENERAL AREA, VENTILATION AND FIRE 6"x7-3/4"x120" 2"x3"x242" J � PREVENTION. Fo F INFORMATION COURTESY OF AMERICAN GALVANIZERS ASSOCIATION ` 7-3/4" 3" 1:10 L C - c l7 ma a a r` E� ao < v W Ln Z Z v .� w v .� m w CL L o I-1 i l0 3oa m } 41179 a+ F LL _ F �> _a3cQEo mum = O `E`° oEa 0 $- 1 1/8"GAGE O P RAFTER FLANGE (10) 1/2"e x 2" CD CD SPREADER BAR *- I /2'GAGE 0 GREATER THAN/"RAFTER FLANGE 7•-0" 2 1/2'• 2 A325 BOLTS H0603 1/2,•i tJ2" 3•- Nu H0300 N N STIFFENER. 2. 3•-2 1/2" o O RAFTER -� to In OF /.. 6'-0" MINIMUM 6'-0" MINIMUM 4- RAFTER m m 8'-0" MAXIMUM 8'-O" MAXIMUM _ 11 I 1 re x 2NH-pp��pp OF /• 1 tl A325 NBOLT HOSOOJ F4fTER 0 _ _ UUT155 l Q y = _ « O RAFTER = m m A \ /,� PICK i 1/2_ \ t t A E v I A t 1 \ I I SINGLE OR DOUBLE-� � \ _ I CEE ENDWALL COLUMN p Cl TYPCAL �\ SINGLE OR DOUBLE I CEE ENDWALSINGLE OR�COLUYN UBLE SINGLE OR DOUBLE (TYPICAL) WIND \ CEE ENDWALL COLUMN r BRACING \ CEE ENDWALL COLUMN I I C TO 1 3 SPANS MAXIMUM SECTION A -� / SECTION A DOLTS REDID ONLY AS SHOWN, NOT O ALL HOLES EW CEE COLUMN TO RAFTER CONN o C ` EW CEE COLUMN TO RAFTER CONN (LAPPED RAFTER) LIFT LIFT COLUMN TOP CLIP FACTORY WELDED TO COLUMN COLUMN TOP CLIP FACTORY WELDED TO COLUMN ABOO40 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOLPREMEN75 AB0020 REFERENCC ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS a A<- 1 1/B"GAGE O/"RAFTER FLANGE In C N O I-•I COLD-FORMED D" PURUN RAFTER *- 1 1/2-CAGE O GREATER THAN/"RAFTER RANGE X IO O O O RAFTER COLD-FORMED THIS WILL CAUSE GCBDI CUP W ! m m m �ASOI E (6) 1/2'• . 1 1/2^ P�PI ].00 ()1 r)1 RAFTER THE RAFTER TO BOLT H05OO/NUT TD• 2 CLI v rnm0400 PER RIDGE GCB02 CLIP j, H TWIST. URUN CONNECTION 12" PVRLIN } a y � T 0) 01 -STRAPE STRAP GcDlI CUP OF r-2 Z 11 T I RAFTER 1 /„ STIFFENER, L rn rn CORRECT INCORRECT F REQUIRED Ll Z u WAAO ENDWALL RAFTER Q p E SECTION A - *� Is �+ Zo t c /— DGE vunum RIDGE PURLIN DETAIL F �F o .�O r � COLD FORMED ENDWALL ERECTOR DETAIL RATER R I 1 SECTION A I 1) GIRTS, CLIPS, RAFTERS AND COLUMNS MUST BE SECURELY AND TIGHTLY BOLTED TOGETHER PRIOR TO STANDING O ` 0 ' UP THE ENDWALL SECTION. (NOTE; THE GIRTS PROVIDE STABILITY TO THE ENDWALL SYSTEM DURING THE ERECTION PROCESS) CLIP ♦ 2'T 2" O X • 2) BUILT-UP COLUMNS/RAFTERS MUST BE ERECTED INDIVIDUALLY WHEN USED WITH COLD FORMED ENDWALL PARTS CO EWF II 2 A32s Bars Noses COLD-FORMED ENDWALL COLUMN RAFTER-TYP. NUTS H0300 � 3) THIS DETAIL IS SUGGESTED IN ORDER TO MAINTAIN STRUCTURAL INTEGRITY OF ENDWALL PARTS AFTER ERECTION. �� sNNIE OP A SOUND JUDGEMENT BASED ON ERECTION KNOWLEDGE AND EXPERIENCE SHOULD BE APPLIED REGARDING SAFETY A oovelE GEE a•, ENDWALL COLUMN AND PRACTICALITY OF INDIVIDUAL SITUATIONS. I �I SECTION A Vores p 4) REGULATIONS SET FORTH BY THE OCCUPATIONAL SAFETY AND HEALTH ACT, LOCAL, STATE, AND/OR J FEDERAL AGENCIES SHOULD BE ADHERED TO AT ALL TIMES. NUCOR BUILDING SYSTEMS IS � RESPONSIBLE EW CEE COL TO RIDGE RAFTER CONN w L_ FOR INJURY, DAMAGE. OR FAILURE WHICH MAY RESULT FROM FAILING TO MEET ANY OF THESE BOLT 2' TO RAF, FIANCE AND wfa w/ EW COL TO RAFTER CONN J TO z REGULATIONS. EwA_/cuP Mus�eE NSTALLEO25 BOLTS SAS/SHOwN NVIS 0]00 b0 ry E A60110 REFERENCE ERECTOR NOTE FOR TYP CAL WASHER REQUREMENTS AB0525 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS C = L GAGE•A"RAFTER FLANGE FCENTERLINE -ENDWALL RAFTER ENDWALL RAFTER a /2-GAGE•GREATER THAN 1'•RAFTER FLANGE i Of RIDGE u Q Q O O Cn E OF /. RAFTER LI'1 ENDWALL RAF z TER i ENDWALL RAFTER a V ,� w Vl .� m of f way .0 i � lfl *I I« STIFFENER, — a O _ O IF REOUIRED — m ENDWALL RAFTER xI 11 R. I a N (4)5/8° D x 2 1/4" I A325 BOLTS MK,H0610 41179 R �(4)5/ 0 x 2 1/a" NUTS MK.H0310 'skit rs1 �-�W '4 A \ A325 BOLTS MK H0610o -•1'9/FaNAI ^,�` n (/ 1/2••0 x 2• NUTS MK.H0310 E 0 u A325 BOLTS H0603 NUTS H0300 a x Mo _mu 5n ENDWALL COLUMN- y o_a_a.� „A Y LL ENDWALL RAFTER I\'IDGE CONNECTION INTERMEDIATE ENDWALL RAFTER CONNECTION ,gym mm =aka EW COL TO RAFTER CONN WITHOUT COLUMN CONTINUOUS RAFTER AB0580 WITHOUT COLUMN ;" os v S�a`s AB0661 AB0671 e�aar=" 1 1 r *- I I/a GAGE 0�'RAFTER Fuwc[ II ROD MARK HILLSIDE FLAT A307/A325 COUPLING INSIDE FLANGE C) CD * I/2 CAGE O GREATER THAN 4"RAPIER FLANGE II DIAMETER NUMBER WASHERS WASHERS NUTS NUTS 11 5/8" a RDB- (2) H0930 (2) H0210 (2) H0310 H0810 - N N O O 3/4" o RDC_ (2) H0930 (2) H0220 (2) H0320 H0820 OUTSIDE FLANGE vl Ln .F �* Ell 7/8" a RDD- (2) H0930 (2) H0230 (2) H0325 H0830 PIGGY BACK COLUMN 1" o RDE_ (2) H0960 (2) H0240 (2) H0330 Ha840 m m 1 1/8'• a RDF_ (2) H0960 (2) H0250 (2) H0450 H0850 F OF 1 1/4" o RDG_ (2) H0960 RAFTER SHOWN RAFTER (2) H0260 (2) H0340 H0860 m m (COLUMN Si MILAR) (4)3/4" e % 3" { A325 BOLTS H0633 SECTION A SEE PLANS AND ELEVATIONS - J J NUTS H0320 TURNBUCKLES ~ ~ FOR BRACING MARK NUMBERS i I Q BRACE CLEVIS E > w FTIREOUIRED MK RD_ 8 �(SHHOP WELD EVISD)EVIS PLATE ROD ASSEMBLY E WEB OF ad COLUMN OR HILLSIDE WASHER, O C RAFTER FLAT WASHER, c * * AND NUT ERECTOR NOTE N CO A COUPLING NUT FOR DOUBLE ROD BRACING, THE BRACE CLEW G.)S(S) MUST ATTACHED BE TOEDOPPOSITE BOTH SIDES OF AST SPECIAL PLATE. LL SHOWN. ENDWALL PIGGY-BACK CL Ia COLUMN TO RAFTER CONN ROD BRACE DETAIL DOUBLE ROD BRACING DETAIL REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS AB0710 (WEB TO WEB) AF0010 AF0016 ROD MARK COUPLING BRACE CLEWS BRACE CLEWS TYPICAL FLANGE BRACE MARK NUMBERS - FLANGE BRACE OPPOSITE SIDE � o 0 0 DuW4ETER5 NUMBERS TURNBUCKLES NUTS REOl1BtED WHERE INOCATED J m(AT TURNBUCKLE) (AT COUPLING NUT) W 5/8" ROB__ (1) H0710 H0810 (1) BCS02 (1) OCS07 ACTUAL FLANGE BRACES DO NOT HAVE MARK NUMBERS ON THEM ON ERECTION DWGS. AS"NS$ FS' 3/4" RDC__ (1) H0720 H0820 (1) BCS03 U)Boo FBC_ LL > _ -1OF) li 7/8- ROD__ (1)H0730 H0830 (1) 8CSO4 (I) BCS09 ^ ^ NOTE: Ln >.0) 1" ROE-- (1)M0740 H0840 (1) 8CL05 (1) BCLO6 INDICATES LENGTH OF FLANGE BRACE IN INCHES �' L �' 1 1/8- ROF__ (1)H0750 H0850 (1) SCL01 (1) SCLO] LENGTH ,�9 •, 2 Ln LF1 I/2 x 2"AJ25 BOLTS ARE 1 1 m m t 1/4^ RpG-- (I)H07Ii0 HOB60 (I) BCL02 (1) 8CL04 REO'D FOR BOLTING FLANGE BRACES u o E BRACE CLEVIS BOLT AND NUT PART NUMBERS T H0603 BOLT ' /'' `�` MAL RK EFBBRACE 3 O LOFT DO O ROD BOLT DIAMETER A325 A325 ULL PURLIN H0603 BOLT H0300 NUT L 00 '- t m DIAMETERI \1 AND LENGTH BOLTS NUTS H0300 NUT H0200 WASHERS ` Ea —I m o' LL e s/8--7/C 1".3 1/4" (2)H0640 (2) H0330 FBD_ RAFTER H0200 WASHERS ` 1"-1 1//' 1 1/4".3 1/2•' (2)H0680 (2) Ha340 FLANGE BRACE INDICATES LENGTH OF FLANGE BRACE IN INCHES MK. FB_ COLuuN H0603 BOLT SEE PLANS AND ELEVATIONS LENGTH I H0300 NUT FOR BRACING MARK NUMBERS • H0200 WASHERS BRACE NOTE: CLEVIS .2" TURNBUCKLE .�` -� 1/2 X 2" A325 BOLTS WEB OF BRACE CLEVIS . ARE REOUIRED FOR COLUMN p �� 0603 BOLT BOLTING FLANGE BRACES. OR RAFTER WEB OF COLUMN FBI_ COUNTER LENGTH 0300 NUT OR RAFTER I 01 35 7/B" 0200 WASHERS —WALL GIRT ROD ASSEMBLY COUNTER - SEE CHART 02 37 1/8" 2�-4 1 2� � MK. RD_ 03 49 1/2" FLANGE BRACE OPPOSITE COUPLING NUT 04 50 1/4" SIDE REQUIRED WHERE O (QUANTITY VARIES) O INDICATED ON ERECTION o TYP FLANGE BRACE @ BU COL & GIRT J > LENGTH DWGS- AS "NS & FS" O ROD BRACE DETAIL 0 TYPICAL FLANGE BRACE AT PURLIN & RAFTER Q NOTE: SEE PLANS AND ELEVATIONS FOR � F E (CLEVIS TO CLEVIS) AF0030 Q SEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS FLANGE BRACE PART MARKS C N d PURLIN FIELD LOCATE AS REQ'D " 3'-6^ PURLIN U FOR PROPER FIT-UP �— m C Q 1 (2)H1080 FASTENERS -0 O f O (PRE-DRILL 5/160 HOLES) I Ionz ai u w C1 z tJ .0 ¢(j .0 m w Q L 00 F•-I L 1 B O Q ~U Q Z m J H00 BOLT NUT _ FBT01 H022000 WASHERS \.\-�' R ,5.. r7 H0603 BOLT =S CIP AWLS"/�/ 14 l FIANCE BRACE ti� / H0200 WASHERS MARK FB ___ a~• S' >r1 NUT FIELD BENDING REQUIRED O�. / RAPIER 7 FOR PROPER FIT UP. NOTE: i11 41 179 NOTE ♦ 1/z.4% 2"A1zs eoLrs ARE :. r='tsn'3t�".�: \ REO'D FOR BOLTING FLANGE BRACES. s• I/2 % 2"A325 BOLTS ARE C.F. RAFTER LINER MUST BE IN PLACE ( REO•D FOR BOLTING FLANGE BRACES. H0603 BOLT BEFORE CLIP ATTACHMENT uEE FLANGE BRACE H0300 NUT TO PURLIN L w MK.r FBE03 FOR B" C.F. RAFTERS 10200 WASHERS m Se N LD MK.y FOE04 FOR 12 C.F. RAFTERS v^oaimm€g TYP FLANGE BRACE @ PURLIN & RAFTER ��Am�Aos`�'srga� co TYP FLANGE BRACE @ CF RAFTER M acme ab a' s O 00 NOTES: SEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS N 'a➢a`A>=gF^�b�Ei* m(� PRE-DRILL (2) 5/16o PILOT HOLES IN PURLIN C QD NOTE. SEE PLANS AND ELEVATIONS FOR Q FIELD CUT AND FLATTEN PANEL RIB IF INTERFERENCE 1..: FLANGE BRACE PART MARKS W11H FLANGE BRACE CLIP OCCURS. ' "E •3 c I \ I c) CD ERECTOR NOTES: ORIENT FLANGE BRACE CLIP AS REQUIRED FOR o 0 BEST FIT UP OF FLANGE BRACE. DRILL BOLTS SHOULD BE PUT IN AT 1000-1500 RPM'S WITH VARIES FRAME COLUMN FS NS L N N MODERATE PRESSURE APPLIED. A 2, ,. PRE-DRILLING USING 1/4" DIA. HOLES WILL BE REQUIRED IF -I FRAME L MATERIAL THICKNESS IS GREATER THAN 1/4". OFFSET FRAME m Co -- i ---- I 2.. COLUMN r. I ~ ~ JOIST _ m 00 SHOP WELDED f / RAFTER STIFFENERS - SHOP WELDED } ~ F- ------- I STIFFENERS I ID 01 O V N I tN- ERECTBRACEOPPOSITE SIDE '-FLANGE BRACE MK FB_REQUIRED WHERE WITH (1) H0603 BOLT, FLANGE BRACE CLIP STRONG-BACK \INDICATED ON (I) MOJ00 NUT, MK FBB01to DRAWINGS (1) H0200 WASHER INSIDE FLANGE--- �—STRONG-BACK m xx O AS "NS @ FS" AT EACH ENO 6 (3) 5/16"e x I I/2"DRILL BOLTS � I 2'2" 1 OUTSIDE MW H0705 SEE PRE-DRILUNG u STRONG-BACK I FLANGE LL NOTE ABOVE) 0 SIpEWA1l GIRT COLUMN (NS) I JOIST DEPTH GREATER THAN RAFTER DEPTH OFFSET I a I ' ALL FLANGE BRACE CONNECTIONS REOUIRE 1/2- x 2" A325 BOLTS UNLESS NOTED OTHERWISE (2)H0633/H0320) o X 3" I .7 a ( J/ Q JOIST Z A325 BOLTS/NUTS FRAME PER LOCATION UI a COLUMN ( E) TOTAL LOCATIONS - - aa= OUTSIDE I REQUIRED - IA C N O I-A FLANGE z ID O O O mSHOP WELDED I W J rn _4 H STIFFENER— 00fYt M—FRAME COLUMN INSIDE FLANGE � OT Q1 RAFTE (3) 5/16"• 1 1/2_ FINISH D FLOORL2 U DRILL BOLTS ' L MK H0705 SECTION A ] ° z(SEE PRE-DRILLINGNOTE ABOVE) NOTE: STRONG-BACK SHOWN ON NEAR-SIDE OF z O LSHOP WELDED FRAME COLUMN TO FAR-SIDE SIMILAR ` a) -I m a LL STIFFENER FLANGE BRACE CLIP MK FBB01 '7" •� STRONG-BACK ORIENTATION: /I_ NEAR-SIDE FAR-SIDE '-FLANGE BRACE 1—FLANGE BRACE MK. FB_ OPPOSITE SIDE WITH (1) M0603 BOLT, REQUIRED WHERE (1) H0300 NUT, INDICATED ON (1) H0200 WASHER I, — EW EW ERECTION DRAWINGS AT EACH END AS"NS&FS" FINISHED FLOOR RAFTER DEPTH GREATER THAN JOIST DEPTH `^ - - --BnSEPEATE ALL FLANGE BRACE CONNECTIONS REQUIRE 1/2" x 2"A325 BOLTS UNLESS NOTED OTHERWISE y.I cu Y ALL BOLTED FLANGE BRACE DETAIL FULL HEIGHT STRONG—BACK COLUMN DETAIL o N FOR JOIST TO RAFTER CONNECTION REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS SW SW't J w AJ0610 aSEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS W E bLo+� C a m Q Q Q Q C 00 C m a N �w Lfl z w zU C �� C waZ: L ZID 0 o Q rU Q m V1. R, a 41179©., Nv� ST11i cs'+r7YA1. r n• - r 'nMz- LL - _ _ okO O E o , EEnquoY 1 COLUMN OR € 8 1 4^ PIPE STRUT SHOPB 4 B 1_(4" SEE MEZZANINE PLAN '-I CD O O RAFTER SEE PLAN/ELEVATIONS FOR WELDED *`:� FOR BEAM CONNECTION ' N 3 3 4- 4 1/2" MK. NUMBERS& LOCATIONS PLATE I 3 3 4" 4 1/2" > ip ip -WHERE ANGLE BRACING FV N PIPE STRUT TIES INTO THE MEZZANINE 6" a PIPE o 0 SEE PLAN/ELEVATIONS FOR BEAM AT LINE 1 & LINE 3 USE (2) 1" x 3 1/4" A325 MK. NUMBERS & LOCATIONS II LI Vl 1I BOLTS H0640/NUTS H0330 �i .. � � O = � BRACE STRUT/ MEZZANINE BEAM 8" a PIPE II no m USE (3) 1" x 3 1/4" A325 '1 O it — - BOLTS H0640/NUTS H0330 S S a O O m m O O o o z iV H n O ___ _ _ _ __ �_�� _�_�___ _ __ O J J ` F_ O Ct OF STRUT O O 4" x 3" x t/2" O r0 ANGLE BRACING O (2) ANGLES MK. GXC_ O E M INSTALLED BACK TO BACK II SEE ELEV FOR PART MK.NS I' z O C O BRACE CLEWS Ii it J a - lJ al SEE BRACING DETAIL FOR II A x 3" x 1 2" II .y w Ol p SIZES AND HARDWARE PART BRACE ClEV15 �I ANGLE BRACING Ii - C MARKS. SEE ELEVATIONS O SEE BRACING DETAIL FOR I� (2) ANGLES MK- GXC_ II J C FOR BRACING ME NUMBERS SIZES AND HARDWARE PART I 11 W MARKS. SEE ELEVATIONS II INSTALLED BACK TO BACK II z < N 7 AND LOCATIONS 1' SEE ELEV. FOR PART MK. 5 'I J N m Cd_ _. _T FOR BRACING MK. NUMBERS AND LOCATIONS �j �1 Q 01 SHOP WELDED LL PLATE jl LINE 1 & LINE 3 Ij C PIPE STRUT W/BRACE CLEVIS DETAIL PIPE STRUT W/BRACE CLEVIS DETAIL cs> , x 3 ,/a a `^ m a Is I O A490 BOLTS X_ 1I u w , AK0175 I B" PIPE STRUT W/BRACE CLEVIS AT 20" (MIN.) COLUMN OR RAFTER TIERED CLEVIS BRACING AT B" PIPE STRUT LOCATION li (1) SPLICE PLATE O AT PLATE jl - m O Q NOTE:ON PIPE STRUT USE(3) 1"X 3 1/4"A325 BOLTS H0540/NUTS H0330 NOTE:ON PIPE STRUT USE(3) V X 3 1/4"A325 BOLTS HD640/NUTS H0330 AK0 1 76 II MK. GXC_ 1 II w Z II SEE ELEV. FOR IN II 0 it PART MK#S O (5) 1 1/4"x 3 1/2"o II w ^ ix 1 A490 BOLTS X_ I I _z w V1 N it O NUTS X_ Ii I J o+ w Z rC N o 0 0 0 I COLUMN O AT SPLICE PLATE z m m o jl COLUMN it o 0 (0 j In m II Vl 'I 1' 0 w y tf1 Lfl �1 1� o r 1 U M m i1 I w u ' 4" x 3" x 1/2" II ANGLE BRACING O Z N �I (2) ANGLES MK GXC_ II INSTALLED BACK TO BACK II In Ul SEE ELEV, FOR PART MK.NS i� 4 z m m d LL II LINE 1 & LINE 3 LINE A 'I (3) 1". 3 1/4"0 (2) 1 1/4"x 3 1/2"a O A490 BOLTS X_ A490 BOLTS X_ NUTS X_ NUTS X_ O AT SPLICE PLATE AT SPLICE PLATE O FINISHED FLOOR rt OF COLUMN �� OF COLUMN 25-0" O LINE 1 26--9" O LINE 3 (CENTER OF COLUMN TO CENTER OF COLUMN) - 15-1" O LINE A +� (CENTER OF COLUMN TO CENTER OF COLUMN) N DOUBLE ANGLE BRACE DETAIL J w SEE ELEVATIONS FOR ANGLE MARK NUMBERS IF NOT SHOWN IN DETAIL AL0025 E In r tw w •— >_ 5 -- a � Q �5 Q a rn = " a N t Lf1 Zv �N C m 0 w a L o o O m A 41 179 crr s1jTh'r11- 1�. LL r Hint'.5r �Y;fir, O Fi Lf1 u1-a {gc szzs�-�pp� peg#La tesf RECOMMENDATIONS FOR HANDLING AND ERECTING NBS STEEL JOISTS RECOMMENDATIONS FOR HANDLING AND ERECTION NBS STEEL DECK* 1)CHECK QUANTITIES. MARK NUMBER, AND CONDITION OF JOIST AND ACCESSORIES ON ARRIVAL. NOTE ON THE DELIVERY TICKETS ANY SHORTAGES OJT 1) CHECK QUANTITIES, CONDITION OF DECK, AND ACCESSORIES ON ARRIVAL. NOTE ON THE DELIVERY TICKETS N N DIS[REPANCIES NUCOR BUILDING SYSTEMS WILL NOT BE LIABLE FOR ANY SHORTAGES OR DAMAGE NOT NOTED. O o ANY SHORTAGES OR DISCREPANCIES, NUCOR BUILDING SYSTEMS WILL NOT BE LIABLE FOR ANY 2)wH£N UNLOADING BY CRANE. ALWAYS HOOK CHAINS OR SLINGS TO TOP OR BOTTOM CHORDS AT PANEL POINTS, PREFERABLY AT 1/3 POINTS. NEVER SHORTAGES OR DAMAGE NOT NOTED, HOOK TO WES MEMBERS OR JERK WHILE LIFTING, WHEN UNLOADING BY HAND, USE EXTREME CARE WHEN BREAKING BUNDLES AND UNLOAD EACH JOIST SEPARATELY. 2) WHEN UNLOADING NUCOR 13VILDING SYSTEMS STEEL DECK, USE CARE TO AVOID ANY DAMAGE 3)STORE JOIST IN BUNDLES IN A VERTICAL POSITION ON WOOD BLOCKING PLACED AT PANEL POINTS, LIGHTER JOISTS SHOULD BE STACKED ON HEAVIER TO THE MATERIAL. NUCOR BUILDING SYSTEMS IS NOT RESPONSIBLE FOR DAMAGE INCURRED x JOISTS IF MORE THAN ONE LAYER IS REQUIRED. STORE JOIST ON SIDES IF HEIGHT OF BUNDLE IS GREATER THAN TWICE ITS WIDTH. JOIST FROM WHILE UNLOADING N H BROKEN BUNDLES SHOULD BE LAID FLAT ON BLOCKING TO PREVENT SAGGING OF JOIST, COVER JOIST TO PROTECT PRIME COAT IF THEY ARE NOT ERECTED IMMEDIATELY = _ 4)ERECTION MUST BE DONE WITH PLANS NOTED "FOR CONSTRUCTION". REFERENCE ERECTION DRAWINGS FOR ORIENTATION OF TAGGED ENDS OF JOISTS 3) NUCOR BUILDING SYSTEMSSSTEEL DECK SHOULD BE STORED OFF THE GROUND WITH ONE END E co ELEVATED TO PROVIDE DRAINAGE. A WATERPROOF COVER SHOULD BE PROVIDED WITH PROPER 5)NUCOR BUILDING SYSTEMS MUST BE NOTIFIED AT ONCE IF JOISTS ANO/OR ACCESSORIES CANNOT BE ERECTED ACCORDING TO THE FINAL CONSTRUCTION PLANS. VENTILATION TO AVOID CONDENSATION. NUCOR BUILDING SYSTEMS WILL NOT BE RESPONSIBLE FOR ANY FIELD REPAIRS OR CHANGES (.LADE WITHOUT PRIOR CONSENT 6)DO NOT Ctl E WELD JOIST TO BEARING SUPPORT UNTIL PROPERLY ALIGNED AS SOON AS THE -JOIST DECK BUNDLES NORMALLY WEIGH 4000 POUNDS CARE MUST BE TAKEN TO AVOID OVERLOADING dISI IS IN POSITION, ONE END OF THE JOIST OF STRUCTURAL ELEMENTS WHEN PLACING BUNDLES ON THE ROOF OR FLOOR m SHALL BE ATTACHTTACHEDD TO ITS SUPPORT IN ACCORDANCE WITH THE NOTES BELOW B .BEFORE ALLOWING THE WEIGHT OF AN ERECTOR ON THE JOIST. ALIGN E > THE JOISTS WHILE INSTALLING THE BRIDGING. DO NOT ATTEMPT TO ALIGN OR STRAIGHTEN JOIST IN GROUPS AFTER INSTALLATION AND PERMANENT aA ATTACHMENT TO THE BEARING SUPPORTS HAS BEEN MADE, 5) DO NOT USE NUCOR BUILDING SYSTEMS STEEL DECK AS A WORKING PLATFORM UNTIL THE DECK w oc IS WELDED IN PLACE. LOOSE DECK SHEETS SHALL BE SECURED TO PREVENT THE WIND FROM 6a) JOISTS - ENDS OF JOISTS RESTING ON STEEL SUPPORTS SHALL BE CONNECTED THERETO WITH A MINIMUM OF THE EQUIVALENT OF: SHORTSPAN - TWO DISPLACING THE SHEETS AND CAUSING INJURY TO PERSONS OR PROPERTY V aA 1/8" FILLET WELDS. 1" LONG OR WITH 2 1/2" DIA. BOLTS: LONGSPAN - TWO 1/4" FILLET WELDS, 2" LONG OR WITH TWO 3/4" DIA A325 BOLTS. WHEN BOLTED aA 0 CONNECTIONS ARE USED. BOLTS MUST BE "SNUG TIGHTENED" PER THE LATEST NSC SPECIFICAION. T_j1E NUCOR BVILDTNG_SYSTEMS CONSTRUCTION DRAWINGS 6) NUCOR BUILDING SYSTEMS STEEL DECK SHALL BE ERECTED WITH A MINUMUM BEARING OF 1 1/2" ; C SHOULD BE REVIEWED TO DETERMINE WHETHER ADDITIONAL WELDING IS REQUIRED DUE TO SPECIAL CONDITIONS. UNLESS OTHERWISE SHOWN. 'C _ M D 6b) BOTH ENDS OF ALL STEEL JOISTS OR COLD-FORMED JOISTS SHALL BE FULLY BOLTED AND/OR WELDED TO THE SUPPORT STRUCTURE BEFORE 7) CUTTING AND FRAMING OF OPENINGS NOT SHOWN ON NUCOR BUILDING SYSTEMS CONSTRUCTION DRAWINGS N Co a) RELEASING THE HOISTING CABLES, SHALL BE THE RESPONSIBILITY OF THE TRADES INVOLVED. ( Li b) ALLOWING AN EMPLOYEE ON THE JOISTS; c) ALLOWING ANY CONSTRUCTION LOADS ON THE JOISTS 8) SKEW CUTS SHALL BE THE RESPONSIBILITY OF THE DECK ERECTOR. . 7)THE ERECTON STABILITY AND HANDLING REQUIREMENTS FOR K-SERIES AND LH-SERIES STEEL JOISTS HAVE BEEN REVISED EFFECTIVE NOVEMBER 1, 9) ALL CONSTRUCTION LIVE LOADS DURING ERECTION. ROOFING, OR POURING OF CONCRETE MUST BE f1 1994- ALL BRIDGING BOLTS ARE TO BE INSTALLED "SNUG TIGHTENED" PER THE LATEST AISC SPECIFICATION. DISTRIBUTED BY APPROPRIATE MEANS TO PREVENT DAMAGE TO NUCOR BUILDING SYSTEMS STEEL DECK. , -S AS WELL AS ALL STRUCTURAL COMPONENTS. 8)NUCOR BUILDING SYSTEMS JOISTS ARE FABRICATED TO MEET THE ERECTION REQUIREMENTS OF THE OCCUFATIONAL SAFETY AND HEALTH ACT (OSHA), FIELD 10) WHEN USING NUCOR BUILDING SYSTEMS STEEL DECK WITH INTERLOCKING SIDELAPS, CORRECTLY ALIGN COMPLIANCE WITH THIS ACT IS NECESSARY- PER OSHA REQUIREMENTS, ALL JOISTS WITH A SPAN OF 40'-0" OR LONGER, AS WELL AS THE JOISTS LISTED SHEETS TO OBTAIN PROPER COVERAGE. DO NOT BUTTON-PUNCH SIDELAPS UNTIL ALL DECK IS WELDED IN THE CHART BELOW ARE TO HAVE A ROW OF BOLTED DIAGONAL BRIDGING INSTALLED PRIOR TO SLACKENING INC HOISTING CABLES. IN PLACE. aA ALL BRIDGING BOLTS ARE TO BE INSTALLED "SNUG TIGHTENED" PER THE LATEST AISC SPECIFICATION- H C O r-1 9)ALL HORIZONTAL BRIDGING IS SHIPPED IN 20'-0" LENGTHS. ALL HORIZONTAL BRIDGING SHALL HAVE A STANDARD 6" LAP, ALL DROPS MUST BE USED. 11) NUCOR BUILDING SYSTEMS 1.5C & 1.SVLR DECK IS BUNDLED "UPSIDE-DOWN" AND MUST BE INVERTED WHEN IT W J m O O BRIDGING SHALL BE CONNECTED TO THE JOIST CHORDS WITH A MINIMUM OF: SHORTSPAN - 1/8" FILLET WELD, 1/2" LONG OR EQUIVALENT: IS ERECTED. F, ` q m m LONGSPAN - 1/8" FILLET WELD, 1" LONG OR EQUIVALENT. In a) I_ 01 12) THE ENDS OF NUCOR BUILDING SYSTEMS COMPOSITE DECK SHALL BE BUTTED (NOT LAPPED) TO FACIUTATE >• +� - -1 -4 10)DO NOT CUT AWAY ANY CHORDS OR WEa THE USE OF STUDS WHEN REQUIRED. Iy r T rn m 11)JOIST CHORDS ARE NOT D SI•N D FOR CONCENTRATED LOADS EITHER PLACE OADS AT PANEL POINTS OR EIELD WELD AN EXTRA MFMaER FRQM POINT 13) IF STUDS ARE BEING APPLIED THROUGH THE DECK ONTO THE STRUCTURAL STEEL. THE STUD WELDS CAN L +'' ry) m Of LOAD TO NEAREST PANEL POINT ON OPPOSITE CHORD AT NO EXPENSE TO NUCOR BUILDING SYSTEMS, SEE SPECIFIC DETAILS ON THESE DRAWINGS I�BE USED TO REPLACE THE PUDDLE WELDS Y Z G 't 12)CONTRACTOR SHALL P%MDE MEANS FOR ADEQUATE DISTRIBUTION OF CONCENTRATED LOADS SO THAT THE CARRYINQ CAPACITY OF ANY JOIST IS NOT 14) NUCOR BUILDING SYSTEMS DECK ACCESSORIES ARE TO BE POSITIVELY ATTACHED BY WELDING, SCREWING. 0 Z ro E v EXCEEDED. DO NOT APPLY ANY LOADS TO JOISTS UNTIL ALL BRIDGING IS COMPLETELY INSTALLED AND JOISTS ARE PERMANENTLY FASTENED INTO PLACE OR BUTTON-PUNCHING AS FOLLOWS: `I Ln O L C 13)METAL DECK OR CENTERING MUST BE ATTACHED TO THE TOP CHORD OF THE JOIST AT MAXIMUM OF 36" TO PROVIDE THE REOUIREO PERMANENT T O '-r LATERAL BRACING. FOLLOW THE MANUFACTURERS RECOMMENDATIONS FOR INSTALLATION OF DECK OR CENTERING. SEE THE DECK ATTACHMENT DETAIL A) POUR STOP AT 12" ON CENTER. /� fn '1 00 a LL 14)FIELO WELDING SHALL Not Q_AMAGE JOISTS 8) GIRDER FILLERS AND SPLIT DECK SHEETS AT 18" ON CENTER. 15)ERECT BOTTOM CHORD BEARING JOIST WITH CAMBER UPWARD. C) END CLOSURES AT 36" ON CENTER. IW ONLY MATCHED HALVES OF BOLTED FIELD SPLICED JOISTS ARE TO BE BOLTED TOGETHER, REFERENCE INSTRUCTIONS PROVIDED ON NUCOR BUILDING SYSTEMS CONSTRUCTION DRAWINGS, D) SUMP PANS AT 6" ON CENTER. 17)NO HOLES ARE PROVIDED IN THE JOISTS FOR THE ATTACHMENT OF OTHER TRADES AND ARE DESIGNED AS SUCH. E) FLAT, RIDGE AND VALLEY PLATE AT 12" ON CENTER. 18)IT IS RECOMMENDED THAT CFR BUNDLES BE PLACED DIRECTLY ABOVE THE RIGID FRAMES AS STATED IN THE NBS CFR ERECTION MANUAL. 15) NUCOR BUILDING SYSTEMS STEEL DECK IS FABRICATED AND PAINTED IN ACCORDANCE WITIi S01 SPECIFICATIONS AND TOLERANCES. THE STANDARD FACTORY APPLIED PAINT FOR DECK IS A PRIMER PAINT AND IS NOT INTENDED In *THESE ARE GENERAL NOTES ONLY IF A D+SCREPANCY EXISTS BETWEEN THE FINAL SHORT SPAN_(K-sariea ias TO WEATHER FOR AN EXTENDED PERIOD OF TIME. FIELD PAINTING. TOUCH-UP ABRASIONS, AND DETERIORATION 121 LONG SPAN (LH-serves wlsls): OF THE PRIMER COAT OR OTHER PROTECTIVE FINISHES ARE THE RESPONSIBILITY OF THE BUILDER. NUCOR r0 PLANS FOR FIELD USE AND THESE NOTES, THEN THE FINAL PLANS TAKE PRECEDENCE (One raw must be Installed) (Two rowq must be matagetl) BUILDING SYSTEMS DOES NOT OFFER WARRANTIES FOR DECK. v UNDER NO CIRCUMSTANCES ARE DECK BUNDLES OR CONSTRUCTION LOADS Bk lhru 12k 23 feel ISLH lhru 24LH 33 feet 0 OF ANY DESCRIPTION TO BE PLACED ON UNBRIDLED JOISTS. k4k lhru 20k 21 feet 78LH and up 40 feet J 221, lhru 24k 34 feel J I- 28k and up 40 feel -THESE ARE GENERAL NOTES ONLY. IF A DISCREPANCY EXISTS BETWEEN THE FINAL PLANS FOR FIELD USE AND THESE NOTES, THEN THE FINAL PLANS TAKE PRECEDENCE blo w E C +•' � CL CLIP MK/ NOTE: NOTE: —COLUMN f0 (NS & FS) W/ (15) 3/4" % J" A325 JOIST A 3/4" WASHERS A 3/4" WASHERS / BEAM A L JOIST REQUIRED OVER REQUIRED OVER x m Q }- BEAM ALL SLOTS. BEAM ALL SLOTS. n\ JOIST Q O O 01 —I \ 2" 2' h a 2: J to W 0 z U .0 w V) 3" ,1_ o 0oa "Ua Al + _.( a H a= I„ 2" 2 21 1 '1 jLjl -- 1 41179 tL� VIEW "A" A VIEW CLIP MKS CLIP MKY CLIP MKH YAT-TWL ~ BEAM DETAIL "A" (NS & FS) (NS & FS) (NS & FS) COLOUN w/ (15) 3/4" x 3" A325 COLUMN WITH (15) 3/4" x 3" A325 3/4" WASHERS „ a`w/ (15) 3/a" x 3 A325 0 5= w BOLTS AND NUTS ARE REQUIRED OVER ALL SLOTSzpaaaoa o �g `_" TLo o .�� BEAM CONNECTION DETAIL BEAM CONNECTION DETAIL ;set °��` �_ U_ =Rr o MEZZ BEAM TO FLANGE OF FULL HDGHT COLUMN MEZZ BEAM TO FLANGE OF FULL HEIGHT COLUMN BEAM CONNECTION DETAIL -,rm�; „2'".U. 2A.aa�=sg "'•` g �; Qo MEZZANINE BEAM TO FLANGE OF TAPERED FULL '$E'i:�8d;•,skaa.. 0 AP0100 AP0110 AP0115 _- HEIGHT COLUMN - , 1 l 1 CLIP MKy CLIP MKd NOTE. CLIP MKp NOTE. CLIP MKA CLIP MKa NOTE: o CD MEZZANINE SYSTEM SPECIFICATIONS INS & FS) WITH (NS &FS)WITH - (NS & FS) WITH (NS& FS) WITH (NS& FS)WITH \ \ 3/4" WASHERS 3/4" WASHERS 3/4"WASHERS DESIGN LOADS MATERIALS PROVIDED BY NBS (15) 3/4" X 3" A325 (5) 3/4" X 3"A325 REQUIRED OVER ( ) 3/4" X 3" A325 REWIRED OVER (15) 3/4" % 3'•A325 (5)3/4" % J"A325 REQUIRED OVER \ 50 psf Live Load Load Provisions Only ALL SLOTS. ALL SLOTS. ALL SLOTS. o 0 38.5ps1 11 Dead Load X Auxiliary Support Columns 2 2" a 2"" -} A 5 psf Collateral Load x Support Booms & Flange Braces TYP fill A II ( A Gyp, - If Req'd, Collateral Load is plied To: X Joists and &itl In m cc !Top Chord of Joists % Edge Angle and Pour Slops c 3:% Bottom Chord of Joists JOIST ATTACHMENT METHOD 3" 3" 3 FLOOR D SIGN Welded TL IT ' I m m 4" Sbb•• or Plywood Thickness % Bolted _FLOOR MATERIAL DECK INFORMATION �Lighlwdghl Concrete X Deckin I NO BOLTX Standard Weight Concrete 22 Deck T NO BOLT T T REQUIRED ON � i � PI wood DECK FINISH RH SUIRED^ATW (YII'1 iT� l 1 i I L__TJ Erime Pointed I 2' 2' OTHER LOADS SUPPORTED BY NBS Color I 0 3 3/4" JOIST J 3 4" JOIST I I r' STEEL OR ADDITIONAL NOTES x G60 Golvon;:ea 3 3 BEAM v aJ Partition Loods - 15 al DECK ATTACHMENT METHOD BEAM BFJW TYP r VIEW ^A^ L w p 2 3500 Stair Loads Welded wGw "^" WEw A" •• Slob Thk.'s Top of Joist to Top of Slob % Sel- lillln Screws ERECTION 604.7 PROVIDED TO ALLOW COLUMN- F ERECTION BOLT PROVIDED TO ALLOW C a 7 MEZZANINE FRAMED OPENINGS INDEPENDENT SETTING OF BEAMS. NO FLOOR S INDEPENDENT SETtING OF BEAMS. NO FLOOR N m OTY 1 SIZE I WG7 I I OTY SIZE WGl COLUMN LOADS SHALL BE APPLIED TO BEAMS UNTIL COLUMN LOADS SHALL BE APPLIED TO BEAMS UNTILL a 1 1 5'-0- x 15`-0" 13500# 11 ALL BOOS ARE IN PLACE &TIGHTENED. ALL BOLTS ARE IN PLACE & TIGHTENED. LL DIMENSIONAL SPECIFICATIONS BEAM CONNECTION DETAIL BEAM CONNECTION DETAIL BEAM CONNECTION DETAIL o Cox I ;SYM DIMENSION DESCRIPTION MEZZ BEAM TO WEB OF FULL HEIGHT COLUMN MEZZ. BEAM TO WEB OF FULL HEIGHT COLUMN MEZZ BEAM TO WEB OF DEEPER BEAM AT SAME ELEVATON A 11'-0" FINISH FLOOR TO TOP OF MEZZANINE AP0120 AP0130 APX140 13 9'-0" MINIMUM CLEARANCE UNDER JOIST C 8'-6" MINIMUM CLEARANCE UNDER SUPPORT BEAMS 0 7-6" MINIMUM CLEARANCE UNDER FRAME v E 0'-2" EDGE OF SLAB DECK SETBACK FROM STEEL LINE * - 1 1/2" AT FLANGES < 6- �c - 1 1/2" AT FLANGES < 6'• ERECTOR NOTE: Z ru O O o 2" AT FLANGES > 6" - 2" AT FLANGES > 6" lu J (Yl ri r•-I CLEARANCE UNDER KNEE THIS DETAIL IS INTENDED TO SHOW YOU THAT POUR STOP MATERIAL HAS I. 't rn m G 0'-4" 1 FROM TOP OF JOIST TO TOP OF SLAB BEEN PROVIDED TO BE USED AROUND THE PERIMETER OF ANY MBS 0 ID a COLUMNS THAT PENETRATE THROUGH THE MEZZANINE- >• r- � m 14 (2) 1/2" X 2" A325SOLTS 1/4» (2) 1/2" X 2- A325 BOLTS In OF WITH WASHERS END WITH WASHERS N Ln m BECAUSE CONDITIONS VARY GREATLY, AN ATTACHMENT METHOD IS NOT ENO * JOIST OF * SHOWN. THE ATTACHMENT 15 NOT DESIGNED OR PROVIDED BY MBS. '1 Z y v S � JOIST JOIST o E POUR STOP z m al y MK# POVR STOP MBS COLUMN THAT PENETRATES O L C w/1" FILLET WELU/" MKS / �-THROUGH THE MEZZANINET C3 O '�L 0 EA JOIST W/1" FILLET W�LO ` m r-I O9 0- LL z O T z INTERIOR MEZZANINE FLOOR > EDGE OF_ EDGE OF WILL TERMINATE AT EDGE OF POUR StOP "' POUR ST STOP BEAM OR COLUMN FLANGE UNLESS NOTED OTHERWISE rn 0 0 BEAM o - - BEAM o POUR STOP (THELL O STOP MUST BUILDING o TO THEOACH COLUMNS AND BE UR TABLE to LINE SUPPORTTO WEIGHT OF WET CONCRETE)THE .ra 4-1 I ai Q JOIST CONNECTION DETAIL JOIST CONNECTION DETAIL POUR STOP DETAIL AT J m FULL HEIGHT COLUMN J w U BOLTED JOIST CONNECTION TO BEAM FLANGE BOLTED JOIST CONNECTION TO BEAM FLANGE AT BLD'G LINE l" I NI R ra REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS REFER TO THE MEZZANINE DETAILS ON THESE �' AP0240 AP0250 DRAWINGS FOR THE POUR STOP MARK NUMBER(S) AP0325 w >_ m Q 0 Q POUMK�R STOP POUR STOP POUR STOP U S12 W/C(1) H1020 SCREW FASTEN W/ (1) H1020 SCREW �� FASTEN W/ (1) H1020 SCREW Q 0 co" O 0 0') -DECK O 12" O.0 O 12" O.0 _0 4"I a 4' Lfl / DECK DECK a � N un 0 0 % o -i _ z lD CANTILEVER lL o 1. K 0 a a a 1 3 IT > > EDGE OF w EDGE OF w _ w 111 W,13�Js(F.� POUR STOP POUR Sipe (MAX. DECK w I CANTILEVER w s► m _ m BEAM p ,I�BUILDING BEAM (n BUILDING ) v\) J I LINE - 0 LINE r- JOIST ,o EDGE OF 41179, ,¢ 0 0 POUR STOP 0 T,; 'y-11•Y 1��w O L�I 1 frlJAL T'• o o E POUR STOP DETAIL POUR STOP DETAIL POUR STOP DETAIL POUR STOP TO BEAM FLANGE POUR STOP TO BEAM FLANGE AT BUILDING LINE POUR STOP TO JOIST AT BUILDING LINE a `o q e E T gi r, AP0330 AP0340 AP0360 ) E'-..o�uo��xtis ' r -1 -1 SECTION A—A CEE GIRT CEE GIRT � rj TOP OF N N PARAPET - PARAPET STUB SECTION A-A RAKE ANGLE MK MAP01 x XK m m 7R TOP OF PARAPET 7R CEE CHANNEL ~ H1020 AT EACH m m SUPPORT rv„ PARAPET STUB Jw•, J,• J �• J - J J V ROOF PURLN >• y., 3 Y Y T ZEE GIRT E aj ry IF REO'D END OF o +1 PURLIN PARAPET STUB DD U 1 EAVE STRUT OR EAVE PURLIN PARAPET STUB C TOP OF CEE m c GIRT CLIP 0=0 �_ SECTION A—A + - Z _ROOF LINE SECTION A—A N Tn (IF REQ'D) ENDWALL RAFTER i _ MK. GFI01 (4) 1/2"0 x 1 1/4" A307 (4) 1/2"o x 1 1/4" A307 LO BOLT H05OO/NUT H0400 EA Ipi U I BOLT H0500/NUT H0400 TOP OF COL. (4) 1/2'm X 2" BOLTS (MK. H0603) VARIES NUTS (MK. H0300) PARAPET STUB o z SUPPORT CEE (IF REO'D) Jin N r 0U Imo O O J m rl r-1 of a i rY1 m 00 O I In (u CIT Ol =a - H 3 � Cl) m _ (4) 5/810 X 2 1/4" c� BOLTS (MK H0610) m m (4)5/8'10 X 2 1/4" w� q V =o NUTS (MK. 90320) I I p ZEE GIRT BOLTS (MK. H0610) o II C Z ui NUTS (MK. H0310) `` I �� ' -I O .c C Ln Do 0 =o I aLL J y4 L m � m` aLL Q o r p COLUMN �= I =� 7 U L ENDWALL COLUMN L^ II � - EIYPASS SECTION B—B U� STEEL LINE GIRT (4) 1/2"o x 1 1/4" A307 LINE THIN HEAD BOLT H0515/NUT H0400 ro 4-0 ENDWALL PARAPET STRUCTURAL LOW SIDEWALL PARAPET STRUCTURAL aj o POST AND BEAM ENDWALL WITH BYPASS GIRTS INTERMEDIATE FRAMES WITH BYPASS GIRTS V REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS -1 AS0010 AS0110 ,E C L 4-` � CL QINQPY BML0fNG STEEL OFFSET r ofTO Q Q STEEL UNE `STEEL LIEF UNE 5EE PLANS LUMN ¢I= i •� U Q 1 Sto? Q m C NooF A " �O v �O °a�+ �� z 7 CO Ln c a--1 m m O U .- Incf w E1 i o -1 i Z lD ,0'-3 1/2" a O Q U U Q o -4 11 I (A.F.F.) a _ D 11 11 ro L.L R S'. gii I I cat Nt4sf2�4�. Om A Y CANOPY BEAM 7'b o I M n II I S CLIP MK. GCB- MK. W 11 11 2" 2"I 1 1 t�fi�I MATH (6) 1/2" DIA �a p LEAN-TO I / II TTT c` A125 BOLTS - i RAFTER J/ SECTION A J�, 4,(�41179`) ^v, o Y NEW CONSTRUCTION Ll T� a "2...• OR EXISTING COLUMNC. '`S;S•,T 'A1 l7 Q N E THE FULL HEIGHT COLUMN MAY BE STRAIGHT OR TAPERED THIS DETAIL r 5 m IS INTENDED TO SHOW THE CONNECTION OF__THF LEAN-TO RAFTER ONLY =c UTRt AS REQUIRED r o AT AN EXISTING COLUMN CONDITION, FIELD DRILL THE CONNECTION p P8511 L.— ozEB '� U0 .-ar .. H 1 15" R THAN TH T IAM T R o�4� t-L4e„mr�_= - COLUMN FLANGE ddLL CANOPY STRUCTURAL DETAIL LEAN—TO RAFTER TO COLUMN � Q= �� at,' roSB - €�. O N 4E�FtAn "BELOW EAVE' WITH FLUSH GIRTS BELOW EAVE N�.�H Eot.,"o_ AQX030 A00005 2 - HANGAR VERTICAL MNN FRAME CD 0 AFTER ALL BEAMS ER MAIN FRAME m � (2) 3/4" x 3" ARE SET & LEVEL 1 + 1 COLUMN N N SECTION A A325 BOLTS/NUTS �� (2) 3/+' . 3' A325 11 BOLTS NUTS - - O o to � Y. cua MK cxc_ O O — NS/FS m m 1 3/4 TUBE HEADER 5 4 , FLUSH GIRT (CONT. OR — * AFTER ALL BEAMS NOTE:ALL DEAD LOAD MUST BE APPLIED A325 BOLTS ELEVATIONS FOR MK. NUMBERS = _ SIMPLE SPAN) 5" TO THE FRAME BEFORE FINAL LEVELING — ) w 1 + ARE SET & LEVEL H0633 BOLTS '--- AND CONNECTION DETAILS) +/- OF THE DOOR HEADER = m m t6•-e•• H0320 NUTS m TUBE HEADER - - ---------------- 1 1 ---------------- r se Y A. I �/ MK. MXT Q' 1 1 T-CLIP MK. GXC_ —� VERTICAL a ~ W *(4) 3/4" v 3"A325----" 1 I W/(z)3/4" x 3" MK' - ra BOLTS/NUTS 2'• I 1 2" =A325 BOLTS (MATERIAL) E > 1 I AFTER ALL BEAMS c ------------------ ----------------- B .1 + ARE SET & LEVEL 0 +� N nl CL >_ Wo 2•. 2,. (4) 1" x 3 1/4" c zW AFTER ALL BEAMS 3" CLIP MK. i CENTERITNE ARE SET &LEVEL t + AJ25 BOLTS C - TOP AND BOTTOM O OF VERTICAL CLIPS CAN ONLY BE BOLTED A H0640 BOLTS (2) CLIP MK. GXC_ N DAD ENDWALL U WELDDAT ED AR SPLICES. HAANNGARUST H0330 NUTS (( N W/ (4) 3/4" x 3' _ 6)3/4"AxT3" A325 BOLTS LL COLUMN VERTICAL LOCATIONS. AFTER ALL VERTICALS A325 BOLTS/NUTS ARE PLUMB 1/4 Icy HEADER ATTACHMENT AT VERTICAL HEADER ATTACHMENT AT HANGAR VERTICAL - # Q MK GXC_ DEFLECTION CRITERIA: REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER AW0120 \ REQUIREMENTS DOWNWARD: -MAXIMUM UNDER TOTAL N C FLANGE OF _ I DESIGN LOAD 1 1 2" vN S CLIP MKS NOTE: ROOF BEAM 5 p o '4 L (NS & FS) WITH P�� H) (V 3/4" WASHERS -MAXIMUM UNDER TOTAL W J fYl m m i (24) J/4" X S" A325 DESIGN UPLIFT = 1 2" 0 16'-6" i 00 m rn REQUIRED OVER OCgR ATTACtWENi H N QI Q1 ALL SLOTS. I LOCATION A F F � IR F 2 A PIPE KICKER 1 _ SECTION A NK, SPH_ DOOR HEADER WALL I' .0 � Ln ENDWALL BOLTIHO640/NUTI/H0330 AFTO MATERIAL Y 2 i lJ COLUMN s. 0 EACH END(TYP) ARE ESE &LEVE ER ALL 8 LEVARONSEFOR MARK C3 Z m aj 2 3/4•' _� Il AGREE VERhCALS ATERIAL) NUMBERS AND DETAILS)i _ _ _ _ k T)/4 AFTERALL14'-6 3/8" p•IP MN.(2)GXC_ATTACH T. 0ARESET&L 1 4 B�UNDER WITH(4) 3/4" A325 BOLTS CUP MK GXC_ HANGER JACK Cu CW ONLY BE BOUEO I BEAM AT HEADER SPLICES, MUST BE ANGAR CLIP MK. I I Q Q JAN ACK BEAMST�FENER-H TOP AND BOTTOM I I TUBE HEADER FLANGE OF v v MK. MXT 3/4" � ROOF BEAM � �— -[if NA U v SECTION A VIEW COLUMN SECTION B 4° TUBE ATTACHMENT AT COLUMN o TUBE HEADER ATTACHMENT AT FLUSH COLUMN HANGAR JACK BEAM DETAIL HANGAR FRAMING @ VERTICAL STUB —1 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS J L AW0100 HANGAR JACK BEAM TO WEB OF FULL HEIGHT COLUMN PARTIAL DEPTH VERTICAL STUBS w/HEADER AWX010REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS AWX0 22 vo w E 4-1 Q D Q Q Q r �-c t v tic a v .c: w a i o Z LD o O Q �U Q m aH �2 4F�•L. 11. S1. lE Hi1F✓j� !% 7 41179 ,� R/fJISI1CD :wV�i��. " a 5npi1 rya = LL cy) ry w.a eft- uo _C6 a "a i1-51 E €fie" � COLLATERAL pEAO LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, (2) H1020 BOLTS REO'D AS SHOWN BOLTS REO'D AS SHOWN o 0 UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED (1) PER EN ��--I1 "N N HVAC EQUIPMENT, CEILINGS. ETC. ARE SUSPENDED FROM ROOF MEMBERS. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, FROM ROOF MEMBERS, CONSULT NUCOR ENGINEERING N CONSULT NUCOR ENGINEERING IF THESE CONCENTRATED LOADS EXCEED 500 HVAC EQUIPMENT, CEILINGS. ETC. ARE SUSPENDED ANGLE MK. o 0 POUNDS (USING THE WEB MOUNT DETAIL) OR 200 POUNDS (USING THE FLANGE MAH" itMOUNT DETAIL), OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE IF THESE CONCENTRATED LOADS EXCEED 200 POUNDS, ul THAN OTHERS. OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE THAN OTHERS. A u 3: � x = F � m m E F PURLIN FLANGE Sf'G Y Y PURLIN STIFFENING LIP PURLIN F- WEB STEEL LINE TOP CHORD \ GENERAL RESTRICTION. E JOIST w � UNDER NO CIRCUMSTANCES CAN THE PURLIN STIFFENING LIP 3„ O *' BE FIELD MODIFIED FROM THE FACTORY SUPPLIED CONDITION. BOTTOM CHORD v ALSO DO NOT HANG ANYTHING FROM PURLIN STIFFENING LIP I v O PLATE WASHER - E 'O PLATE WASHER MK. ESWOI (1) EW RAFTER OPTIONS FOR SUPPORT ATTACIIMEI"II' GENERAL RESTRICTIONS: MK. ESWO1 (2) m' RAFTER/ N ai OPTION A OPTION B 1. UNDER NO CIRCUMSTANCES CAN THE JOIST BE FIELD SL CAP PLATE � LL (200 LBS MAXI (500 LBS MAX MODIFIED FROM THE FACTORY SUPPLIED CONDITION 2 ANY APPROVED SUPPORT METHOD USED, MUST N BE SAVE STRUT EAVE STRUT DRILL SUPPORT SUPPORT ANGLE OR SOME ATTACHED TO THE TOP CHORD OF THE JOIST SO THAT IT CONDITION THROUGH THE OTHER TYPE OF BRACKET. WOULD PROTRUDE ABOVE THE STEEL LINE AND INTO THE BYPASS SIDEWALL CONDI LOW EAVE BY-PASS SW GIRT CONDITION LOW EAVE BUILT-UP DI CONDITION BOTTOM FLANGE OF (NOT BY NOS) SUPPORT ROOF PLANE Is USE (4) 1/2"x 2"A325 BOLT H0603/NUT H0300 U N 0-THE PURLIN. THROUGH PURLIN WEB. BAOO2O USE (2) 1/2" X 2"A325 BOLT H0603/NUT H0300 U N 0 BA0030 1/2"a MAXIMUM BOLT % \ANGLE SUPPORT ) ) H N(NOT BY N B S -I (NOT BY NBS BOLTS REO'D AS SHOWN (2) H1020— BOLTS REO'D AS SHOWN � O —1/2"o MAXIMUM BOLT (1) PER END\f O O O (NOT BY NBS) 1 >,00IA cu m m 1" MAXIMUM FROM I'I' 1" MAXIMUM FROM OPTIONS FOR SUPPORT ATTACHMENTS ANGLE MK. �� N UN� b"U L N W TEIFLlR U L1N MAH � VI � >;^ TO CENTERLINE OF SUPPORT TO CENTERLINE OF SUPPORT L9 L m m STEEL LINE �" _SEC. A G Z r OPTION C: X" OPTION BIII a; 200 LBS MAX —t SUPPORT CLAMP P Ln LGO 00 X IF PURLIN FLANGE �1±1' (NOT BY NBS) t�G z m 'H cod ui SUPPORT CLAMPS "X" = TOTAL PROJECTED OPTION A RAFTER - -' ARE USED DISTANCE FROM THE PLACE SUPPORT EW CENTERLINE OF THE PURLIN BETWEEN JOIST WEB TO THE ENO OF THE ANGLES (NOT BY NBS) END OF STIFFENER LIP (= 3 5/B" +/- 1/1&') 3 6„ to CLAMP I" MAXIMUM I _NOTE: (NOT BY NBS) THE CENTERLINE OF THE SUPPORT ERECTOR NOTE: I PLATE WASHER v MUST BE WITHIN 1" FROM ADDITIONAL JOIST REINFORCING MAY BE REQUIRED. CHECK THE MK. ESW01 (1) I PLATE WASHER Q CENTERLINE OF THE PURLIN WEB, ERECTION DRAWINGS FOR SPECIFIC REQUIREMENTS- MK. ESWO1 (4) RAFTER/ CENTERLINE Of SUPPORT CENTERLINE OF PURLIN CAP PLATE C CN p EAVE STRUT EAVE STRUT J NUS J 01 ST SUPPORT METHODS LOW EAVE COLD-FORMED Ew CONDITION NBS PURLIN SUPPORT METHODS 00 USE(2) 1/2" x 2"A325 BOLT H0603/NUT H0300 UN.O. LOW EAVE FLUSH/INSET SW GIRT CONDITION J LL D] O7 REFERENCE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS gA0050 USE (4) I/2" X 2"A325 BOLT H0603/NUT H0300 U.N.O. gAOO O OA w O O Q BOLTS REO'D AS SHOWN C � "C7 Q L Q a � m r, 1 � a v W Ln w Z FV — wV1 .0 F = o O Q ~U Q m R Y i�F W4,SiY26 i 7 �\ (A 411791� w PLATE WASHER 1V.41 MK. ESW01 (2) RAFTER/ E O CAP PLATE EAVE STRUT =qm�w"A a U- yam°a9��oq�m�o� o LOW EAVE FLUSH/INSET SW GIRT CONDITION a m USE (2) 1/2" X 2" A325 BOLT H0603/NUT H0300 U N O BA0040 Q 1 00 USE (4) 1/2" x 2" A325 BOLTS N N t� H0603/ NUTS H0300 (CLIP/PURLIN o 0 TO FLANGE CONNECTION)— 1 0° 1 I it 1 3: I ! I co m � F I' I` I X � r 3" f SECTION "A" (n 3" r' Nf 8" PURLIN r YI E COLUMN GCBO1 CLIP ! 8" PURLIN UPSLOPE U.N,O. °1 10" PURLIN AT 12" PURLINS, BOLTS ARE GCB01 CLIP SHOP WELDED c CAP PLATE/ GC802 CLIP NOT REOUIRED IN THE O RAFTER FLANGE �' GC CLIP I CAP PLATE STIFFENER ai p _ CENTER SET OF HOLES 10" PURLIN , COLUMN CLIP. u 12" PURLIN I / GCB I 1 CLIP 3,. I RAFTER FLANGE OPTIONAL BY a 12"{ PURLIN — _ I DESIGN c GCB CLIP ro USE (4) 1/2" x 2" A325 u I N co BOLTS H0603/ NUTS H0300 NO WASHERS REQUIRED AT aai (CLIP/PURLIN TO FLANGE COLUMN CAP PLATE THESE 12 BOLT LOCATIONS SECTION "A" LL SECTION "A" CONNECTION) OR RAFTER FLANGE SECTION "B" BOLTED CLIP 0 END FRAME p BOLTED CLIP @ INTERIOR FRAME WELDED CLIP Cam? END FRAME o Is._�I� REFERENCE ERECTOR NOTED RRTYPSWASHER/REQUIREMENTS NO BL7001 0 REFERENCE ERECTOR/4"A307 NOTE FFOR�TIPTSWASHER/NUIS REQUIREMENTS NO BB0015 REFERENCE ERECTOR/4m A307 NOT FOR TYPiSWASHER/REQUIREMENTS NO BB0050 v'Ac o O -1 COLD FORMED W rn 4 0 OS� - r RAFTER F V m m UPSLOPE U.N.O.' RAFTER 5 , 00 o . m rn ESN l'� 7 1 PURLIN 1 I r m m P m O ej PURLIN I 2 0 U "t �Y ! I I vl I O Z ra a AT 12" PURLINS, BOLTS ARE •y / I w O n•• ` J O t C O '� L a NOT REQUIRED IN THE / ^ SECTNJN "A" I ' Z L' do O x CENTER SET OF HOLES �r I �j m H m a u- 3 � ROOF CLIP MK� LINE L t SHOP WELDED I I PCC_ CLIP MK. CLIP. Of pEWA01 F STIFFENER J OPTIONAL BY II 8" PURLIN r0 G y" DESIGN —� — — PURLIN DEPTH c{ _ GC601 CLIP }' a \ 8.. 10' 12" O1 NO WASHERS REQUIRED AT a PIE,—, PCC01 PCC03 PCCO2 10" PURLIN COLUMN CAP PLATE THESE 8 BOLT LOCATIONS GC602 CLIP OR RAFTER FLANGE PCCO2 PCC04 PCC05 N A 12" PURLIN ¢ � SECTION "B" GCB11 CLIP E SEC "A" V J ro WELDED CLIP @ INTERIOR FRAME PURLIN CONN Q C F RAFTER EW PURLIN ® C.F RAFTER J 4- USE(8)1/2"x 1 1/4"A307 BOLTS H0500/NUTS H0400 U.NO BB0055 USE(4) 1/2- X 1 1/4-A307 BOLT H050O/NUT H0400 UNO BB0071 USE(8) 1/2"X 1 1/4"A307 BOLT H0500/NUT H0400 UNO BB0100 to w O REFERENCE ERECTOR NOTE FOR TYP WASHER REQUIREMENTS REFERENCE ERECTOR NOT FOR TYP. WASHER REOU8IEMENTS C = O 4� N (13 Q Q LAPPED L Q � RAFTERS 1 Q l>7 C � a 0 z w ~V fN Of I w CL >— o I--i >— kD oOQ GUQ m � 4 PURLIN R n4-, 41179-Y %I STVV�S� i 8" PURLIN E 117(TVAL 4dux U GCBO1 CLIP 10" PURLIN - ^ GC802 CLIP _ _ _ m- = 12" PURLIN s,y.g ',eg8 LL GCB11 CLIP SEC. "A' �Fs t � Q ryo.V a~L L F= r'I PURLIN CONN. @ C. F. RAFTER LAP USE (6) 1/2"X 1 1/Y•A307 BOLT H0500/14UT H0400 U.N O. B B O 11 O REFERENCE ERECTOR NOTE FOR IYP WASHER REQUIREMENTS Q BCD 8 CD PURLIN INSTALLATION INSTRUCTIONS SUPPLY AND DESIGN OF CONNECTION OF ANGLE TO WALL BRACE "X" BY OTHERS NOT BY NUCOR. ATTACHMENT OF ANGLE N N 1) FOR SINGLE PURLIN BRACE, INSERT THE ANGLE INTO THE FACTORY SHOULD BE NO MORE THAN 6" AWAY FROM EACH PURLIN o 0 PUNCHED SLOTS, BEND THE TABS AS SHOWN AND ATTACH WITH (1) M1020 LOCATION. NUCOR WILL NOT PREP THE ANGLE FOR THIS ATTACHMENT TO THE WALL, HOWEVER THE ANGLE MAY In In i� PURLIN --SINGLE PURLIN FASTENER PER END RAKE EXT ¢ BRACE 'F REO'D NEED TO BE SLOTTED TO ALLOW FOR THE VERTICAL 2) FOR PURLIN OF THE FRAME A STEEL LINE N BRACE "X", INSERT THE ANGLES "BACK-TO-BACK" INTO THE m m 1 1" PURLIN (EXTENDED NOTE: THE PURLIN FACTORY PUNCHED SLOTS BEND THE TABS AS SHOWN AND ATTACH WITH (1) - FOR RAKE EXTENSION) H1020 FASTENER PER ENO BRACING ATTACHMENT D �. METHOD IS THE SAME 3) CONNECT THE PURLIN BRACE "X'• AT THE INTERSECTION WITH (1) H1020 I m m REGARDLESS OF THE SECONDARY MEMBER t112 FASTENER. J J i TYPE (ZEE, CEE, EAVE 4) SEE THE DETAILS AT RIGHT FOR ADDITIONAL INFORMATION WHEN ATTACHING SPANDREL ANGLE G STRUT, BEAM, ETC.) TO ALTERNATE FRAMING MEMBERS (SEE PLAN/ELEVATIONS FOR MARK NUMBERS) SINGLE (TAGGED END TOWARDS E > au PURLIN LOW EAVE) iS ANGLE C Of 'of BRACE IF WALL BY REO'D __ - T L 6" EDGE OF OTHERS a ® IINf ANGLE al C) PURLIN C SECTION (1) H1020rql?� FASTENER _ROOF STEEL_ LINE_ SINGLE PURLIN DOWNWARD! MAXIMUM (TYPICAL) r BRACE IF REO'D I I %---_ UNDER DESIGN LIVE LOAD' S 8" aNi + I I F •''��',...-- UPWARD: MAXIMUM 1 LL PURLIN PURLIN F,Off- EAVE STRUT SHOWN WITH PLATE WASHER UNDER DESIGN UPLIFT 1 2" /7 BRACES BRACES E,Op' .6 (ESW01) AND (2) 1/2" A325 BOLTS/NUTS, DEFLECTION Of FRAME e SINGLE J PURLIN BRACE "X" \ REVERSE MAY BE EAVE PURLIN (CONNECTION UNDER FULL DEAD LOAD: 3 4" PURLIN MK. (SEE PLAN) EAVE STRUT PURLIN SIMILAR TO STD PURLIN) , • a BRACE IF REO'D PURLIN (I) H1020 FASTENER It Q PLAN VIEW OF PURLIN BRACING LOCATIONS PER BAY PURUN c nt O r-1 1) THERE ARE TYPICALLY (2) ROWS OF PURLIN BRACING REQUIRED _ - BRACE m 0 o o Lu REGARDLESS OF THE BAY LENGTH U.N-O. - - IY 00 m m C--_� LL (A y 2) THE PURLIN BRACING IS TYPICALLY SPACED AS SHOWN IN THE DETAIL ,-•-1 Ip � BELOW U.N.O. I PURLIN -• y 3 -Q1 BRACE IF - — tz c " m PURLIN REO'D - '1 Z _ Y v rn V .� BRACES (1) H1070- HOT-ROLLED I Z ui RAFTER EAVE CEE TYPICAL CHANNEL 1 4"' J O L C �t T ' � C X NOTE: THE CHANNEL MAY 1 4" GAP gEIWEEN STEEL LIN i. m m a Ii SINGLE 11 BE TOED UP OR DOWN, PURLIN BRACE I I ANGLE REO'D. I I - - 1 4" I PURLIN PURLIN PURLIN I I STEEL LINF. BRACES SPANDREL ANGLE BRACE "%" PURLIN (SEE PLAN/ELEVATIONS FOR MARK NUMBERS) r- (TAGGED END TOWARDS LOW EAVE) N ? t 0.38 x LENGTH 0,24 x LENGTI.11 0 38 LENGTH I BRACE IF I PURLIN PURLIN _AT LOW EAVE AT SPLICE_ -AT RIDGE OR HIGHSIDE 0 r LENGTH REO'D BRACES t (1) H 1070 BUILT-UP OR I BOX (1) H1020 C PURLIN BRACING ATTACHMENT METHODS TYPICALBE�HOT-ROLLED BEAM J SPANDREL ANGLE DETAIL SEE ROOF FRAMING PLAN(S) FOR PURLIN BRACING B E 000 1 USE (1) 1/2" x 2" A325 BOLT H0603/NUT H0300 AT EACH PURLIN LOCATION J L` MARK NUMBERS, OUANTITIES AND LOCATIONS B00410 4-- REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS w O a--I Q 0 Q a � oZ� o °' to a Ln z z V .� w VT w O L O I—I itD o0Q GuQ z m 1L R. �'S`L1� tltgsgj�% 41179 wr 'S lFIIVA1. 13. - r ps =aim LL_ O So'E oE" ugouEa ERECTOR NOTE. UNLESS SPECIFICALLY NOTED OTHERWISE, I STEEL LINE OR 12"GIRT 8"OR 12"61RT "GIRT GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH o 0 STANDARD ZEE GIRT ORIENTATION IS TO HAVE THE GIRT TOED DOWN AT i �— - - ERECTOR " N N GIRT CLIP GIRT CLIP MULTIPLE GIRT DEPTHS. REFER TO THE STANDARD BOLT THE STEEL LINE AS SHOWN IN THE DETAIL BELOW. �'I NOTE PLACEMENT DETAIL(S) FOR PROPER BOLT PLACEMENT. N N ccw1�� SECTION „n„ C LIP ` \ UNLESS SPECIFICALLY NOTED OTHERWISE, STANDARD CEE GIRT ORIENTATION T -T -T-- _-T- 2'•GIRT o 0 I RIGHT HAND DETAL SHOWN,LEFT HAND OPP0511[ an N IS TO HAVE THE GIRT TOED UP AS SHOWN IN THE DETAIL BELOW. STANDARD r � t:1 I I IO= SHOP WELDED CLIP CLIP ATTACHMENT IS BELOW THE GIRT, HOWEVER SOME DETAILS REQUIRE THAT I" -j1 91 1 i F- - - z —SHOP WELDED CLIP C I II: �11 �o___ i_o_oJ „A,• Aj IF REQUIRED i COLUMN GIRT m m THE CLIP BE ABOVE THE GIRT OR THAT THE GIRT BE TOED DOWN- I L--__Sfl _. •' Q 9J :> ° GIRT. IF REQUIRE -— T—- (REFER TO THE GIRT DETAILS FOR SPECIFIC CONNECTION REQUIREMENTS). -----J -_1_- -_1_- • ____ _ o _- - x x V-4^(STD] 1 6 1 .. 1'-4 6 7 2" STD I 7 E F ---- I 8" OR 12" GIRT AT CORNER 8" OR 12" GIRT AT SW OR EW 8" OR 12" GIRT AT CORNER 8" OR 12" GIRT AT SW OR EW ,�,, r 46�__ STEEL INE 10"GIRT 10"GIRT IU•GIRT ( O O 0 U 47 ~ ~ ZEE GIRT CEE GIRT I �GRti CLIP -- GIRT CLIP- v I I I 11v fO GIRT CLIP GCA01 10"GIRT I ' I O O O fl p' I E 01 T Z ZI ;. ,)Q Z _ LJ JI JI I 01 Vie_„T' 0 03 ..A., ° ° :;I z 3/4.. 6 1 �., 6 1/2„ 3/4„ u c ^ W "- -'�-- --'•- � GIRT ANGLE MK. MAG01 N m I•-4' W/(2) H1020 SCREWS. N I6 I STO 6 1 2" STD 0i T— (PLACE ANGLE FROM GIRT � IO ZEE GIRT ORIENTATION CEE GIRT ORIENTATION 10" GIRT AT CORNER 10" GIRT AT SW OR EW 10" GIRT AT CORNER 10" GIRT AT SW OR EW TO FLANGE OF COLUMN) STANDARD GIRT ORIENTATION DETAIL FLUSH GIRT BOLT PLACEMENT DETAIL FLUSH GIRT BOLT PLACEMENT DETAIL FLUSH GIRT DETAIL a s FLUSH GIRTS AT INTERIOR BAY COLUMNS J SEE GIRT DETAILS FOR GIRT CONNECTIONS REFERENCE WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS REFERENCE WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS NOTE:USE (4) 1/2" . 1 1/4"A307 BOLTS H0500/NUTS H0400 CA 1010 o Illiii ii (COLUMNS NOT SHOWN) GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH MULTIPLE GIRT DEPTHS, GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH MULTIPLE GIRT DEPTHS. REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER REFER TO THE DETAILS ABOVE TO DETERMINE WHICH HOLES ARE UTILIZED. REFER 70 THE DETAILS ABOVE TO DETERMINE WHICH HOLES ARE UTILIZED. REQUIREMENTS L7 STD, 1/2" A307 BOLTS COLUMN - VI a) fV DIM. "A" _ a•• AT 8" & 70" GIRTS c o 8" OR 12" DEEP CLIP MK. GCB03. FLANGE WIDTH 8. AT 12" GIRTS O o o SINGLE CEE COLUMN LOCATE (1) AT ALL * ZEE GIRT COLUMN ,L, m MK. HO500 r0 O O (NO WASHERS REQUIRED) GIRT LOCATIONS 3/8" RIGHT HAND DETAL SHOWN. N. > `n rn —� FLANGE = 4" 1 I/8" I / FLANGE > 4" 1 1/2" 3/4" CLIP MK- LEFT HAND OPPOSITE r------ THINIn In cu 0) _-____ OUTSIDE FLANGE USE (I) I/2" X 1 I/4" cCM07 AT 8"GIRTS ( HEAD BOLT H0515/ GCM09 AT 10"GIRT! -7 NUT H0400 AT THIS _ - COLUMN GXC-AT 12" GIRTS I 1 1/2" +.i LTt Lf) GIRT LAP BOLTS NOT I 1 LOCATION REFER TO THE ------•--•Y � z ` u � r1 1 SECT. "A" 3/4. o E .. , I �Li SHOWN FOR CLARITY. a "LAPPED GIRT DETAIL" FOR 'v ;* GIRT, IF 1 3/4" C z m u; REFERENCE THE STD. ADDITIONAL INFORMATION, LAPPED GIRT DETAIL SECOND LAPPED USE (2) I/2" x 2" A325 FOR THOSE GIRT 3/4" A M ••A" - 4"AT 8" & 10" GIR1S REQUIRED GIRT o t C GIRT �-} I'.I - +. 3 4.. BOLTS H0603/ NUTS H0300 ! • g-AT 12"WRTS ---_--_ -__----- -I �- I- z m m d Li REQUIREMENTS. I I I (CUP TO FLANGE CONNECTION) 3 4" BOLTED OR _ GIRT i �• THIN HEAD 1/2" BOLT WELDED GIRT I I �1 0 ___ ! I I I MK. H0515 '• CLIP I --- E - I I Iw (NO WASHER REQUIRED) 1 1 2" I I1 1 " I 4 SHOP WELDED CLIP�� „-r 1 '•j I I 1 I Z J I FIRST LAPPED GIRT STD. 1/2" A307 NUTS MK. H0400 jlu _•,J O ------ -- 0 CLIP MK. GIRT LAP GIRT LAP -'- .L CCWOB AT 8" GIRTS (SEE ELEVATION SEE ELEVATION) DIMENSION "A" "A[ �- CLIP MK cGwto AT to"c,Rts ) . 1(;C(311 AT 12-GIRTS 'CELNT_ERUNE OF COLUMN 4"AT 8"G1R1S MASONRY WALL GCM09 AT 8" GIRTS f — 4"AT 10' GIRTS (NOT BY NUCOR) � GCM09 AT 10" GIRTS B"AT 12" GIRTS GXC-AT 12"GIRTS E LAPPED GIRT DETAIL, SW OR EW GIRT DETAIL � c LAPPED GIRTS O INTERIOR BAY COLUMNS SW OR EW GIRT TERMINATION DETAIL SIMPLE-SPAN BYPASS GIRTS AT INTERIOR BAY COLUMNS J TOO •• THE THIN HEAD 1/2" A307 BOLT MUST BE INSTALLED INTO THE FIRST BYPASS GIRT TERMINATION AT MASONRY WALL LEFT p NOTE: USE (4) 1/2"x 1 1/4" A307 BOLTS HO500/NUTS H0400 F LL GIRT AND CLIP OF A LAPPED CONDITION. THE BOLT/NUT ASSEMBLY MUST NOTE: USE (2) 1/2"x 1 1/4"A307 BOLTS H0500/NUTS H0400 CC0080 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER CC1 Orlo Ln aD f- BE WRENCH TIGHT PRIOR TO THE SECOND LAPPED GIRT BEING INSTALLED. REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS REQUIREMENTS l� L w 4' C HSH ISOMETRIC VIEWSQCOLUMNUSE (1) 1/2" X 1 1/4'• . QTHIN HEAD BOLT H0515/ .....- VyELODED -`--.. ''.}� - i�•' O O LOCATION CREFER TOC THE FOR ..........i CLIP --'�<� I -•.• a� z � w O NUT H0400 AT THIS F-- IRT ADDITIONAL INFORMATION, 1 1 1 2" SECT. A" � 0-i o�-4 i• kD 1000 aoQ Ewa Z -+m 3/4d I GIRT�3/4" I_.--- 1V1STEEL LINEII- I T I-----"'�7- —' O I 1-CLIP 3 ZEE GIRT GC8(1J I I W I 41179 fL� CLIP MK. I SINGLE GEE �k. SHOP WELDED CLGIRT LAP GIRT LAP GCWGCW�O AT EI AT BO"GIRTS GRRTS O ® COLUMN -'SSFF>IYA1 (SEE ELEVATION (SEE ELEVATION) i.CB11 AT 12" GIRTS 1 E 1 1 m B r - 01M. "A" = 4" AT 8" dl 10" GIRT$ l 8" AT 12" GIRTS r at€a SW OR EW GIRT DETAIL o 3a €fin 's U- s ba_a3.3:�mq.,� SINGLE CEE COLUMN AT BYPASS GIRTS �� y:r� � 5e�$ O LAPPED BYPASS GIRTS AT INTERIOR BAY COLUMNS SINGLE CEE COLUMN WITH LAPPED prPASS GgHS sgr fray 3 NOTE: USE (7) 1/2"x 1 1/4" A307 BOLTS H0500/NUTS H0400 NOTE: USE (1 1) I/2" x 1 1/4"A307 BOLTS HO500/NUTS H0400 CC0011 Elte- g gtM." m >F.."7 ${REFERENCE ERECTOR NOTE FOR TYPICAL WASHER CC 1010 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS N � 3 �l p p;�g $ Q REQUIREMENTS ffif I \ 1 SHOP WELDED CLIP ip 1p M. "A" = 4"AT 8" h 10"G1R LEFT WINO DETAIL SHOWN, "' i1 COLUMN --1 - 8" OR 12" DEEP RICXT RAND OPPOSITE o 0 8" AT 12" GIRTS LD i ERECTOR GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH N N 1� SINGLE CEE COLUMN MULTIPLE GIRT DEPTHS, REFER TO THE STANDARD BOLT r CLIP MK. CCB03, LOCATE .j-...-.-.../-- NOTE PLACEMENT DETAIL(S) FOR PROPER BOLT PLACEMENT. _._ (1)AT ALL GIRT LOCATIONS SIDEWALL 2 1/4•' USE (2) 1/2" x 2" A325 q 1 1/2" - 1 _-B" OR 12" DEEP 8" OR 10" 3 12" BOLTS H0603/ NUTS H0300 RIGHT HAND DETAIL I_--- SINGLE CEE COLUMN -- z (CLIP TO WEB CONNECTION) a SHOWN, LEFT JCP02 AT 8" GIRTS 4" . EO _-—CLIP MK. GC603, LOCATE + ' HAND OPPOSITE i I JCP01 AT 10"C1Rt$ GIRT o 3/4 f 3/4" JCP03 AT 12"GIRTS I (I) AT ALL GIRT LOCATIONS. 1 " CLIP - 3 GIRT, IF REQUIRED CLIP MK, "v N _ _ -�---- _ GIRT SECT. "A" .�------� -- ---- • GCCO2 1 jj MK. GCC12 - DO m W i S f .. _._. 1i ».�_ _... n 1 I GIRT f T— � J J 1 1/2„ I H H --------- -'II'1I ,�- W N �II�III.�`Y}y- • I ---•—•1t�_II -II --•—•-- I - 1 ----•— WO tl' SHOP — I� E ai> I o of }} I }} WELDED i 1 1/ _�^) i a __W i I I -��Iyy,�1 `~ .�% CLIP o i I j I i 1 4"I END OF GIRT L _ �J"—"—"—. V cu 1 I! I !1 l CLIP MK GCWOB AT 8" GIRTS I - lA`II_A/ Iff 111 _J O CLIP MK GCWIO AT 10" GIRTS 1 N SZ C 'CD IL _ xi —__" DIMENSION VARIES - SEE PLANS CLIP MK GCB11 AT 12' GIRTS C _ __ _. ___ "' I GIRT ANGLE MK. MAG01Y 1/4�•`} I B" GIRT 10 �7 ------ --- E 1 4"1 2 3 4" 3" i WITH (2) H1020 (FIELD' CLIP MK GCW08 AT 8" GIRTS STEEL 1 1•-1 1/4" W/ 8" SW GIRTS N CUT TO LENGTH) I LINE 1'-3 1 4 W 10" SW GIRTS "A„ END OF GIRT CLIP MK GCWIO AT 10" GIRTS /" / ENDWALL 2_ I° SW OR EW GIRT DETAIL 8" GIRT TERMINATION DETAIL BYPASS CEE GIRT AT MASONRY WALL • u NOTE: USE ( NOTE: USE (2) 1/2"x 1 1/4" A307 BOLTS H0500/NUTS H0400 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS I/2" x 1 1/4"A307 BOLTS HO500/NUTS H0400 CC1030 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS CF0500 ISOMETRIC VIEWS ISOMETRIC VIEWS c N o r1 f0 0 0 0 sires }gi}?' . lU J 'zt mm r•1 t y F DO m � z rnm c ° E z ,u a; L C z ? 0 t]0 O X ' L m r1m` aLf°L STEEL LINE STEEL LINE 1 I i ZEE GIRT ) CI�001 K ZEE GIRT�i t (! OC803 K. CUP MK. { SINGLE CEE CUP MK. I SINGLE CEE N GCWOB AT 8" GIRTS ® ® E COLUMN GCW08 AT 8" GIRTS ® ® 111 COLUMN m GCWIO AT 10" GIRTS ( GCWIO AT 10" GIRTS 1 GCBII AT 12" GIRTS I GCBII AT 12" GIRTS I OJ I f � C BYPASS GIRT CORNER DETAIL BYPASS GIRT CORNER DETAIL LEFT HAND DETAIL SHOWN, RIGHT HAND OPPOSITE LEFT HAND DETAIL SHOWN, RIGHT HAND OPPOSITE J TO NOTE: USE (12) 1/2" x 1 1/4" A307 BOLTS H05OO/ NOTE: USE (8) 1/2" x 1 1/4" A307 BOLTS H0500/NUTS H0400 FORNUTSTYPICADL WASHER EREOU REMENTS 14CE STANDARD WASHER DETAIL CF0015 REOURREMENTSANDARD WASHER DETAIL FOR TYPICAL WASHER CF0360 �; L` b.0 w TO 4' C ERECTOR GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH DIM "A" = 4"AT 8- h 10"GIRT rro MULTIPLE GIRT DEPTHS. REFER TO THE STANDARD BOLT - 8"AT Iz'•GtITTS ZEE GIRT U NOTE PLACEMENT DETAIL(S) FOR PROPER BOLT PLACEMENT. COLUMN Q m LEFT HAND DETAIL SHOWN, EO 4" EO ZEE GIRT RIGHT HAND OPPOSITE w O @ 0 CTT /-GIRT ----nT----- SHOP— .J7Ln WELDED a C w 4/ .� w ft -� CLIP MH, �1'\ CLIP C ��-- GCCO2 �i f 1 1/2 SECT. „A„ o O Q CLI GIRT 0~ Q Z P 1..1 r-I ' GIRT ( A SECTION A = o .—•. 1 a I SHOP 1 L.. W c;"4pF YnRjf 1�6, WELDED -y I'- i t I I ! CLIP I 41179 GIRT ANGLE MAG01 TCTV WITH I 1 4"' 2 3 4" 3" H (2) H1020 020 (FIELD SHOP WELDED CLIP 1N AT, END OF GIRT CUT TO LENGTH) I S'S Yt �TL I 1/4" END OF B w O Ft STEEL GIRT SEE PLAN I Ai Ai 6 x Lp LI 1 5 Lam. In BYPASS GIRT CORNER DETAIL GIRT TERMINATION DETAIL " ��=£ —gym=P� LL a >-r' �G LEFT HAND DETAIL SHOWN, RIGHT HAND OPPOSITE r6 '� "~E gF"w 0 LEFT HAND DETAIL SHOWN, RIGHT HAND OPPOSITE o aa rz i E'EH 9 'x o NOTE: USE (8) 1/2" x 1 1/4"A307 BOLTS H0500/NUTS H0400 NOTE: USE (4) 1/2" x 1 1/4"A307 BOLTS H0500/NUTS H0400 ^lo a;fi sba,� REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER CF1010 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER CF1200 `zar� ` o REOUIREMENTS REQUIREMENTS �It'�s5ssG58�Han! 1 , DIM A- 4"AT 8"& 10"OR DIM B. I"AT B"& 10"GIRTS DIM C. 5"AT 8"& 10"GIRTS RIGHT HAND OETAIL SHOWN, r OIM A. 4-1/4"AT IT'GIRTS DIM. B. ]/4"AT 12"GIRTS DIM C- 5"AT 12" GIRTS LEFT HAND OPPOSITE $ O O TF N N 24k SF rllll� RIGHT HAND DETAIL SHOWN, " NLEFT HAND OPPOSITE o 0 —ZEE GIRT .: •;�• a':•.;,. 4 1/4 AT 2 3 4" CEE FLANGE n 7 6 MAX 7'-6" MAX. _______________________ JAMB GIRT SECTION "A" 5 1 8" AT 3 5 8" CEE FLANGE ca in _ .. ca in A 1 H1020 FASTENER C 11 (2) H1020 FASTENERS 1 CEE GIRT (12" 0 C) FRICTION CLIP 3 5/8" FRICTION CLIP Z CO co MK. JCP02 AT 6' _ MK. JCA02 AT 8" (2) 1/2" X 1 1/4" GIRT MK JCPO1 AT 10" MK. JCA01 AT 10" € J _1 I 2 H1020 FASTENERS MK. JCP03 AT 12" O MK, JCA03 AT 12" Y Y A307 THIN HEAD BOLT (2) 1/2" X 1 1/4" A307 I ( ) H H j I STEEL LINE ((ATTACHMENT TO H0515/NUT H0400 A307 THIN HEAD BOLT I BY OTHERS) HEADER WRAP > H0515/NUT H0400 I MK HW_ I E v JAMB CLIP MK. JCWO1 I JAMB CLIP R OPENING I MK, JCWOI ' p +' DOOR JAMB L"'��DOOR L.)OPENING r_ aj ILI p JAMBE JAMB JAMB C OPENING E ._ H1020 FASTENER w N m (1 2" 0 C) STEEL LINE_t _- _ y SECTION "A" A 2_ I° TYPICAL JAMB DETAIL TYPICAL JAMB DETAIL HEADER WRAP DETAIL JAMB TO FINISHED FLOOR CONNECTION Ia JAMB EN ZEE GIRTAND WITHOUT INTERMEDIATE GIRT REFERENCE S JAMB AT CEE GIRT WITHOUT INTERMEDIATE GIRT NOTE: USE (2) 1/2" x 1 1/4" A307 BOLTS H0500/NUTS 110400 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER CG0025 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER CG0030 REOUIRENENTS CG0017 REOUIRENENTS CG0019 REQUIREMENTS 0 CLIP MK. HCJ_ NOTE:F 01 m 0IELD DRILL HOLES IN GIRTS fill JAMB EXTENSION, IF REQUIRED X N O A I (2) 1/P" z l 1/4" A307 I It _/ Lu 0 0 0 BOLTS (H0500) h NUTS (H0400) I 11 W J 'I m m HEADER ` (2) 1/2" x 1 1/4" A307 I 11 CLIP MK. JCT02 00 1 1 THIN HEAD BOLTS (HO515) de NUTS (HO400) IL__ CLIP H1020 FASTENERS UI TD = rH � QI OT %ITLn LT1 IAMB I ! CEE CIRT 2 rn V1 ----------- - — — — — ° FRICTION CLIP 4 R ZEE GIRT 3 Cj o L c MK JCP02 AT 8" _ -= (2) 1/2" X 1 1/4" A307 LLe Lf1 L10 O X I LEFT HAND DETAIL SHOWN, MK JCP01 AT 10' - I BOLTS H0500/NUTS H0400 ------ ---- .1 Q 'c c 1 1 4 RIGHT HAND OPPOSITE MK JCP03 AT 12" m � maLL FRAMED I FRICTION�Aq C AT LIP g (( MK. JCA03�T 12^ (3) H1020 FASTENERS j N1HEADxBOLTS4(H0515) OPENING II & NUTS (H0400) JAMB 4 CLIP MK. JCT02 Ln 1 CLIP !!!! MK HCJ01 AT 8" OR 10 JAMB EXTENSION JAMB I MK HCJ02 AT 12" v HEADER TOP DETAIL SHOWN, BOTTOM CONNECTION OPPOSITE 0 STEEL LINE / SECTION "A" c: HEADER TO JAMB CONNECTION JAMB EXTENSION TO ZEE GIRT V E FRAMED OPENING DETAIL ZEE GIRT CONNECTION J NOTE: USE (2) 1/2" x 1 I/4"DETAIL BOLTS TYPICAL ASH H04W NOTE: USE (4) 1/2" xl 1/4"A307 BOLTS H0500/NUTS H0400 LL_ REOUREFERREMENTSENCE ANDARD WASHER DETAIL FOR TYPICAL WASHER CG0050 REFERENJAMBS �ECERECTOR EE GIRT CNOTE EFOR NTYPICAL WASHER REQUIREMENTS C00054 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER C00058 �^ REQUIREMENTS bO L TO 4- C v= NOTE: LEFT HAND DETAIL SHOWN, ERECTOR NOTE: ro - Q Q INSTALL CLIPS ON JAMB BEFORE STANDING JAMB. RIGHT HAND OPPOSITE -IF THE T-CLIP IS LOCATED IN THE SAME LOCATION AS NESTED GIRT BOLTS, THE '� USE LEVEL TO ALIGN GIRTS ADJUST CLIP AS REQUIRED. NESTED GIRT BOLTS CAN BE REMOVED. L Q A CO O r, COLD-FORMED O a O 0) FRICTION CLIP 1 1/4" FRICTION CLIP HEADER MK. JCP02 AT 8" MK. JCA02 AT 8" ¢ � z N W MK JCP01 AT 10" MK. JCA01 AT 10" (6) H1020 I --CUP Z V ,� w VT MK. JCP03 AT 12"� I 2 '^' MK. JCA03 AT 12" FASTENERS JAMB ExTEN51oN I / MK_ JCTg2 w Q i IS I--I i I'O JAMB �\ GIRT CUP MK JCT03 a O Q V Q Z. !� I DOOR JAMB I a~ V= o � IT 1 (3) TEK 3 I I W SCREWS H1020 R �- --- - 1 a ZEE GIRT CLEAR OPENING I I EO T T I S i --- �. I I W I I I (g1 TFIc ] 7�41 1/9,� K,?. 1 1 1 WS SEEL LINE - H1020 1 CLIP FRAMED NK JCT01 � ` t- RIGHT HAND DETAIL SHOWN, LEFT HAND OPPOSITE SECTION "A" OPENINGni� y6 6 c 4a wkD a�a�£�o��o qj�E•a '^ O / / �-` -'sue•-': oOti 5•aSa�Nwe�c LL. ,GIRT0 JAMB CONNECTION DOOR JAMB TO HEADER CONN JAMB WITH EXTENSION DETAIL �!�r 1:,11tr. io=viim NOTE', USE (4) I/2" z 1 1/4" A307 BOLTS HO500/NUTS H0400 USE 4 1 2" x 1 1 4" A307 THIN HEAD BOLTS H0515/NUTS H04 O JAMB b EXTENSION iq ZEE GIRT CONNECTION � F"s`� .1 ��u:«REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER ��jj REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER NOTE u5E 8 1 2' x 1 1/4"A307 BOLTS HO500 NUTS H0400 {� 5-�F,I! s 9 REQUIREMENTS oo"O REQUIREMENTS CGO062 REFERENCE(ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENiS CG0064 o 1 CENTERLINE OF COLUMN Lp ID UP BEARING A I Z" 6 1 2" 6 1 4 1/$" -CUP MK_ GXC_ (TOP) CD O (IF REO'D) SPANDREL BEAM N N COLUMN n Y I . z SHOP SHOP WELDED PLATE WELDED ELDEDD STIFFENER SPANDREL BEAM (STFBR) TYP m m IF NECESSARY i SPANDREL BEAM = ?� F - CLIP MK, GXC_ (BOTTOM) 2 = CO CO I TAPERED COLUMN � Ne SECTION A E L_---p J AT TAPERED COLUMNS E > LLo �_____ ________� CLIP MK. MZB02 4= (BOTTOM TYPICAL. TOP IF REO'D) CO Cl .4; Z SPANDREL BEAM V N W aT p G SPANDREL_ 2 '�:i'---��--- E 7 N3 HEIGHT I/2" N 07 cai WALL SYSTEM BY OTHERS 2- u- SPANDREL BEAM CONNECTION 2 a a AT FRAME COLUMN _�STRAIGHT COLUMNUSE O Oila REFERENCE ERECTOR NOTE FOR TYPaCAL W SHERLTS AN. TREOUIREMENTS (CO0030 SECTION A AT STRAIGHT COLUMNS y C N O -I ERECTOR NOTE AT BYPASS LAP: BY HERS E To O O O WHEN LOCATING THE NESTED GIRT AT A GIRT LAP,THE NESTED GIRT END WILL BE HELD BACK SO BY OTHERS W J FY1 -1 �--I > � rnm THAT IT DOES NOT ENTER THE LAPPED AREA � I COLUMN GIRT LAP z a ,��,\ � Q) 0)(^ 61 (b Ln 1.. END OF \ '1 Z 0 iE V NESTED GIRT' Y TYPICAL GIRT ' O Z v BELOW FACTORY PUNCHED ! E .� Ln 0 X 9/16"a HOLES FOR 1/2"x 1 1/4"A307 I - -T f►- L m �""I m` a Ii "----"-""� BOLTS H0500/NUTS H0400(FILL ALL HOLES) 0 0 0 01 0 (THE OUANTITY OF BOLTS WILL VARY DEPENDING 1 o 0 0 o ON BAY SIZE) I I ' `- -- ------------- ---- -- H CLIP I 0 BOTTOM ONLY (1) 3/4" I1 5'-0" I I B TOP A BOTTOM (2) -MAX. O.C' (SEE SECTION CUT ABOVE FOR MARK F NUMBERS) GIRT OFFSET SPANDREL BEAM 4-1 SECTION A aj ERECTOR NOTE AT FLUSH\INSET: I -FRAME COLUMN 0 WHEN LOCATING THE NESTED GIRT AT A FLUSH OR INSET CONDITION, THE NESTED GIRT END WILL itu BE HELD BACK 70 MATCH THE GIRT BELOW IT THE BOLTS IN THE CLIP WILL ALSO BE USED IN THE STEEL LINE AND FACE OF LEFT HAND DETAIL SHOWN, C NESTED GIRT, WALL SYSTEM BY OTHERS RIGHT HAND OPPOSITE SPANDREL BEAM CONNECTION J J ro w COLUMN-\ USE 7/4" o x 3" A325 BOLTS AND NUTS C0005 0 .�. LL REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS VI r w TYPICAL GIRT FACTORY PUNCHED 4� / BELOW 9/16'. a HOLES FOR 1/2"x 1 1/4"A307 Q -p Q BOLTS HO500/NUTS 140400(FILL ALL HOLES) 0 0' • (THE QUANTITY OF BOLTS WILL VARY DEPENDING oa O ON BAY SIZE) Q ----- ---- Q CYl C S'-0" Ln Ln MAX O C a w z � to m O ERECTOR NOTE AT CORNERS: `w' d >` o I-I i o O Q ~U Q Z WH N LOCATING THE NESTED GIRT AT A CORNER CONDITION, THE NESTED GIRT END WILL BE HELD m BACK TO MATCH THE GIRT BELOW IT,THE BOLTS IN THE CLIP WILL ALSO BE USED IN THE NESTED a GIRT. Ll. R wl T REF CORNER ' T DETAILS FOR A' COLUMN f ORIENTATION FACTORY PUNCHED 1 9/I6"o HOLES FOR 1/2"x 1 1/4"A307 411 179�. 1 BOLTS H05GO/NUTS H0400(FILL ALL HOLES) THE QUANTITY OF BOLTS WILL VARY DEPENDING ON BAY SIZE) IT w MAX.-O.C. R "s dzG4��=a FACTORY REFERENCE ERECTOR OCAS ED FOR TYPICAL S NESTED SHER RGIRT DETAIL ;P� Sa pit: �N LL O CM0003 - ` a ou}w bp� ^�Qn��1£g � �Rs �i° 3s �s`E€€ aa CD cD 00 NMEZZANINE CONFIRMA N DWG TIO N G � � N N O O N N Y � W � � N 2 2 z a0 00 y � � S Y Y ❑ CRANE CONFIRMATION MEZZANINE CONFIRMATION THESE DRAWINGS ARE FOR CONFIRMATION USE ONLY. n r FABRICATION HAS BEEN SCHEDULED. YOUR PRICE IS E > a PROTECTED BASED ON THE MUST SHIP DATE LISTED ON THE ORDER CONTRACT. PLEASE RETURN THE ,° v CONFIRMED DRAWINGS NO LATER THAN 10/28/16 cu 0 SO WE CAN MAINTAIN CURRENT COMMITTED DELIVERY o 'S THESE DRAWINGS MUST BE RETURNED SIGNED BY YOU (ON NUCOR'S STAMP) WITH THE CORRECT N m SCHEDULE. FAILURE TO RETURN THE DRAWINGS BY ai N STATUS OF THE DRAWINGS INDICATED.THE DRAWINGS SHOULD EITHER BE MARKED, "CONFIRMED WITHOUT EXCEPTION" OR"CONFIRMED AS NOTED". WHEN A THIRD PARTY IS INVOLVED AND HIS/ HER THE DATE SHOWN ABOVE MAY VOID SCHEDULE COMMITMENTS AND POSSIBLY RESULT IN AN INCREASE STAMP IS REQUIRED TO SHOW THE STATUS OF THE DRAWINGS, WE STILL REQUIRE YOUR SIGNATURE IN PRICE BASED ON THE MUST SHIP BY DATE. ■ a AND STATUS AS WELL. o ❑ CONFIRMED WITHOUT EXCEPTIONrn 0 KEEP IN MIND THAT NBS WILL NOT PURCHASE ANY SPECIAL MATERIAL FOR THIS PROJECT El T o 0 CONFIRMED AS NOTED UNTIL THE APPROVAL DRAWINGS ARE RETURNED AND CONFIRMED. ITEMS OF THIS NATURE INCLUDE �1. °1 ~ �' (BUT ARE NOT LIMITED TO) CRANE STEEL,SPECIAL COLOR COILS,WALK DOORS, WINDOWS, CURBS, tn ra C rn mT G�G m m ETC. ONCE THE CONFIRMATIONS HAVE BEEN RETURNED A CHANGE ORDER WILL FOLLOW CONFIRMING CUSTOMER'S u ? o ANY SCOPE CHANGES, COST CHANGES,AND A FINAL DELIVERY SCHEDULE. SIGNATURE: -4 o c 0 .2 t m 0 m H co a I DATE: THIS BOX NEEDS TO BE FILLED IN COMPLETELY BEFORE NUCOR CAN PROCEED. PLEASE VERIFY/ SUPPLY INFORMATION ON v di SHEETS OF DRAWING INDEX J intaowo C m C Q Q0 0 0) a tx Ln a C z 4.N to 0 zU C N C a i 7. i o O Q NU a z 'i CONFIRMAM"OF ISEZZANINE INFO FABRICATION �T"f It4fORMATI0"04OWN aASW :z�ji'r"ems 1 �` � ��S�fiEcoGeb�m�gg'X r-I ry ib�€ yC'Lp 1 1 c) CD 00 N N l0 l0 N N O O -._ Number U16RQ597A RequWall red Manuals Drawing Index v Sheeting Cover Sheet: C1 C4 3 NamTop Cub Aircraft Hs430-Erection Manual Anchor Bolt Plan F1-F3rr4 m m BUILDING SYSTEMS Location:City County,State Primary Plans/Sections: P1 P11 Classic Roof Sheeting A DIVISION OF NUCOR CORPORATION Arlington, WA H9420-Erection Manual Mezzanine Plans: M1-M2 M omer E > CustHCl Steel Buildings, LLC Roof Framing Plans: R1-R2 w � Wall Framing Elevations- W1-W7 a a, p MBNR = Details: DI-D16 MEMBER ACCREED CF_RTIFIED N C m AC472 CSAW471 DIT LL 0 Cox:it II cc 0 v u) C O W J 0 NO m o 0 � � � � vt � Mmm U � rnrn Z � � m m v v ° E _ L C Z ; � °° ° X O t no � m` aLL - 4� — _ 41 _ J L - i O ~ 41 t10 w > 4. 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Nr-e$ - v3'y ZL V Notes and Specifications: Top Cub Aircraft Entrance �N N Building Erection Notes to 1)The oneral contractor andlor erector is responsible to safely and property Primer and Seconds Steel Primer Color N area the metal buildings stem in conformance with these dmwings,OSHA y ry Primary and Secondary Steel Primer Color requirements,and either BMA or CSA S16 standards pertaining to proper Red Red erection.This includes,but is not limited to.the correct use of temporary guys co mco cn and bracing where needed for squaring,plumbing,and securing time structural and secondary framing,Secondary wall framing members(glrls or bar joists) Roof Sheeting = x are not designed to function as a work platform or provide safety tie off g Roof Sheeting = m m attachment in accordance with OSHA requirements.Secondary roof framing members(purlins or bar Joists)are not designed to provide safety lie off Type:By Others, 24 Gage, Finish:TBS Type:By Others, 24 Gage, Finish:TBS J attachment in accordance with OSHA requirements. Roof Panel Clip Type:B Others " x � 2)A325&A490 Bolt tightening requirements: P yp y Roof Panel Clip Type:By Others It is the responsibility of the erector to ensure proper bolt tightness in accordance with applicable regulations.See the RCSC S ec'Ocation for Thermal Blocks:NIA EPS Foam Spacers:NA Thermal Blocks:NIA EPS Foam Spacers:NA E 'v Structural Joints Usi A325 or A490 Bolts or CANCSIN o 10"Limit blarICS Roof insulation(NOT BY NBS .Thickness:4 w esign o ea Structures" or more rn ormatfon. ( ) Roof insulation(NOT BY NBS).Thickness:4 The following criteria may be used to determine the bolt tightness(i.e., o Roof Line Trim.Color:TBS Roof Line Trim.Color:TBS'snug-tlffhl'or"fully-prelensioned"1,unless required otherwise by local at' jur let on or contract requirements: Gutters Color:TBS c A)All A490 bolts shall be"fully-prelens .ioned". _ -0 B All A325 bolts In primary framing(rigid frames and bracing)may be Downspouts.Color:TBS Wall Sheeting 'snug-tight",except as follows: N FUII r- retensfon"A325 bolts if: Type:N/A, N/A Gage, Finish:TBS v 00 Building supports a crane system with a cappacity greater than 5 tons, Q c0 b Bullding supports machinery that creates vibration,impact,or Wall Sheeting Wall Corner Trim.Color:NA stress-reversals on the connections.The Engineer-of-F'tecord for the project should be consulted to evaluate for this condition. Type:Classic Wall, 26 Gage, Finish:TBS Wall Base Trim.Color:NA c)The project site Is located in a high seismic area.For IBC-based codes. tL It I � High Seismic Area"Is defined as-Seismic Desigpn Category'af'D', Wall Corner Trim.Color:TBS Wall insulation(NOT BY NBS).Thickness:NA 'E',or'F'. See the'Building Loads"section un this page for the O defined seismic design category for this project, Wall Base Trim.Color:TBS d)Any connection designated in these drawings as'A325-SC' Framed Opening Trim.Color:TBS Building Options "Stirp-Cmical(SC)"connections must be free of paint,oil,or other P 9 g p me an that reuce friction at contact surfaces.Galvanized or Wall insulation(NOT BY NBS).Thickness:4 No Building Options Included. C: 0 0 0 lightly-rusted surfaces are acceptable. C)In Canada,all A325 and A490 baits shall be"fully-prelensioned",except W _ 1-i N or st—wary members(purlins,girls,opening framing,etc.)and flange > 00 m m braces. Building Options Canopy (A " °r D)Secondary members{purlins,guts,opening framing,etc)and flange Below E H °m onbrace connections may always be°snug-light',unless indicated otherwise Mezzanine.(See mezzanine plan for additional information) eOW aVe m - in these drawings. 3)The metal building supplier shall be notified prior to any field modifications. Projection:3'-V u Z i U M a Modifications shall be approved by the metal building supplier before work is Structural Para et E undertaken. p Clear Under Canopy:8'-0' o z e u 4)common Abbreviations: Top of Parapet:26'0' Roof Panel.T e Classic Roof, 24 Ga e ] "' o c I TYP UNO-Typical Unless Noted Otherwise r)SIM-Similar yp g Finish:TBS Ln o0 0 X b SLV-Short Leg Vertical g NIC-Not In Contract r O r Backer Panel Type:Classic Wall, 26 Gage, Finish:TBS Face Panel.T e TBS, TBS Ga e Z m m a C LLV-Long Leg Vertical h;5L -bled Lino Type:: g ,Finish:TBS d NS&FS-Near Side and Far Side 1)NIA-Not Applicable Building Line Trim Color:TBS e O.A.L.-Overall Lonpth j)MBS-Metal Bldg,Supplier Canopy g 5) onstruction loads shall not be placed on any structural steel framework rL unless such framework is safely bolted,welded•or otherwise adequately Below Eave v secured. •C 6)Purlins and girls shall not be used as an anchors go point for a fall arrest system unless written approval is obtained from the metal building supplier. Projection:T-13' >^ 7)Purlins may only be used as a walking/working surface when installing safety Clear Under Cano :8'0' t11 systems,after all permanenent bridging has been installed and fall protection PY > s provided. Roof Panel.Type:Classic Roof, 26 GA.Gage, Finish:TBS v ooane. 8)Construction loads may he placed only wilten a zone that is within 8 feet of yP 9 the center line of the primary support member.CFR bundles should be placed directly over the rigid frames. Face Panel.Type:TBS,26 Gage, Finish:TBS 0 9)All lifting devices must meet OSHA or MSHA standards and in no case is it C acceptable to use structural members supplied by the MBS as a spreader bar or lifting device. JtX w C General Design Notes J 1)All structural steel sections and welded plate members are designed in to w accordance with ANSIIAISC.0"Specifications for Structural Steel Buildings" C or the CAN/CSA S16"Limit States Desgn of Steel Structures",as required by C N i� t ro he specified building code. Q La Q 2)All welding of structural steel is based on either AWS D1.1"Structural Welding _ Code-Steel"or CANICSAW59"Welded Steel Construction(Metal Arc Building Loads: Project Notes. 3 Q Welding".as required by the specified building code. C m C 3)All cold�ormed members are designed in accordance with ANSIfA1SI S100 or Q Ql CANICSA S136"Specifications for the Design of Cold Formed Steel Structural Design Code: BC 2015 < 0 O Members",as required by the specified building code. 1)Collateral dead loads,unless otherwise noted,are assumed to be uniformly a0 a v b,p Lf1 Building End Use: 2B-Manufacturing-Warehousing C z w 4)All Welding et cold formed steel Is based a AW5 D1,3 lConstruction (Metag Name Entrance Top Cub Aircraft distributed. When sus ended s rinkler s stems,ll htin HVAC a ut ment, a *' _ Coda•Sheet Steal"or CANICSA W59"Welded Steal Gonstruclion(Melril Arc MBMA Occupancy Class: II-Standard Buildings p p y lighting, equipment, z U C w N C m � Roof Dead(PSF) 6.5 3.5 ceilings, w — Welding) as required by the specified building code. Roof Live Load: 20 g ,etc.,are suspended from roof members,consult the M.B.S.If tZ o�, L SJ This Nucor Building Sysfoms facility is IAS AG472 Accredited and REDUCIBLE PER CODE Primary Collateral(PSF) 5.0 5.0 these concentrated loads exceed 500 pounds(using the web mount detail)or o o Q v Q m CANICSA A660 and 47.1 Cenified(If applicable)for the design and Secondary Collateral PSF 5.0 50 a U manufacturing of Metal Building Systems. Ground Snow Load: 25 ry (PSF) 200 Ibs(using the flange mount detail),or if individual members are loaded Snow Exposure Factor,Ce: 1.0 Snow CI 1.0 1 0 s 6)If Joists are included with this project.they are supplied as a part of the significantly more than others. s systems engineered metal building and are fabricated in accordance with the Snow Importance Factor,Is: too Snow Cs 1-00 1.00 L R .f requirements of Section 1926.758 of the OSHA safety standards for steel Seismic Information: Ss:1,042 S1:0 354 Roof Snow(PSF) 25.00 2500 2)The design of structural members supporting gravity loads is controlled by a 1.n7i 4 erection,dated January 16,2001 Seismic SdsISd1: 0.75210.399 d by the d d l f d l f live f t ff l ritica effect o roof load or roof snow load,as determined te Site Class: D Wind Enclosure Enclosed Enclosed the more c Material Specifications Seismic Imp.Factor Design 1.00 GCpi +/-0.16 +/-0.16 applicable code. p Seismic Design Category: D Plate and Flange Material: Analysis Procedure: Equivalent Lateral Force Procedure Seismic R 3,25 3.25 5"-1 2"Wide,To 14"Th. — A529,Grade 55 Basic SFRS: Seismic Cs 0.232 0-232 P 41179 Others — A572 Grade 50 Ordinary Steel Moment Frames d BUilt-Up Sln.Mral Web — A1011 SS or HSLAS Class 1 Grade 55 ry Base Shear(KIPS) 1 6 136.3 ( ) Ordinary Steel Concentrically-Braced Frames s4'r(ryA, t` Hot-Rolled Structural — A36 or A572 Grade 50 or A992 Grade 50 Wind: 110 0 Structural Tube — A500 Grade B 46 KSI E Wind Importance Factor,Iw: N/A Structural Pipe — A500 Grade B 42 KSI , Exposure: C Cold-Formed Structural — A1o11 or A103 SS(or HSLAS Class 1)Grade 55 UL90: Yes a• s 5 Classic Roof Panel — A792 Grade 80 CFR/VR16 Roof Panel — A792 Grade 50,Class 1 Classic Roof-Const.No.161 All Wall Panel Profiles — A653 Grade B0,Class 1 or A792 Grade 80,Class 1 Classic Roof w/Translucent Panel-Consl No 167 Ly CFR Roof-Consl No.552 '=n Yi ;.8 i Rod Bracing - A529 Grade 50 °" Y X-'•„ Welds - AWS D1.1/D1.3 or CSA W59 r Building Code CFR Roof w/Translucent Pane-Const No.590 a High-Strength Bolts — A325 T e 1 or A490 T e 1 per Hexg Composite CFR Roof-Cons(No.552A C t• s s 4g;E st fV YP Type Heavy "+ .1 V Machine Bolts — A307 Grade A Hex s p VR16 II Roof-Consl No 332 p r _Rpp fi"z zli i C) C) 00 General Notes NN THIS BUILDING SYSTEM DESIGN IS BASED ON UNIFORMLY m m . m m APPLYING THE CONTRACT-SPECIFIED LIVE LOAD AND ROOF SNOW LOAD. ' IN ADDITION,THE DESIGN IS BASED ON APPLYING A CODE-DEFINED LIVE LOAD(INCLUDING APPLICABLE REDUCTIONS)AND A m m CODE-DEFINED SNOW LOAD(BASED ON CONTRACT-SPECIFIED GROUND SNOW); J FOR ALL PARTIAL LOADING AND UNBALANCED SNOW LOAD CONDITIONS. - DRIFT SURCHARGE LOAD (D) m THE 12'-O"x 12'-0"ROLL-UP DOOR FRAMED OPENING SUPPLIED ON THIS E a) PROJECT HAS BEEN DESIGNED TO SUPPORT A TOTAL HANGING DEAD o WEIGHT OF 1440 LBS.IN ADDITION,THE FRAMED OPENING HAS BEEN - FLAT-ROOF SNOW LOAD (Pf) " a, DESIGNED TO SUPPORT WIND LOAD,NORMAL TO THE DOOR,BASED a, o ON THE STANDARD BUILDING CODE CRITERIA.THE FRAMED OPENING HAS NOT BEEN DESIGNED FOR ANY ADDITIONAL MOMENT OR CATENARY FORCE FROM THE DOOR.ANY CHANGE TO THE INFORMATION SHOWN DRIFT WIDTH (Wd) " m HERE WOULD REQUIRE AN ENGINEERING INVESTIGATION AND POSSIBLE Na HERE REINFOR � u- - FOR BUILDINGS WITH AN OCCUPANCY CATEGORY I OR II,IBC ALLOWS o o CNN I ` FOR SINGLE STORY BUILDINGS TO HAVE NO LIMIT FOR THE SEISMIC STORY DRIFT.PLEASE NOTE THAT ANY INTERIOR WALLS,PARTITIONS, CIELINGS,AND EXTERIOR WALLS SHOULD BE DETAILED(BY OTHERS) TO ACCOMODATE THIS STORY DRIFT. THE CONDITIONS AT THE FOLLOWING LOCATIONS PRODUCE DRIFT C o 0 WINDOWS AND DOORS THAT ARE PROVIDED BY OTHERS ARE ASSUMED SURCHARGE LOADS: w ''^ TO MEET THE WIND LOADING REQUIREMENTS OF THE STRUCTURE QJ AND THE OPENINGS FOR THESE MUST BE IMPACT-RESISTANT OR - � + PROTECTED BY AN IMPACT-RESISTANT COVERING AS SPPCIFIED 1. LOCATION: Line M D(psf): 48.0 Pf(psf): 21.0 Wd(ft) 1 1.667 13 CA m IN THE BUILDING CODE WHEN A HIGH WIND EVENT IS ANTICIPATED. (� Z � - m m 2. LOCATION: Line 1 D(psf): 48.0 Pf(psf): 21.0 Wd(ft): 17.23 Y - o E �� THIS PROJECT INCLUDES NO PROVISION FOR DYNAMIC LOAD ' z m n; CRITERION(VIBRATIONS)AND ITS EFFECTS ON MEZZANINES. J ,0 o X IT SHALL BE THE RESPONSIBILITY OF THE"ENGINEER OF RECORD', 3. LOCATION: EXT. D(psf): 66.9 Pf(psf): 21.0 Wd(ft): 15.51 Z m 0 .2 aru NOT THE METAL BUILDING SUPPLIER,TO DETERMINE THE PRESENCE OF DYNAMIC LOADS AND THE IMPACT OF THESE VIBRATIONS ON THE STRUCTURE. THE PROJECT ENGINEER OF RECORD(NOT THE METAL BUILDING SUPPLIER) IS RESPONSIBLE FOR ASSURING THAT ROOF AND/OR WALL SHEETING(NOT BY MBS)ARE DESIGNED TO SAFELY WITHSTAND ALL CODE REQUIRED LOADINGS ASSOCIATED WITH THE GIRT AND PURLIN SPACING PROVIDED. PURLIN AND GIRT DESIGNS ASSUME THAT SHEETING PROVIDES LATERAL v STABILITY EQUAL TO OR GREATER THAN MBS CLASSIC PANEL. ALL TRIM 4' AND FLASH FOR WALLS AND ROOF NOT PROVIDED BY THE MBS ARE TO BE z Z SUPPLIED BY OTHERS. v J J J V (1 dA w 4� C N � STRUCTURAL TESTS AND INSPECTION : Q 1) THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN IBC SPECIAL INSPECTIONS AND IN IBC 1704.3 AND IBC 1705. f aJ 4� Ln rn 2) ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AND INSPECTION AGENCY EMPLOYED BY THE OWNER OR ARCHITECT. z w z V w V1 .tLo m 3) THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST AND INSPECTION FIRM WITH A SCHEDULE TO FACILITATE THE PROPER COORDINATION OF WORK. w a i o i_4 i Z l0 4) PORTIONS OF WORK REQUIRING SPECIAL INSPECTION: a Q 2 Q AGENCY RESPONSIBLE FOR INSPECTION AND TESTING TO BE NAMED BY OWNER LATER. ��.L a A. STRUCTURAL STEEL: YES NO N/A �c wnsr� �'. 1. MILL REPORTS AND IDENTIFICATION OF STEEL(AFFIDAVIT OF COMPLIANCE) ❑ ❑ 2. SAMPLING AND TESTING OF SPECIMENS ❑ 0 ❑ B. WELDING: eils 1. ALL STRUCTURAL WELDING(INCLUDES DECKING AND WELDED STUDS),EXCEPT WELDING IN APPROVED SHOPS PER IBC 1704.2.2 ❑ ❑ '�'�ICNAI_t?�' 2. ULTRASONIC TESTING OF FULL PENETRATION WELD CONNECTIONS AT MOMENT FRAMES,BRACED FRAMES,BEAM SPLICES,AND FIELD WELDS. ❑ 0 ❑ E L w 3. STRUCTURAL LIGHT GAGE METAL FRAME WELDING ❑ ❑ a L aI = C. BOLTING: .I ,p._1ro6. vi LPL 1. HIGH STRENGTH BOLT A325SC AND A490SC(PRETENSION VERIFICATION) ElElas$als1: a'�I1 O 2. HIGH STRENGTH BOLT A325N AND A490X(PER NOTES) 0 ❑ ❑ Cko aPRIME m 3. EXPANSION/ADHESIVE ANCHORS IN CONCRETE OR MASONRY ❑ Elc is ¢Q'1 oul U e..S3.�e�ttsFS3`8 1 1 00 « N N STANDARD WELDS AND LEGEND 400 N N !r � iNctttt MlL lNn<d WcIU DO m FWSS-FILLET WELD ONE S'DE 51�1 I-W_7 FiLLFT IEG HEMS OE WELD FAR SHOE WELD FWSS 1— S�/' FW_4 Thickest Mal Joined Weld I —� � 5 3(4^ FW_4 w$a S 1' !FLEET SRLLET Z ENLARGED DETAIL >3/.i FW_9 S 3h" FW_3 F II G.S n � Fwss ! =m m >3/4^ FW__5 FG-5 FWS4 FG•5 FW54 (A / nu[I M ,�sS V FMA 33KrLLlutnFT � FG-s ^ FWDS-FKLET WELD BOTH SIDES DETAIL"A- woa "I4i OR FW54rG-S 1W54 F -5 WDIO EAVE STIFFENER FG-s Fwsa lch PILREFERENCE EAVE No _ FwR FTdllength Nlw�onmmrr,dewih'IMax D15 or3'I fuel return - C STIFFENER DETAIL �.. Nbolh endson opposec deer plc!❑FOR WELDS • EIPl Ks SFf UEiAIL WP59 Fw t� FG-5 — nuL„I G ns 1 NnxRsc T"I N m rFG-s FWD4 OR oQ Typ Stiffener Detail Section A-A •FG-5 SEEDETAIL / Knee—' C14) FG-5. Fvf43 „A" `-� TYP. FIXED WP1S-Full length fillet an near side of web with 3'ol fillet pall Inner a F G 5 Typr most hale to from each Image along the oppo ile side of web. s , CZ FW53 BASE DETAIL MISIrwvronrwsl ! DR - �� 1 STO ` � See Weld Standard sheet for WPS Structural Column 1 1 TO J--"rr-" [lpl 2"min description 3SW5 Base plate extension and anchor zFB Fws4 0 c N o -1 bolt locations may vary, x---, � UPI-COMPLETE JOINT PENETRAroN,SO4GLE BEVEL WELD 0 l"I L"-1. - Y Y � W J m o 0 FWS3� ---- / \wP54 nEMsoEwEtn rAval>Ev.�e ir GPI I. 0 m fl • --_- r. Y 'rrnx- ilunc y I— C71 P-- a) BACI(GWGE ,? 'yL't1-1 GPIBACI(GOUGE I�%'DRLh1 cF]I f0 � � WI:pIHGES FPUM FWEa TO fYpIS PER[NG ffi} 'f R FG-S a WPPnt WELD SIZE PER ENG FULLtENGTHFILLEr NEAR Wnrl FW54 FWS4 as° >, SIDE pFwE0WItH OFFIiLETPASTTNNEEgqMnsTHOLE FIG13 FW54 �VFl� " m m IN" FATIIfROh!/1 ANGEALUNf,f1'14OMPULTE SIDE OF WEB Z 0 V It It •THIS WELD TYPICAL FOR ALL FLANGE TO ENDPLATE WELDS SHOWN • + FG-5 �- Pipe Tube Column Z E .WRIf ip- PURLIN/GIR'r/CI IANNEL EAVE STRUT u; DETAIL'A" J Tube Bracket SHAPESLOPE Z o 0 x QTY SHAPE QTY m , DO a LM Typical Column TYP. PINNED (z)08Co60 (2)8E2075 Perpendicular Knee Column See Weld Standard sheet BASE DETAIL Structural Details ai for WPS description THICKNESS THICKNESS See Weld Standard sheet for WPS description p See Weld Standard sheet for WPS See Weld Standard sheet for WPS description SIZE \ X SIZE \ X J description 1000 1000 � Thickest Mal Joined Weld O H S lh" FW-3 5 3/4' FW_4 U � X tXX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X -0 3 O >3Fq• FW 5 r "wPs9 Z X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X N za, 'xy EEarnn 's wufl L a X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X V 3' T Fr-1 I �12.FG-5 +a C rtT b 8 s s `^ rn G - s; m H rn J w rC fw53 a � r °-� st s § e e 's DETAIL..A.. it. � uV\ '� I y h y e e e e e - fi o e o o o e e e e e 1:10 w C T Q $ k § �� eN eN mo r9 L wpsr gip.Flange Brace Clip Runway Beam J - - - - - - - e - - - C V1 0 0 0 o w m Q 5 Q f .a O 6 6_a < r g 5 ^J d >✓ ?) l/1 � �8 o x x x x ot ¢ IC IC IC IC w w x x x� 1GFG /f-J- Preq a a a a a a a a a a a a a - - _ d a d a a d a d a d a d a a Ln TO I- In r r i i yam.^ QfLn 3GFG Q j FG-S:FW53n rii't3 _.5 _ _ e 8 3 S 8 $ _ - _ `� c' 8 Zwms_ % m € _ $ Y - x ?F ao a a w Q i oz M „ F a`e a e T _ a _ L I i - - s I _s o O Q ~V Q �lios U w l 0 3 L i vl -� I s S a o sK sPi 3 LL 3 E a. fy b$ - -- = U - a� u= � D r3swWWF'S a t1 & - 3 3 i s d- 3 s` a p P a a 0 4 � FG-5\Fl�tl O n 4 u 1 3 3 m c o 0 0 0 0 0 0 o m m m m m m m m m m m m m Of�64.�j kr. LL N Interior Wide Flange Fixed Base Plate Crane Stop 3 w o LD O `o 'o S S o S ,offer S m S S S Ei Li E E B E S S S 'o S E o o Fi B E E E; 'o o S ¢ 3 3 3 3 3 5 3 3 a a a a 3 a a 3 3 a < 3 3 < a 3 3 3 a a a a a a a a a a a a of Wes$ A1179� v Q �2 _ - rn w m t 9 a m m = A aG j� = a - � 3 Ei 3� 3� � - � gs_ �'C�. '7,I ti��y t1L _ _ C _ = 2 2 2 _ P Y a u a u �- s _ _ _ _ ^$ _ 3 LL (G•5 O 5 -1 5 SY 3 3 5 Ss - EO EO m.'� - i- 5.-- 3 _- — _n a`nv - v5 00 FWD4 .Q = �3 ,"„'S aN Y 3� E 9 a� as =-" E u N� �5 �5 ��•+5 _ �5 m5 �o �o u ; 3r 3t Yi _ uN uN l' n 3 3'!•' 3 as oLL w� N FG-5 c> _ o o� o o� _ _om _oS E ate, a� 15 � € E E^ E. 9 - _ A _ _ =s w FWD4 E . o c - $� a°lo $o $0 3 3 .� L2 .e E - oo Qm _ _ _ _ _ 8 = = o _ m� �� - @ €d €�, y EP @ €a - € €�' - ma aeo = Z y3� V o Q Runway End 'T 30 3 30 m _ - s m - -- - "r J.oa mLL - 3 - A ., % � ., sN �rmzova N „_ SPECIAL DETAILS Ni,U8 a c� LL 3 3 a a a a a a m a cn a cis a ch a cb a cis a rn a rrn 'el``s 'E o U LL C7 n t9 LD m cn m a a a a a d a a -�am eo rz• - See Weld Standard sheet for WPS description " 3 3 3 3 3 r E 0 o O o o O 000 STEEL LINE 200'-0" 25'-0" 15'-1" 50'-10" 24'-2" 50'-10" 24'-1" 10'-0" STEEL LINE W G z O a x x Z W N N 9 W m LLI O INZ Z Ld Z -i oJ wui N Z^ l 5'-9" F z I F A V) Q a U p = o o � Wo r, PLEASE NOTE THAT ANCHOR BOLT o DETAIL 'D', 'C', AND 'L' HAVE ®~ V F B 5 UNIQUE OFFSETS FROM STEEL LINEI : I . FROM THE OTHER COLUMNS ALONG o I THEIR RESPECTIVE LINE o O I N to hN W p 004 0 H M M ®H 00mm o FINISH FLOOR = 100'-0" y m I t J H A BOTTOM OF BASE PLATE = 100'-0° CL ? m m (UNLESS NOTED OTHERWISE) 0 N U?a � o 0 E o C) ANCHOR BOLT SCHEDULE N Z m o m a_LL wl y N N z o 25'-0" QUANTITY SIZE MAT'L PROJECTION TOP CUB AIRCRAFT /o\M 0j o { f J oo M 84 3/4" Gr 55 3" FROM BOTTOM OF BPL �J '^ i n � 1-0 8 1" Gr 55 3" FROM BOTTOM OF BPL _ II 116 1-1/4" Gr105 3" FROM BOTTOM OF BPL NN i1 Z O 1 O u�'l N Q I 1 00 N � N 0 J m 00 co 1 I J n N 0) T Q 1 n CD N 25'-4" N II C N m Q Q H Mm�w Po�rw U J.9 ®� 1 1 Q c„ co o rn w O = U CD "2 o Z U co 12CD 0 w Q co i _ a � a = � 10 � M M yaii<� N 6. 01, 0. 115 MRANCE 1 -0„ 6'-0 1 v z -1 o w Ll - 1 -2" w r, R 41179 YA i-n 9'-0" 15'-1" 25'-5" 25'-5" 24'-2" 25'-5" 25'-5" 24'-1" 10'-0" N X;t Is, �• 1'�nrv,u_ 16'-0" 184'-0" STEEL LINE 200'-0° STEEL LINE Ecm $ �g ,0 ,1 ii ANCHOR BOLT PLAN WIND BRACE SLOT HILLSIDE A 10" (ROD SHOWN WASHER _ GENERAL NOTES ASSEMBLY " FOR REFERENCE 2" 2" 8 t{' 0 0 0 1.THE SPECIFIED ANCHOR ROD DIAMETER ASSUMES F1554 7.THE ANCHOR BOLT LOCATIONS PROVIDED BY THE METAL GRADE 55 UNLESS NOTED OTHERWISE ANCHOR ROD BUILDING MANUFACTURER SATISFY ANY PERTINENT ONLY) II z 0 MATERIAL OF EQUAL DIAMETER MEETING OR IXCEEDING REQUIREMENTS FOR THE DESIGN OF THE MATERIALS II �'- O O �' THE STRENGTH REQUIREMENTS SET FORTH ON THESE SUPPLIED BY THE METAL BUILDING MANUFACTURER. II 9 m m DRAWINGS MAY BE UTILIZED AT THE DISCRETION OF THE PLEASE NOTE THAT THESE REQUIREMENTS MAY NOT FOUNDATION DESIGN ENGINEER. ANCHOR ROD EMBEDMENT SATISFY ALL ANCHOR BOLT CONCRETE EDGE DISTANCE LENGTH SHALL BE DETERMINED BY THE FOUNDATION REQUIREMENTS DEPENDING ON THE DETAILS OF THE COLUMN ____ v 0 L*I CVt. OPENING L NAMES _ DESIGN ENGINEER. FOUNDATION DESIGN. BECAUSE FOUNDATION DESIGN IS COLUMN (2 3� /4-3 5/8-) --NOT WITHIN THE SCOPE OF WORK OF THE METAL 1 _ a m m 2.THE METAL BUILDING MFR. IS NOT RESPONSIBLE FOR BUILDING MANUFACTURER, IT IS THE RESPONSIBIUTY OF o Do PROJECT FOUNDATION DESIGN. THE FOUNDATION DESIGN THE QUALIFIED PROFESSIONAL DESIGNING THE FOUNDATION — FINISH �I (USE(2) 1/2"DU EXPANSION BOLTS PER COLUMN) w IS TO VERIFY THAT SUFFICIENT CONCRETE EDGE DISTANCE IS LL ll J J THE RESPONSIBILITY OF A REGISTERED PROFESSIONAL PROVIDED FOR THE ANCHOR BOLTS IN THE DETAILS FLOOR II —_ m ie ENGINEER, FAMIUAR WITH LOCAL SITE CONDITIONS. THEREOF. - GIRT DEPTH 3.ALL ANCHOR RODS, FLAT WASHERS FOR ANCHOR RODS, B.THE ANCHOR BOLT SETTINGS SHOWN ON THESE DRAWINGS Z O i •,. � •'4 :• _ ',�•, EXPANSION BOLTS, AS WELL AS ALL CONCRETE/MASONRY NOT ONLY INDICATE WHERE THE ANCHOR BOLTS ARE TO o _ -f— EMBED PLATES ARE NOT BY THE METAL BUILDING MFR. BE PLACED, BUT ALSO THE FOOTPRINT OF THE METAL F N a zo BUILDING. IT IS ESSENTIAL THAT THESE BOLT PATTERNS '� c) - Z I I F 4.THIS DRAWING IS NOT TO SCALE. 00 ANCHOR BOLTS BE FOLLOWED. IN THE EVENT THAT THESE SETTINGS a ANCHOR BOLT w 2 + - ''•• YI 10 1/Z j n m DIFFER FROM THE ARCHITECTURAL FOUNDATION PLANS, (L w 5.FINISHED FLOOR ELEVATION - 100•-0" UNLESS NOTED THE METAL BUILDING MANUFACTURER MUST BE CONTACTED - i IL .' SECTION A z OTHERWISE. IMMEDIATELY, PREFERABLY BEFORE CONCRETE IS PLACED. BPFFNG '' ! (RECOMMENDED) OHDFO BU4LX 6."SINGLE" CEE COLUMNS SHALL BE ORIENTED WITH THE ---- - TYPICAL COLUMN BASE PLATE DETAIL TYPICAL OVERHEAD DOOR (4) 3/4" 0 ANCHOR :z z "TOES"TOWARD THE LOW EAVE UNLESS NOTED CROSS BRACING TYPICAL COLUMN BASE PLATE DETAIL 9 OTHERWISE. ----- - AT SLOT-HILLSIDE WASHER LOCATION FRAMED OPENING BOLTS WITH A 3" PROJECTION o EI C m 111 1 10. 01W I - - I } N I I N N ° - ^ - In a)NoCD `t" W �000 Lcc Do GO 'M 6l tT L5 j�:r-•M M u ? if 0 Z" Z" OF FRAME OF FRAME of OF FRAME ' OJ Z € J 12 1 13 1/2" s .. o.2)0 m �maILL co BU40( BU4LX BU4TX BU41N OU41N BU41N B (4)1-1/4" 0 ANCHOR (4) 1" 0 ANCHOR D (4) 3/4" 0 ANCHOR C (4) 3/4" 0 ANCHOR (4) 1-1/4" 0 ANCHOR (4) 3/4" 0 ANCHOR BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION L BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION v BOLTS WITH A 3" PROJECTION 13 1 2" " O_ J - AA r7 Q d W lr N O p CV O N - N TTT 111"' --- 'I I (�} U w = N N ^T J ~ U _ -J w 00 N - — -- U) usi <c '0-NON-STD GIRT OFFSET O 2 2 2„ 2,� �� 2% m 2 h c0 Q � Q SEE AB PLAN —" — 10 BU4ROT BU4BX BU4BX BU4TX BUSTX J (4) 1" 0 ANCHOR I/ (4) 3/4" 0 ANCHOR I (4) 3/4" 0 ANCHOR n ^ (4) 3/4" 0 ANCHOR I (4) 3/4" 0 ANCHOR (8) 1-1/4" 0 ANCHOR Q 0 O BOLTS WITH A 3" PROJECTION r� BOLTS WITH A 3" PROJECTION L_ BOLTS WITH A 3" PROJECTION I�/I BOLTS WITH A 3" PROJECTION I�J BOLTS WITH A 3' PROJECTION BOLTS WITH A 3" PROJECTION a "' z (D '—O O ZU co -2 � w aL0U � zc0 a Q _ A �Q4t. R. S• FOUNDATION DESIGN NOTE: PLEASE NOTE THAT ANCHOR BOLT THE ORIENTATION OF THE ANCHOR BOLT DETAILS SHOWN ON THIS PAGE MAY NOT DETAIL 'D', 'C', AND 'L' HAVE o "�o,'r,iR�,_ COINCIDE WITH THE ACTUAL COLUMN ORIENTATION SHOWN ON PAGE F1 . PLEASE UNIQUE OFFSETS FROM STEEL LINE ''t'YYN,U. t`u REFERENCE THE STEEL LINES AND/OR CENTER LINE OF ADJACENT COLUMN SHOWN FROM THE OTHER COLUMNS ALONG ON THE ANCHOR BOLT DETAILS WITH THE ANCHOR BOLT PLAN ON PAGE F1 DURING THEIR RESPECTIVE LINE lit LAYOUT OF COLUMN AND ANCHOR BOLT LOCATIONS. c-, €9- o } 3 a€� u N fS e'x LL 9v 5 ' F_�eTfia w 10" O 12 1 2" 'f �" 22 �ZR t �e1o'1 N ! l o m m - N Ln ifl w I 4 ""' 8 cal —— ORIENT THE "TOES' OF SINGLE-CEE COLUMNS - -� 21 1 TOWARD THE LOW EAVE O O� BASEPLATE MAY HAVE MORE THAN (4) HOLES. N �� w BU4TX ANCHOR BOLTS ARE REQUIRED ONLY AS SHOWN. BU4BX BUBBX BU60X BU48X i '3 Q (4) 1-1/4" 0 ANCHOR (4) 3/4" 0 ANCHOR �` (4) 3/4" 0 ANCHOR T (B) 1-1/4' 0 ANCHOR I I (6) 1-1/4- 0 ANCHOR \ (4)1-1/4- 0 ANCHOR ? Z BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION J BOLTS WITH A 3" PROJECTION I BOLTS WITH A 3" PROJECTION LJ BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTIONn V m �I f U N O•- J C7 M tn Q�f� (a 3: TwLo 3 � 0E Z � to OL f0 m �m dLL FOUNDATION DESIGN NOTE: U) J Q THE ORIENTATION OF THE ANCHOR BOLT DETAILS SHOWN ON THIS PAGE MAY NOT w COINCIDE WITH THE ACTUAL COLUMN ORIENTATION SHOWN ON PAGE F1 . PLEASE REFERENCE THE STEEL LINES AND/OR CENTER LINE OF ADJACENT COLUMN SHOWN a ON THE ANCHOR BOLT DETAILS WITH THE ANCHOR BOLT PLAN ON PAGE F1 DURING m LAYOUT OF COLUMN AND ANCHOR BOLT LOCATIONS. cc U 3: ,A J ` U J fn r Q (LOQ UQ ;' � � � Q m Q0 ,_ q) o rn � � o ZU cwu') W 0 z co ooQ LL R � ct/nY tt,t s/I�4Ei 41179 IST •t`gIr1NAL 1•'•'� a�_gg° w as '956 M t BaK'fl ,� RIVg, s O SFioB € J LL z E P 6 _ � � �ba�� c6aa�a Strong Back Column Size UDD ID Oa) Part MK.# Total Depth Flan a Web ' N 1 I MXB021 14.00 6.50 164 N N 200'-0" Part Sizes � o 25'-0" 1 15'-0" 51'0" 24-0" 51'0" 24'-0' 10'-o" EPS P8.188 Strut 1,_2" RDB 5W ROD " r8 AA CXBo18 CXBO18 AA RDC_ -- ------ - - - - --- 3/4r'ROD RDD_ 7A"ROD J J rn RDE_ 1"ROD 2.4 -, x N 1 ¢ LOW EAVE ICX2001 RDF_ 1 SIB"ROD E > ir 5-9` w ^ C � CX2001 - - - CXB002 CXO 5 - _ CXB013_ _ _ - C_XBOOfi _ _ _ CX0007 _ _ _ CXB013 _ _ _ _ C008_ _ _CXBO_16 - ____O V J■'r C) CXBO21 CXWO13 J i X10e %%, NWA,11od(Strong Back Metz.ColumnColumn) mIv mr-I m t` 0fIn ro B.5 . . ot0F0, 4. 4 A pqU x 3 qF0 N Q�E fPo�t POO p0 Ot FOOD ¢ ��t<C�� F ¢ PQOp"a N Q ¢ NQo�Opn OfO� ¢ I CX2002 -- ---- LL CXW001 ©'"-- --- - - -- -- CXWO12 1 E! MXH012(WBX18)- Mezz.Column ry n000 p0� 1 �' ly` (Parapet Stub) CXB019 0 pLO rn ¢ N N CA[>< O O -1 W m r•H r H I. > ' m m 00 3 Qpt- 90000 I C%2003-_-_ .._ D tr1 N cn Ql t ------- --- MXH008(W8X18) �l Wis µU m 1(Parapet Stub) N �'. y l!'1 In 0 0 0 ' 2 i V M M R�'eu m x x ¢ ¢ in Z la u1 f0 In ?O M' X 1n kq i T ? tOf1 00 O y V N ie 0�S Pa0 ¢ nl 6lj �N i� m 00 d ro Q CX2004 O •n m cxwo03 r ro U CXB003 ,p0 -Q.�- - Marape Stub)(WOX ) i 0001 PO 1 O CL (Parapet Stub) � g 1 � o 'N' a a Ppp R06 o a 0 u0.I C 0 3 m m o z a s a x x ¢ N in I ie ¢ Rp �3 ¢in ¢ rc N 1 C003 PpC. N L 1 6) p N°eo I a2005 -0 CXWo04 CXW013 lJ O A — -- CDJ 1 MXH010(W8X18) r UU00B�p0 ' (Parapet Stub) 1 0 0 1 O VI 00 3 X ro PpCpo/ HUt00S o p I ¢ ¢ p W N N ttt J.9 - - - — - - ti ¢ N I 1 25'-4" FOot Q,OF'Op N J.9 L - -o Q PORT Lp I i o o p'1 k0 0 0 0 CX2006 i' cc 3 Q AT MEZZANINE x p0 000} m m m -- ---- Q _ l� ¢ x x x O O Q\ 4. E QJ 4- O to Z � OD ¢ 0 C I ¢ n ¢ to Z 1 I r-1 q r1 W Q L 00 Z rl � I 1 E 500 O O Q v U Q m t CD- CXH014 - - - CXBO10 _ - - CXB011 - - CXBO15 CXB017 CXWoOB M I - - - - - - - - - - - ---cm:) ,I— a= Z) C%B012 MXH014(W8X18) MXHO15(W8X18) M%HO15(WBX16) MXH015(WBX10) M%H015(WBX1B) MXHO15(WBX10) J - I (Parapet Stub) (Parapet Stu b) (Parapet Stub) (Parapet Stub) (Parapet Stub) (Parapet Stub) MXH016(W8X18) �,��,L R. .4_ MXH015(WSX1B) - (Parapet Stub) 5 7Q \VA,��Z �. ILOW EAVE (Parapet Stub) q(' r, 'S SEE SHEET P2 FOR PART MARKS r z° r 2• IN THIS AREA 1s o" g o• 1s 1" z5' S^ 25'-5" 24'-2" 25'-5' 25•-5" 24--t" 10•-q" 4179 1 200'-0" L t I 1 r\,ONAL CD ,o -- I J � � Notes: NJ ac�Qo2`auo _ o 1 Place metal tagged end of rafters toward the low eave. 1 ' 1 Sb-ong Back Column Size o 0 Part MK.# Total Depth Flange Web MXBO11 12.875 650 .164 N 0 N 0 Part Sizes 4 Co RDD_ 7/d"ROD Co Co _ _ m m - J J Y Y I- H N E > ai w � O O C ai O Cl I I U � ai Q U 25'-4" I C- _ C - f0 7 I N m LL �.g J.9 L - -----I Z) I V RXB033 CXB022 PazO li iiii CXB022 (PORTAL RAFTER (PORTAL COLUMN MXH011(W8X18)- (PORTAL COLUMN AT MEZZANINE) AT MEZZANINE) (a (Parapet Stub) AT MEZZANINE) - 0 -A W J m -4 I , M O --- --- 'A > v m y F MX (W 1OX22 ,o H004(W12X26) I CXW005 a H ) lu (Canopy Beam) n o a '1 O ,, Ln Ln o m in Y 2 aL. U rn V O > ' Ix x .a Om to ¢ 6 O J - C Ln 00O xQ rco:,O Oa mL7 m Q. LL CXWO06(W10X22) U (Col.Below) CXWO10 MXH004(W12X26) f0 -- (W8X24 PY Beam) ENTERANCE BUILDING (Cana � - - _LOW EAVE_ - C - ® _LU CXW014(W8X24) Rd0 p04 CXB004 0 r6 (Piggy Back Column) 04 ¢On ' MXH013(W8X18) o (Parapet Stub) RXWO07(W8X10) 3 Z6 (Piggy Back Rafter) x � io al RXWO06(W8X18) E U -_-- (Rafter Below) - _ I --O J O CXW011 J w Z MXH003(W12X26) CXWO09(W8X24) (W8X24) vi Y (Canopy Beam) (Piggy Back (aA w MXB011 Column) I a� (Strong Back Column) - ' - - - - - MXH005(W12X26) � Q Q MXH005(W12X26) (Canopy Beam) ra ra CXWO07(W8X24} (Canopy Beam) U 3: Q (Col.Below) P-2" 00 C 1_2 CANOPY < �O - N �O LOW EAVE F 00 z N W w Z U 16'-0" 9'-0.. G = f = CL i o� i LC) O Q t U Q Z G) a u= CG 41179 N �7'r 1 C rf'Rr�' NAt 14 0 „G w -Notes: = r.Q P ace metal tagged end of rafters toward the low eave O = fV 1 1 <DC) 00 N N l0 ID N N 0.5 12 12 0.5 " 01- o' 65-011/16 1'4' 65'-011h6" f 1`4- ••lo1=h6' '-Ira==hd' s'.p• s'-0" s'-p• g.p" y.o. a ^ ~- ~ 1 •-1011/16 ''10a=116 l0 hG _ 13 •10�f1.8 y 0• s 0" 5'•0' T.0" y.-0, 5'-tl" .yl 1•-79h6'� y 2 co m 4r-1015h6" '10 N16 13 '1031/18' '-=Olf/16 101 7�' v N 0.583 12 N. o o ITm 1'. Nt. -10^1'ltl"1._4. E > � m w g .+ m _ � m ~ v v v O c m m m m 1 U v al p u u. C 19�\ 20 -4. N m 11 O 13 O `!1\ ^ 1 =E 1 � IL O �! C ` Strong Back — y/ (10' 12 1,00 12 5 Column 6) ---J 12 14 a'1'hb' �' MO 'rni o 0,25 Mezzanine Finished Floor 17, 1O N N _ 1 r N N O /�'l Mezranlnn Ream Mezzanine Beam MnrzanMn Beam I Mezzanine Beam Mei,ranhlc c�lrn 0 2 (2) 18) M MO o 0 16 ti l 1 a r. a C / o H F Ql Ql 00 rn rn FINISHED FLOOR ELEVATION: 100'-0" FINISHED FLOOR ELEVATION: 100'-0" / _ FINISHED BO TOM OF BASEPLAT 1 - BOTTOM OF BASEPLATE ]00'-0" __ ~ FINISHED t, �_ cn c/1 FLOOR FLOOR a E CL aD a v o U >m 00 O Z a ro 2 = M = T J OLn 00 O a w C no V v OrO. w ` QO —1 00 I1. LL m > > O • L no H — 7 LL H � 19'-0" n,-0" 2`;-0" 25 0" 20 8" 4'-4" 11'-0" C N — J N U 2- STEEL LINE 130 0" S` G'-0" STEEL LINE Q AA O © O © O © ® O v U0 61 1n Material Schedule P J V Low Plate High Plate Outside Flange Inside Flange Web J F i.117� C Width Thick Width Thick Width Thick NklUl Thick Oe rAl Thick2 In . C 1 800 038 600 0.25 U0 025 1200. 0.15 1200 w 2 6,00 0.38 6.00 0,38 600 0.50 6.00 0.25 1U5 0.19 1925 Q 3 w8X10 - - Q 4 800 0.38 8.00 0.3B 600 0.31 600 0 M 1987. 0.16 1987 Q C m C r 5 1.00 0.38 6.00 0.50 6.0D 0,50 13.00 0.16 13.00 F a L(1 z w • 8 on 025 z lJ C w Vl C m w CL 6 600 050 8 00 0 38 - - W10X22 - - o O Q F V Q z m 7 600 038 - - W8X18 - - 'A\I n B 6-00 0 3 B 600 038 - - WBX18 - - Notes: s: VL R 9 It00 038 800 038 - - - - W10X22 - y5� For column and rafter mark numbers,see Mark Number Plan. , 10 1000 050 800 038 w12X26 ,- NS/FS indicates that flange bracing is required on both sides of the frame line. 11 600 038 600 038 - WBX18 12 1000 050 800 038 W12x26 For expandable endwall rigid frames,if flange bracing is required on both sides(NSES)of an expandable endframe,the opposite side flange brace 41 179 will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition. 13 600 038 600 030 WBX1B BOIl7 L Schedule 17QVAL 1' 14 8 00 0 38 8 00 0 36 Wlox22 If NSIFS is NOT indicated,only one flange brace is required and can be located on either side of the frame. 15 600 038 600 0 313 WBX18 ""'indicates the long side of the interior columns.Columns at the ridge are typically"Flat-top"columns,unless indicated by the"'"symbol. r' 16 600 038 W8x10 ID Qty Bolt Description Bolt# Nut# saa a a Rigid frames shall have 50%of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is e =`'9 � 17 a o0 0 38 a 00 038 � w1ox22 released. 1 4 t "X 2"A325 H0603 H0300 "��. Nxan,oEumvLuu'L"B m 11 doD 030 em1 075 wex24 ^ 11 Sa0 eat 1_oB a75 W8x24 2 8 "X 3"A325 H0633 H0320 a`:o5�ev�"�vl'Y 3 4 "X2t "A325 H0610 H0310 za a oa o 3e a o0 6z5 wawa la 00 12 N N l 5 l\O 0.583 N N 0 0 1'-1 1 0" 1'-o h6" V m CoCL m N N m m In U f f _ Y Y ' H F E > v 1 i1 C 0 n V V C � C ra N m N a t N Entrance 0 0 Building I r� i 00 m m (3) \2) U m m T C b is on -h 1 1 29/— ? o -- B 'Idi ' Z v f zco,O L L C= in be O X m m a hi� N 01 C � J Q C O +, u a In Vt i O u L J U FINISHED FL00 TI N: 00 0" J w OJ BOTTOM OF B EP AT - 1 FINISHED .�. • Ll fi�OR� Vh E �. •+ u w f0 p. b0 otl J C vii L.l_ �_ 77/e" 4' 101/a" 6" w > > U m a Q 6'-0' w Q p Co p v F tt0 a 0J U Ln 0 L p" L 7 o O Q V Q Z r-I m aH 32 0 Notes: \U k. For column and rafter mark numbers,see Mark Number Plan. NSIFS indicates that flange bracing is required on both sides of the frame line. For expandable ondwall rigid frames,if flange bracing is required on both sides(NS,FS)of an expandable endframe,the opposite side flange brace 41179 will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition. :r;I fir"�" ',y,Yvtt ��' CO If NSIFS is NOT indicated,only one flange brace is required and Lan be located on either side of the frame. E Material Schedule indicates the long side of the interior columns.Columns at the ridge are typically"flat-top"columns,unless Indicated by the"*"symbol. _ Bolt Schedule - m -�o�oa 9vm" o to 2. Low Plate High Plate Outs de Flange aside Flange Web (rigid frames shalt have 50%of their bolls installed and tightened on both sides of the with adjacent to each flange before the lioisting equipment is Width Thick Wift Thick Wdth Thick width Thi, DepIhl Thick C" released. wexlo U Qt Bolt Descnp bon Bolt# Nut# s e.00 038 e100 aza _ wexz+ Y 3 a n0 0 it 801 025 wex21 1 4 ill"X 2"A325 H0603 H0300 E= �A s�v�V_V a V V 11 yr O O N N O O 12 m m 0.5 12 0.5 3 3 F- F- x = m m f � J J 65 011/16" 1'4• 1'-4' 65'011/16" F- 1 1013/1 - 10i3f1 " 1U13/1 " 5'-0• 5'o• 5'-0" 5'-0" 5.-0• 5'-0• 8> „ 13 �� la 3/i." 1 s-o• s=o" s-o• s-o• s-o• E v 15 -1013f1 " fl t3 4'-1013 10 3/1 1•. 0/ 8„ - x 4' 10 /15' 1 4' 1013f1? 4'-10 f16" in v 1 4' 10 4' 10 N LL .�u u1 LL LL ,�LL o 2'- f1" '31h c N N Ln V N V V l!1 ID O CL 00 4 A Q L V W Z LL Z Z Z LL Z m U U 1 LL V I U N ! m N (O y„ LL LL 1i m m N V LL Ol 0 L LLZ LLZ min C Z Z o C N m du �- 8 10 - - _ _ _ N i,5� 12 LL 1 4 �.ZI <l� 3 O 13 O o 2 j Ia Double Rod V _ to y w ( 9) I Y 14 0 o _ 0.25 12 1 6 10 Bracing(3/4"Rod) Mezzanine Finished Floor o ' o N U' nNi 1 2' Mezzanine Beam Mezzo isle Be m Mezzanine Beam ? Mezzanine Beam M1 zzanf a Beam, H �' J m o 0 ao ^ `mLO 0 1 ,\ ~ v 11 o w LL m On Gi a Fb, m I _ Double Angle FINISHED FLOOR ELEVATION: 100'-0" m j 1~ U 2 +'+ U V FINIS D u Bracing(4x3x t/2 Angles) BOTTOM OF BASEPLATE: 100'-0" - 1 FINISHED - FLOOR FLOOR E O ai _ ,�Z-, o a l=7 C Ln 00 O X o r w Q " F 2 a x a v 12'-91/g• � m � m a ti rYl 1 10/e a a> ' - ' 1 " w C w _ J N 29-0" 17-3" 26 9' 25"0" 25'0" 20' 8" 15'-4" 4. N Q w STEEL LINE F r STEEL LINE 130'0" t C AA OA B.5 E-) u v Ln to Ln 0 U V J J N E Material Schedule as w ro 4--' C: T L Low Plate High Plate Outside Flange Inside Flange Web 4- ID 1V1dih TI"cx "M Thick VNdlh Thick Width Thick D hl Thick o"A2 f6 Q Q 1 800 038 1;00 0.25 6.00 0.25 12.00 0,15 1200, C m C r 2 6.00 038 600 038 6.00 0.50 6.00 0.25 1925 019 19.25 , , , � Q O 3 10.00 0.67 9.00 0.63 6.00 0.38 &00 0.50 22.00 0.2E 4000 41 aN U-)a Z 0 ¢ 4000 028 4000 F U S w In .0 m �' 4 8-00 063 B 00 0.38 600 0.31 8.00 0.38 3290 022 2525 u' 0 Q V � Z o Q 5 600 050 8.00 0 50 5.00 0131 &00 025 2515 0.16 3000 °' 6,00 0.50 6.00 0-38 30,00 0.15 KOO Notes: G.W 0.38 30,00 0.16 2525 k'1' R. S.f•- Plan.b k N M b k ft d For column an rafter mar numbers,see Mark an. 6 10.00 050 - 9.OD 0.63 8.00 O.fi3 11.50 Us 1150 7 10.00 050 - - 6-90 0.63 B.00 0.63 1L50 0.25 1150 NSIFS indicates that flange bracing is required on both sides of the frame line. 8 6.00 0,50 6.00 OSO 6.00 0.25 600 0 3B 25,25 0.22 3000 For expandable endwall rigid frames,if flange bracing is required on both sides(NSIFS)of an expandable endframe,the opposite side Mange brace , RF 41 179 9 8,00 0.50 8.00 0.50 800 038 B 00 B 38 1200 0.15 1200 will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition, a r11kT�� 10 am Q50 6.00 0.50 600 0.25 "Ill 0.50 25.25 0.19 33.71 Bolt Schedule °S7�AL' 3331 0,19 30,0o If NSIFS is NOT indicated,only one flange brace is required and can be located on either side of the frame, e o � 11 11Z 0.50 800 0.50 W016 indicates the long side of the interior columns.Columns at the ridge are typically"flat-top"columns,unless indicated by the"-symbol s t9 D Qty Bolt Description Bolt# Nut# 9aai ng ase O u p.uu 0.19 6.00 0.50 600 031 600 6.31 39,06 9.19 2525 Rigid frames shall have 50%of their bolts installed and lightened on both sides of the web adjacent to each Flange before the hoisting equipment is - &OO 025 25.25 0.16 25.25 8c§.2=a.e0"Fvg&=i released. 1 8 3 "X 3"A325 H0633 H0320 - E �aa3�_ O *e> o 13 B00 0,63 800 0.63 800 038 8.00 063 4i00 025 3800 a" EFd� -r!`_•' Ln 2 8 5, "X21/"A325 H0610 H0310 r s _jtj h -4, a 14 10.00 0.63 BAO 0.63 8-00 0.38 &0 050 2200, 019 40,00 ,j 4 5b"X 2 t�4"A325 N0610 H0310 �`@ ea, o5„sal 40A0 0,28 40.00 I O N l\D kDD N fV O O Ln N CC of m m x 2 co 00 J J F- H 0.5 12 12 G 0.5 > v . w � 55-011/16" 65'-0 0 T-4 1.1. 116" V al 4'-1015/16'A'1023I1G 4'-1013/16° A'-10 tTr16" 4'-1013/16" 4'-10'3/16:.4'-1013/16• 17T 13 ' 01%"4'-1013/16' 4'-1013/15 5•_tr 5.0. T-0'. 5, al C) 5'r1• T-0• 5••0• C v N �fNt m N 5 0' -St/2 1'-7/ia 8" N m '0- ,D LL V m M p1 N lJ N N LL/aa/�1 a 31/t• cal m N m m Z Li Z U U\ VI L LLVLZ u.Z LL W m ut wbtiZ N U- - (_3 _ _ _ _ _ _ _ _ LLzCO o I oil. O, �4) 1 �.• o 2 ��; o O ^�1 � � �v O O O GXCROI " W -J ^i r rl (L2-1/LX2-1kX1/A 1 w 1Y > d m m o INI w w 0 y H m m in to a O O N N iD (1� yTi 1.r1 L(1 � N 2 y U m m z o 0 o E v`r ~ _ z ] Z `0 ui y lD ~ w ~ 0 C X r W Z: LnO 'C -C r0 V Q J 1 l0 m r-I an U- U- � FINISHED FLOOR ELEVATION: 100'-0 FINISHED BOTTOM OF BASEPLATE: 100'-0" lA OOR EINISHAQ J x z FLOOR U F +� w Q Z a Q x a � w ^ ¢ w C > F- N = a O w ' 125'-53/4 1' 111/B" g• o U STEEL LINE oo L/1 130'-0* STEEL LINE Ln Ln p O l J U O J N V 1E ro 4, _ >_ ruQ LEQ " " w� o 5 rn In zU C �� C 0 w CL i o i l0 Notes: a Q = Q m 0 1L - Material Schedule For column and rafter mark numbers,see Mark Number Plan. R v`'"�1P Ip Law Plate High Plate Outside Flange Inside Flange Web NSIFS indicates that flange bracing is required on both sides of the frame line. Width Thick Width Thick Width Thick Width Thick 0001111 Thick t 10.00 063 10-00 1.00 10-00 050 1000 063 2200 031 5100 For expandable endwall rigid frames,if Flange bracing is required on both sides(NSFS)of an expandable endframe,the opposite side Flange brace - 5100 0.31 5100 will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition. 41179 `�•k`T 2 1000 10,00 0.63 10.00 0.50 10.00 063 50.00 028 2925 1.Cft3 Bolt Schedule If NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the frame. 3 10.000.75 0.75 10.00 0.63 1000 0.50 10.00 0.63 2925 0.25 2925 E .,S`7 - 1000 038 2925 0.22 3900 """indicates the long side of the interior columns.Columns at the ridge are typically"Flat-lop"columns,unless indicated by the"""symbol. 6 ,E w 4 10.00 075 10.00 063 10.00 050 1000 063 2925 0.25 2925 :i• Qty Bolt Description Bolt# NUt# Tes.5pi E 101 � � 1o.00 0 3e 2s-2s o 2z 3s oo Rigid frames shall have 50%of their bolts installed and tightened on both sides of the web adjacent to each Flange before the hoisting equipment is �/ °;a' 5»=a¢ c g released. 1 8 1 fb"X 3 f "A325 H0660 H0340 �� ^�e`• =ag= O 5 1000 100 1000 075 10.00 O50 1000 075 5100 026 2925 § T. • p='mn'4^'il Lei o D�..sa SE^s l000 os3 0.00 100 l000 aso loon 063 zzoo 0.31 5100 2 8 1"X3t "A325 H0640 H0330 ~�i;'• `, g,.��1 " a 5100 0.31 sloo 3 8 7 "X3"A325 H0635 H0325 ' r H � N N �p tD N N (j O to Ln r � � F— H 2 2 aO m z X: J J Y Y H f- N 0.5 12 12 0.5 0 V OJ 11 65'-011 C •O m 13 4,-1013716" 4'-1013h6" 4-1013hfi' 4'-1o13/16" 4'-1013/16" S'"e• (j•.Dn S.•e. N m 13 4'-1013h6 T-1013/16" 4'-10 /16" S''D• S'-0• T-0- S.�„ _ gl . 4'-1015/16" 4'-1013/lfi 4-1013/16" 4'-1013/lfi 4'-10 /16" S• 5.0' S.•0. = L b- t0 to coZo ID� o LL r w V\ 3'33f1" 00'AN l/1 n` U7 N to U U VI '0 VI U U VI !n �N m mill m Z coZ m Z LLZ LL Z LL z UZ m O3 U N �` -� Q Cos. MXH007 w Z w �+- 011- z _ _ _ - - - _ _ _ i� (W8X24) a� m2 o iv HEADER STUB O_ - - — - //�� l N O O 1 1 L/ �S� 3 n Wrn FBC66 �y F m m NS/FS LL 2 < 3 > 00 4 , o 3pl�� rn rn Qb��c.'6 Ff3.C62 Ln n w � w NS/FS Y ? i.l d E F w o _ o w w a a O Z Eo u 00 co _ _� iDLU N J O L C N w i V m V t0 w Ln b0 O )< coto a ^ a W Z - o FBC 6 m a Li Ln ° ~ Ln ~ Z) Z NS/FS LL 1 w O X , x N O Z O w Q - J H U J 1P w Q U r 4J FINISHED FLOOR ELEVATION: 100'-0" Q U BOTTOM OF BASEPLATE: 100'-0" _ FINISHEDFINISHED _ C FLOOR FLOOR 0 .t_L ti U Q U Q W a' w Q a x Q t/1 x a n w a w � H > U) C Ln w 127'-9 /4" 1•_61/• L7 Q a O > 3 w L7 B" o J 1J STEEL LINE 130'-0" STEEL LINE J F N U1 O q0 w ro O M >_ ro Q �o o m � .aEv Ln Z v zU �� f w a LIDo0a a Z m � Notes. a�y�yt1P For column and rafter mark numbers,see Mark Number Plan. t• �lr,�: Material Schedule NS/FS indicates that flange bracing is required on both sides of the frame line. ID Low Plate High Plate Outside Flange Inside Flange Web WId1h Tlsa Mdkh 'Ihiek Width TNck Wldol ThickDepthl Thick oyw For expandable endwall rigid frames,if flange bracing is required on both sides(NSFS)of an expandable endframe,the opposite side flange brace 41179.. .� 1 10.00 050 10.00 0.37 10,00 0,50 15.50 0.28 1550 will have to be installed at the time 0f expansion.These flange braces have been provided,as required,for this future condition. Bolt Schedule ),'M�r'/ , v 2 10,00 0 50 10.00 0.75 10,00 0.50 10.00 0,50 32 00 0 2B 38 00 CAI.� If NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the frame. E 3 %00 075 12.00 0-75 t0.Q0 0,75 ta,00 0.75 38 �V>00 026 5100 ' Qty Bolt Description Bolt# Nut# K 1 ..k 10.00 063 5100 028 5850 ""'indicates the long side of the interior columns,Columns at the ridge are typically"flat-top"columns,unless indicated by the"""symbol. _ AL c�Gg�`E: a €• N O 4 10 00 050 12D11 0.75 Joao 050 W" 038 4500 _ 0.28 49-00 Rigid frames shall have 50%of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is 1 8 "X 2 Ilk"A325 H0610 H0310 • 10,00 063 1000 050 4900 0 28 58 50 g g t g g ,o g�s` ,�o a� e- ' L.L released. 2 8 1"X3lk"A325 H0640 H0330 � _ `+�'_° �Lf O 5 1000 100 1000 075 10.00 0.50 1000 075 5850 028 4500 ^�`^"B•�Ee�ndl^. ' r 3 8 1 J 'X31 "A325 I H0660 H0340 gJ.„ge- �• �2` 6 10,00 063 %00 1.00 10.00 063 1000 0.63 17-00 0.31 5850 +ia€�=�zF 2 �gZa d 5B 50 031 5M50 4 8 -VX3"A325 H0633 H0320 Ftli 4 UlilArti`i .. t 1 ' � 00 N N O O � ul 0.5 12 12 0.5 CO Co3 65-011h6' — — 65•-o11h6" 1•-a• i•_4_ In co E E q-1p15h fi 4'-1013/l6°'r-1013h6"4.,1017h6. 4•-1o13h6"4'-1013/15 4`1011hfi 4'•ltliiha'4'-1013115 4'-1013/1fi" 4'-1011h1s 4'-1013/1fi"� -10 h6' 9'-tl• — _�_ +"'0' S•_tl. S-0` Y Y E > 41 .It e} N N N iD li Ln n'n vNi N U N U U ppVpp.. I!1 10 N U Y LL u= U m cc LL m ao z z - m m m ~ ai N LL coca U ` in C m Z aLZ u. LLZmZ' O M 7 p N CD Ul 71 o O v m o ■. I�` z FBC44 NS/FS LL w (L2-1&X2-1hX1/4) Y .1 1 N W J m FBC36 z FBCQp F. > 00 m m j 14 < m 13 H rn 0 J iO LGMM FINISHED FLOOR ELEVATION: 100'-0" u z 2 d FINISHED BOTTOM OF BASEPLATE: 100'-0' O E FINISHED Z w FLOOR J C) L c = Z FLOOR 0 T x Z 2 0- Z III c0 i1 LL O W Q U w K Q� w LA d 2 Q C: a w 1-21S/16" 126'-101/a" < 1-25fi +J O Q STEEL LINE 8 130'-0' STEEL LINE C O . 4= O O l/1 LA rn O J U J N r C C bA w f9 a✓ C _12lJ L Q Q C m C t 2: a) w Lfl r U Ln'� 'C F /� _ m V CL >r p HTI L Notes: <D d I— U= J ,L R. Material Schedule For column and rafter mark numbers,see Mark Number Plan, �, .r ( Low Plate High Plate Outside Flange Inside Flange Web to NS/FS indicates that Flange bracing is required on both sides of the frame line. Width Thick Width Thick Width Thick Width Thick De Ih1 Thick Deplh2 1 1000 0.63 &00 too 800 031 e.00 063 14.00 0.28 4e.00 For expandable endwall rigid frames,if flange bracing is required on both sides(NS,FS)of an expandable endframe,the opposite side flange brace 46.00 0.31 4800 will have to be installed at the time of expansion,These Flange braces have been provided,as required,for this future condition. . i 41179S h 2 6.00 1,00 6.00 0.63 600 050 600 0.63 46,00 025 2925 Bolt Schedule If NSIFS is NOT indicated,only one flange brace is required and can be located on either side of the frame. 3 6.00 050 E00 0.50 600_ U8 600 0.31 2925 D_22 2925 E 600 050 600 025 2925 019 3900 """indicates the long side of the interior columns.Columns at the ridge are typically"Flat-top"columns,unless indicated by the"'"symbol- d w 4_ 6.00 050 600 050 600 036 600 0,31 29.25 022 2925 a ID` Qty Bolt Description Bolt# Nut# aso a"Eoa a O Rigid frames shall have 50/o of their bolts installed and lightened on both sides of the web adjacent to each flange before the hoisting equipment is \ =o;=8 a _ 600 050 600 025 2925 019 3900 =pm LL 5 600 100 600 063 600 050 800 0.63 4600 025 2925 released- - 1 8 1 fb"X 3It"A325 H0660 H0340 =" n'a` =e=a O oa 00 6 1000 063 600 100 600 031 800 063 14.00 026 4800 2 8 "X2lk"A325 H0610 H0310 NA_vE,Jvsw� oE= ; a 4600 031 46.00 =EN =vr 3 1 8 Ala"X 3"A325 I H0633 H0320 ' r � 1 10 O A � t>] N N O O n N r of tr ¢ GO GO F 2 co m co 12 0.5 12 0.5 F— ra E > 65'-011/16° 65'-011h6" w 13 4'-1013I16" 4'-1013h6" 9-o• C Y 4'-1015/16" 4'-1013/16" 4'-1013h6" 4'-1013hb�4-1013h6 4'-1013/16" N-1013/16" 4'-1013/16' 4'-1013/16" 4'-1013h6' 4'-10 lfi" 5'0• 5--0" 5`0• .516 1'-79h�• ai 0 8 C 3'-31h" E o Z3 N ep ,W N M C M N N p 03 W 1-1 1OL m W W m W M (0 - - - - _ - - O Cox I1a 3� 1 6 -. - o .� C o <1 <.1� O O O F m O in M 1 1n C N O H 0 O 00 Lu 1n vIn rn rn ID in 10 N iD \ 13 O O E N Z �p Ilr, J O L C .7 L!1 b0 O x O M L � in m + m` n. tl_ f` F OJ FINISHED FLOOR ELEVATION: 100'-0" FINISHED FLOOR ELEVATION: 100'-0 _ FIN15HEf) BOTTOM OF BASEPLATE: 100'-0" BOTTOM OF BASEPLATE: 100--0 FINISI-IED _ J FLOOR FLOOR F +� z x a Q x z U w C w ¢ a x Q O x a w a 4� w H > w 11 > a o w 1'4" 13'-8" Z5'-0" 25'0" 25'-0" Z5'^Q" 13'-57/8' w O_ 01 101V 8" p to L STEEL LINE 130'-0" STEEL LINE u1 O I M � t~ 0J AO 1ri tF E 11D w ro 4 N � � a � Q Material Schedule a 0 m 0 Ln Low Plate High Plate Outside Flange Inside Flange Web � O O � N 0 ID� a OJ :h5dni Ttvck width Thick width Thick Width Tlata De wI ]k,* i;�,�n� a V N ,S f� o t—t � Z O o O Q GU Q m 2 esoe3 F- 2 a 3 - 85105 Notes. 1. R, q _ 8$073 llF V.1.P/)1��• For column and rafter mark numbers,see Mark Number Plan. "tee• �fi�� - s eslos NS/FS indicates that Flange bracing is required on both sides of the frame line. r �' 7 8,00 038 800 022 123075 For expandable endwall rigid frames,if flange bracing is required on both sides(NSFS)of an expandable endframe,the opposite side Flange brace �� 41179� 4v� e 8.00 038 800 022 2soss will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition 1i•1, z s7avnl,t ' s 8.00 038 too 022 12So75 If NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the frame. E 12SO75 C W 10 e,00 0�8 ss7 0.38 lzsoas indicates the long side of the interior columns,Columns at the ridge are typically"flat-top"columns,unless indicated by the""'symbol O Bolt Schedule lzsoas Rigid frames shall have 50%of their bolls installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is `-u. q - �- TfQV_� v "'c LL 11 Boo 038 8,00 0.22 12s075 released. ma z`e`A`s-A,$Z O 12so75 ID> Qty Bolt Description Bolt# Nut# Irs. E---3 uz� am 12 BAD 038 8.00 0.22 125049F. �u Il a 12 IIA 038 8,00 o 1 "_38 W10*2 I 4 X 2"A325 H0603 H0300 N N ko LC o 0 aCr ;Y cl: s m m , J J O O P- O E a, w � o v 1 c P-111/2" 1' 11 f2 M N m cv L LL ¢ o = ~ bo a. +n N a0 C O O rI z ti a O m D ao LyLntn rn O L G j u1 ao o x J m m d U 4- FINISHED FLOOR ELEVATION: 100'-0' Lil Q BOTTOM OF BASEPLATE: 100'-0" C FINISHED O FLOOR or U 1 W N 1 J VI F¢- W kA DE I14 Q 1 a Z U 22'-33/4" 1•_11 Wo LL w GJ I d E O 10" 24'-6" 1 a 1 J (LO 1 w J LL STEEL LINE 25'_4" 1 (13 1 1 V� r i 1 I w O I I +' C N a Q Q 1 u _ 1O -INDICATES PROTECTED ZONE.NO DRILLING,WELDING OR FASTENING ` coQ IN THE WEB OR FLANGES IN THESE AREAS. Q 0 c t` � O a O L a =3 ULO Ww0 z cc w fl o� z lD 0 �2a Notes: R, d'. For column and rafter mark numbers,see Mark Number Plan. },. pF 1W1. �2 C N NS/FS indicates that flange bracing is required on both sides of the frame line- For expandable endwall rigid frames,if Flange bracing is required on both sides(NS,FS)of an expandable endframe,the opposite side flange brace 1� W� will have to be installed at the time of expansion.These flange braces have been provided,as required,for this future condition. v�;,Sh 1s 41179 tg�^,,\�k• S TONAL If NS/FS is NOT indicated,only one flange brace is required and can be located on either side of the frame. 10 Material Schedule indicates the long side of the interior columns.Columns at the ridge are typically"flat-top"columns,unless indicated by the-"symbol. s s a a .-5 10 Low Plate High Plate Outside Flange Inside Flange Web " Bolt Schedule ag z�3n �s It 1 Rigid frames shall have 50/n of(heir bolts installed and lightened on both sides of the web adjacent to each flange before the hoisting equipment is $Width '(hdc WId1h ihltl 1MIdRl Thick Width Thick Depml TW W1 S„p.�va-.'9_— ' .off LL released. $ 1 8,00 038 1000 125 800 038 800 0.75 12.00 138 1200 06c5 `�!A..Yjf 6}3 Q 2 10,00 1.25 1000 125 &00 0.63 8.00 063 22,2s 0.28 2225 y �js Exii�iv3 ID Qty Bolt Description Bolt# Nut# nds.Ffi� =�gk; x o 3 4.00 &H laoo 125 1.oB 0.3e Boo 075 12Do 0.38 12.00 1 8 11 "X41 "A490 X X Q`e'N�: s % ' 1 CD C3 00 Do N (V � Q O A Q C2D � L 1Q 2 O3 2.4 SEE NEXT PAGE 'o 1 I SEE NEXT PAGE m m I 1 '� FOR EXTERIOR MEZZNiNE 1 1 SEE NEXT PAGE 19'-3" 5'-9"' FOR EXTERIOR MEZLNINE � 3 19' 3" 5'-9" 19'-3" 5'-9" FOR EXTERIOR MEZ2]V1NE ~ Cxwo13 MX6007[4] fn cxeool (waxlel ;.i FBC26 - - q - OA = - MXB005I41 - --� O-- - - - - -� If1 Y Y ' H F- N N O If m 1 o p rn C5 law �; I (n m m Ir II m E N O) p m m rn-I N I rn-1 ri ~ co f 3500 F N man va4 0 cxwB12 STAIR LOAD - -- B.5 a, cxw001 (WB%1B) C �J -- - MXBOOB[3] m N m N N I _ :i toox. rn o Q1 LOi � I m m rn N F0050 0 � N N O p O N K x N N FBC 0 FRC50 ZI cam -olig F F ron. O N �\ 1DR O - - C%W002 CXB020 ----- 0E ------N N ,oax O ryromcX 0a) 'Itm m o o LL (n a`1 00 of rn Ln N FOC. FBC iO Q L11 a0 iV Flscso lore F#1cs0 N t " m In o ^ v o u 2 E v v N I X N rl p 100t C) v rl fV O � 0 u l J L0 bA O C%0003_ ©------ - - -- -CD ©-- �� T Q L K m _ loot L. Cp m a li C%W003 rt N ©--- l - - --O - Itltl2 N EA t� C50 Ft5C50 N in fp lft N N � � iv 0 root F0050 N N O I Q In Ln root C N p O N N m On X X f -� 0--- -- - -- --� N CXW004 1 CXWO13 _ 1V nl I'BC50 roox FBC50 a0 aO l003 0 0 cp J >_ N FPCSO .C50 o N N J w O N W aj OO 0 �. IOBl a--I C N m PORTAL RAFTER m N _ __ --- _ _ _ J,g - J.9 Q Q X FLANGE BR ACING X 1= V J.9 - - f (3)LOCATIONs f J•9 in PORTAL FRAME CxBBzz I rzmu0r 1w121Ftt1 -- ©--- -_m (27)K SERIES JOISTS (a:) 25-4" v L LY] Q J 9 THIS BAY U.N.O o in Q C C [� cxwoos 3500 q 25'-4" Ql PORTAL FRAME STAIR LOAD _ _ ____ a o 0 25'-4" O-- — - --- O O O Z V w N m " o Z l0 cXBBB4 N - -----*� a o Q u Q CXWO06 cxwolo a 16'0" 9'-01 9' l 16'-0' -0" 1 It.. Q _ �,. NF4.4 NcxwooT cxwoll_ 2 16'0" 9'-0' MEZZANINE JOIST PLAN k� 411791� CD ® & MEZZANINE DECK PLAN I, rr.nu' �/cNA1. ING E MEZZANINE BEAM PLAN FLANGE BRACE LOCATIONS REQUIREMENTS-SEE PAGE M2 FOR DECK ANDFASTEN NGSCIHEDULE. f.91='.'AMINE AFAM'il:E5 m= z Eo '�• 4�+ I.U. I ally Un nt Flu.. wn 1F" N Itl 715.1 B'J11 1a1 11 t+ n.zg :2<I I.t 624 Ba a e _t gLia$ 5 141 _zs mat3 .ITS ,iC, 9_s e'.a_le r-I lol su u.nx .tt>.i ME1101fignI oa t � tr Lo ZONE DECK LOCATION FASTENER TYPE SPACING SPACING SPACING C 5 2 5 2 N N 3 1 22 GA SUPPORT SDI APPROVED H1075 ELCO J12 W/ 15 ORANGE TIP 36/4 'SIDEIAP 12-14 x 1" TEK 5 SCREWS (H N N1040) OR 25" O.0 1 CP2s 4 1/4 -14 x 1 1/4"(H1020) SPACING SPACING SPACING 1 I v o 1'.2- 4• I vi to cxaoia cxeoa,a GD -- on -- - -GE) COLLECTOR/CORD SDI APPROVED H1075 ELCO #12 W/ N5 ORANGE TIPCC) co LOCATION: GRID LINES A&J.9: (4) FASTENERS PER FLUTE J J oo, COLLECTOR/CORD SDI APPROVED H1075 ELCO #12 W/#5 ORANGE TIP 1 III II LOCATION: GRID LINES 1 & 3: 10" O.C. q m m COLLECTOR/CORD E v N CO FBC50 TBC50 In N w v x III I x LOCATION: o e p BLOCKING BETWEEN JOIST LOCATIONS c _ ooe IRP_ HAT CHANNEL LIINES 1 3 M �- p -i N m QU n -O STRUT ANGLES SIDELAP FASTENER SPACING 0 z N/A LEDGER ANGLE Ia EXTERIOR N/A AP0502 MEZZANINE JOIST PLAN B-DECK - 6x6-W1.4xW1 4 WELDED WIRE c N o r MESH (BY OTHERS)CENTERED W J rn o o FLANGE BRACE LOCATIONS `r BETWEEN TOP OF DECK AND I, 00 00 m M 36" COVERAGE TOP OF SLAB I.- I �' 4� r�I N • z T 36/11 PATTERN TOTAL 1 TOP OF SLAB t u m m SLAB Y ,, , Y Y u 2 v C l I / 36/9 PATTERN DEPTH TOP OF DECK 0 Z E C ti 25'-0. J 0Lr) CO p 36/7 PATTERN r .7 m` X L m � a � � 36/5 PATTERN B-DECK LL Od CE - I HA F-- — E C 36/4 PATTERN �/ T 36/3 PATTERN 11 I OJ I o I o • FASTENER LOCATIONS AT SUPPORTS [ N N SEE SCHEDULE FOR FASTENER TYPE PARTIAL SHEETS MUST BE ATTACHED EVERY FLUTE (36/7) N ENDLAPS TO OCCUR O SUPPORTS ONLY, MINIMUM 3" N LAP CONCRETE REINFORCEMENT O A DECK ATTACHMENT PATTERNS J w o AP0503 AP0504 ai ` C x ctf v= LL1 DECK DECK V ,1015T CPCKIN� A ELCO FASTENER MK.9E PLAN F1 Q A7 12"0-C. L C m � JOIST JOIST (MK, x ) Q r, -J a O EXTERIOR00 JOISMEZZANINE DECK PLAN (MKTSEE PLAN) ~INGu '� W 'C a o Z FASTENERS / a Q = Q o AT 12"O C r, (MK. H1D70) S`�.L R• S 41179 i Notes: VIEW ..A.. ��.. oTs, -`{_,~ 1's/CNAL Y'N BEAM See mezzanine details for joist and deck handling notes. o e See mezzanine details for mezzanine speci e`o«�:6:as -age specifications. JOIST BLOCKING DETAIL �E� s er�3ggg`- O ..o '6't indicates tagged end of joists. BLOCKING BETWEEN JOISTS ( AP0505 ) oEaPzE Part Sizes Z 0 0 �a LE8 10E105 `D `V J 3'63/4'I j J j 3'63/4' J J 8E060 0 0 - —� �a a LOW EAV � 1( o= 3'63/4" 3'63/43' 63/4"�3._63/ 3_63/4. 3_6/q 3_6/ 3 6/4 3 6/q 3_6/4Elf 3_6/43 6 /4 3-6/4 O-- E11002 E11004 E31007 i101 E11014 E11007 E11013 E1101 11012 O m m PIZOOB(1OZO89) P1Z011 P1Z014(1OZ067) P1Z016(1OZ067) P1Z024(1OZ120) PIZ019. 1OZ060 : P1.Zola(1DZ0b0) P1Z021 1OZ060) P1Z023 J J O Y Y P1Z009(1OZO89) PlZO13 PIZO15(1OZO67) PlZO16(1OZO67) PlZO17 1OZ120 P1ZO19 1OZ060 P1Z018 1OZ060 P1Z021 1OZ060 P1Z023 : ~ ~ P1ZO09(10ZO89) P1Z013 PlZO15 1OZO67 PIZO16 1OZO67 PlZO17 1OZ120 PlZO19 1OZ060 P1Z016 1OZ060 P1Z021 1OZO60 P1ZO23 __-- © v w P1Z009(1ozoA9) PlZ013 PlZO15 1OZO67 PIZO16 1OZO67 PIZO17(1OZ120) P1Z019 1OZO60) P1ZO18(1OZO60 PlZ021(10ZO60) PlZ023 �� 0 n ( ) PlZO09(1OZO89) PIZO13 PlZO15 1OZO67 PIZO16 1OZO67 PIZO17 1OZ120 P1ZO19 10ZO6D PIZO18(1OZO60) PlZ021(10ZO60) PIZO23 C: -O o E = P1ZO09(1OZO89) PlZO13 PlZO15(1OZO67) PlZO16(1OZO67) PlZO17(1OZ120) P17019 107060 P1701R(IOZO60) PIZO21 1OZO60 1 PlZ023 N co O N P1Z009(10zoB9) PIZO13 PlZO15(1OZO67) PlZO16(1OZO67) PlZO17(1OZ120 PlZO19 102060 P1Z018 1OZO60 P1Z021(1OZO60) PlZ023 LL PlZO09(1OZO89) PIZO13 PlZO15 1OZO67 PIZO16 1OZO67 PIZO17 1OZ120 PI-ZO19 1OZO60 PIZO18 1OZ060 P1ZO21(1OZ060) P1ZO23 -- O a D CBS 011, P1Z009{1OZO89) PlZO13 PlZO15 1OZO67 PlZO16 1OZO67 PlZO17 1OZ120 PIZO19(1OZO60 PlZO18 1OZO60) P1Z021(10ZO60) P1ZO23 O P1Z009(1OZ089) PIZO13 PlZO15 1OZO67 PlZO16 1OZO67 PlZO17 1OZ120 PlZO19 f 1OZ060) P1ZO18 1OZO60) P1Z021 1OZO60 PlZ023 N N PIZO09(1OZO89) PIZO13 PlZO15 1OZO67 PIZO16 1OZO67 PlZO17 1OZ120 P1ZO19 1OZO60 P1Z018 1OZO60 PlZ021 10ZO60 P1ZO23 M O O O in W J m H N L Ln P1ZO09(1OZO89) PIZO13 PlZO15 1OZO67 PlZO16 1OZO67 PlZO17 1OZ120 P1Z019 1OZO60 P1Z018 1OZO60 P1Z021 1OZO60 P1Z023 tn m 00 � p P1Z009(1OZ089) PIZO13 PlZO15 1OZO67 PlZO16 1OZO67 PlZO17 1OZ120 PIZO19(1OZO60) P1Z018(1OZO60) P1Z021(10ZO60) PlZ023 o 0 y o2vMa P1Z010(1OZO89) PlZO12 PIZO16(1OZO67) P1ZO15(1OZO67) PlZO17(1OZ120) P1ZO18(1OZ060) P1Zo19(1OZ0(i0) PlZ020(1OZO60) P1Z022 �- C P1Z010(1OZO89) P1ZO12 P17016 1OZO67 PlZO15 1OZO67 PlZO17 1OZ120 P1Z018 1OZ060 PlZO19 1OZO60 P1Z020 1OZO60 PIZO22 ai J O L C Ln 0 X P1Z010 1OZO89 P1ZO12 P12016 1OZO67 PlZO15 1OZO67 PlZO17 10Z120 P1Z018 1OZ060 P1Z019 1OZ060 P1ZO20 10Z060 PIZO22 Z O - v O m � m a LL in ,� P1Z010 1OZO89 PlZO12 PIZO16 1OZO67 PIZO15(1OZO67 P1Z017 107120 P1Z01B 1OZO60 P1Z019(1OZO60) PIZO20(1OZ060) PlZO22 ^� in N PlZO10 1OZO89 P1Z012 PlZO16 1OZO67 PlZO15 1OZO67 PlZD17 W2120 P1Z018 1OZO60 P1Z019(1OZ060 P17020(1OZO60) PIZO22 P1Z010 1OZO89 PlZO12 PlZO16 1OZO67 PlZO15 1OZO67 PIZO17 1OZ120 P1Z01a 107060 P1ZO19 1OZO60) PlZ020 10ZO60) P17022 CD _ C P 1Z 010 10Z069 PlZO12 PIZO16 10Z067 PlZO15(1OZO67 PIZO17 1OZ120 P1Z018 1OZO60 PlZO19(1OZO60) P1Z020(1OZ060) P1Z022 ' ro P1Zo10 f lazos9 PlZO12 PIZO16 1OZO67 PIZO15(1OZO67) PlZO17 1OZ120 P17018 Iozo60 PIZO19(1OZ060) PIZO20(1OZO60) PIZO22 0,( � C P1Z030 1OZO89 PIZO12 PlZO16 1OZO67 P1ZO15 1OZO67) PIZO17 OZ120 P1ZO18 1OZO60 PlZO19 1OZO60 P1ZO20{1OZO60) PIZO22 j N C In U E N J P1Z010 1OZO89 PlZO12 PlZO16 1OZO67 PlZO15 1OZO67) P11017 1OZ120 P1Z018 1OZ060 P1Z019 1OZO60 P1Z020(lOZ060 ZD22 p1 J J 11 P1Z010 1OZO89 PlZO12 PIZO16 1OZO67 PIZO15(1OZO67) PIZO17 1OZ120 P1Z016 f 1OZO60 PlZO19 1OZO60) P-IZ020(1oZ060 P1Z022 --- -.� O ix (�� ► C O C� ' 1Z0 1 ZO89 PlZO12 PIZO16 1OZO67 PlZO15 1OZO67 PlZO17 1OZ120 PlZO18(1OZO60 P1ZO19 1OZO60 PlZ020 1OZO60 PIZO22 0 � Q LE Q '^ o P1Z006 1OZO89 P1Z012 PlZO16 1OZO67 PlZO15 1OZO67 PIZO17 1OZ120 P1ZO18 10ZO60 P1Z019 1OZ060 PIZO20(1OZO60) PIZO22 ro L PIZO07 1OZO89 PlZO12 PlZO16 1OZO67 PIZO15(1OZO67) PIZO24 1OZ120 P1Z018 IOZO60 P1Z019(1OZ060) PlZ025 1OZ060 P1ZO22 i Q P1Z002 M 11.001 E1.1003 11005. _ - E11006 E11008 _ C71O0'' E11D0 - E1100 E1_ 11 Q 0 co 0 (1OZ075) C� 1OZ009 PURLINS C a••+ F tl1 4+ L11 P1Z002 -�1 O - THIS BAY U N,0 a Z � w 1.OZObO PURLINS < OO a 01 (7.0 (1OZO75) N ---------- -- TN 9AYU:N.O. zU C 1� ,C m P1C001 - LOW EAVE w Q i o U 2 � (100075) ` o O Q � Q z m © 25'-5" 24'-2" 25'-5" 25'-5" 24'-1" 10'-0" a _ 1 LU �,F.I I 1 I 1 t R. �S m I I I I I I 1 i I - •I��`: - - - C CD C U cb C Gb OG 3 4 5 fi 7 8 9 10 11 M r 41179 O" _ I Notes: C�r1JA1 \ o N � P1ZO05 N w (10Z075) Pudin and save strut connection boll requirements:A307 M£ ny x a: .Y CANOPY&ENTRANCE PlZO04 oov aj 2 N ROOF FRAMING 16'-0" (1OZO75) and A325 bolts are both used.Refer to the details for o ov o' N .bstLL P1CO03 specific requirements_ .a Bb .e"a= O 100075 '"-F'' - Ai 1 LOW EAVE 2 See crass socllon drawings for main Frame flange bracing, �zi; x� Ix - Ns r .1 -f 00 N N to �O N N 22 N N ca co e � � LOW EAVE 3 3 = x m m ` f f AT T I I I I I I I I I I 1 I I 1 1 -O PAB004 05 I—a- — / (2)PAB006 E > in � GJ I I I 1 I ~ (2)PAB006 C U Q -- - 14 1 a O 1 1 I 1 I I t I I I 1 1 I 1 1 1 I I (2)PAB006 1 t I 1 1 1 1 N m N T t- In LL (2)PAB006 -� I I I I 1 i 1 I (2)PA6006 � lye O-- -- -' -- - 1 1 ; , U' 61 � C NO O ri I �(2)PAB006 W U 13 0 o I I I I 1 1 I I 1 1 I 1 I 7 t (2)PAB006 Vi L ,>'Ln In _ t o -4rn (2)PBR25 C o E m Z ©-=i - ---- I t 1 1 I 1 1 I 1 I- —1 1 I 1 t I I 1. ( '� (2)PAC14 .1 L N I I 1 1 I 1 1 I ! 1 I 1 1 O C L � CD ru 1 m � m` aLL 0 yy (2)PAC14 I 1 1 I 1 I I I 1 I I I 1 1 (2)PAC14 a (2)PAC14 c In N L I 1 1 I I I 1 I I I I I f I I I 1 1 (2)PAC14 J p] , Jw o U0 -- w ©-- ------ I i i 1 i i i i i i i 1 1 I 11 I (2)PAC14 4� c a 1 I I I I 0 II1r,� 4- ( 3 !PAB007 t M - - - - - - - - - - - - - - - T PABOD8 Q c 00 Q c - - - - - - - - - - - - - - - - - - - - - - iO — rn q - � o v o ,n (2)ROWS (2)ROWS (2)ROWS Ln (2)ROWS (2)ROWS (2)ROWS (2)ROWS (2)ROWS a =3 M z 4v.1 1]0 w O - REQUIRED REQUIRED REQUIRED REQUIRED REQUIRED REQUIRED REQUIRED REQUIRED Z U .� w Ln .� m (2)PAB001 (2)ROWS w Q i o f , i � 0 (2)ROWS 1 REQUIRED PER BAY o) Q G= Q m =(2)PAB001 Oa (2)PAB001 REQUIRED LOW EAVE 7 (2)PAB001 1 1 25"'-0"1 25 15'-1" Z5'-5" '-5" Z4'-2" 25'-5" 25'-5' 24'-1" 101-0' I I I 1 Y 200'-0' (� I I 1 �J cz) G:) CD l J ® cb 10 1 1 �o. k.41 179 .vr rrravnt �'' Notes: t ILL - ^' spa � sE3 ^ (1I PAB_/PAC indicates purlin bracing.See roof l Al -Bg�-=g �°eo3„�a LL 10 framing details section BE for more info. � a ^t4 O �i r �E��x�a-0$��• N Nx211 `t��z�syos? � I 1 Part Sizes 8 0 RDB 5V ROD 1 cc M CD co co co P Piggy-Back Rafter Piggy Back Column RXW007 CXWO14(WBX24) W8x10 E > (u 0 4-11 Back Column L.) A CXW009 aj (W8X24) Pi A /f CNN 411 0 H Wall By 0 0 '-j Others UA -j 4-1 Top Cub R: 5, < Aviation Building t G 4 0 E Z M au LU 0 tx Spandrel Beam -r-CL Z: LL C 1 M MXH018 ca 00 0 (WA 181 N E M b LL -4 // /i�//j/!// 00 U aj Strong Back Column -1 MXB011 C: 4- < LE < Uj FINISHED c: I FLOOR a .0 o. .0 < 20 LW M > J6 < 0 0 4-j 4-J 7Y, Lr) cu 00 0 0 Z 4� V) I CL 1�0 6'-0" STEEL LINE Notes: A I Zj CL 1. 0" Z 0 < I See cross section drawings for main frame flange bracing. R, N4- 0V "I AISVI C�D A, (AD See wall framing details for standard girt orientation detail. 4-4 RD—indicates rod bracing. See primary details for rod 41179 brace assembly. At flush or inset girt condition,field slot girt webs.to E allow passage of cabletrod bracing. See primary details for guidelines, I-E -as riv ni 4Q�;C�41'jfj 5'-Z� Cut and drill girts as necessary for field located framed JA'g!.-j LL- openings- 0 E-Mr H-1 r QD -I C 0 N N O O V1 N m m 1— H 2 2 x m m E J J 1'_2" 1.2. E a', w � Gl Q ! ndre am e MXff02 wexl N m °1 0 W- O •:�I�a u Z H C N O r-I v - m mra J u MM i o E � � ' -4z w m m J un Co O tu is m m iD r O L N rn ;� ^� ` m m a. LL N N Sparld Bea iKHO19 (W ) LL 3'-0' C Tube Header MXT003 Q N (HSSBX6X3h6) o J U co ' J10 w (CD / i+ bz o0 0� v=i W Q Q Ex� EX J. FINISHED ! FINISHED i Q FLOOR a FLOOR Q C CoC C C T C C ~ O O O O O O O T _ > > N > > '_ ¢ Z 41 O/ (U V (u Ul Z U Cu= • . ? > uLfJW O —4 QQO Z rm 3'-6" 1T0"o a Notes: aa m7 a a N N STEEL LINE 16'-b" STEEL LINE See cross section drawings for main frame flange bracing. O O / See wall framing details for standard girt orientation 2 detail. RD_indicates rod bracing. See primary details for rod ".? 41179 brace assembly. fs= ryn. . S/rAVAL tl3 At flush or inset girt condition,field slot girt webs,to allow passage of cablelrod bracing, See primary details w for guidelines. Framed Opening Schedule o`aa-'a 1; LL p g Cut and drill girls as necessary for field located framed ">} E�- O openings. ae " a=Fp$,ze ID Qty WXH Ns s.§e �9aas"s N 1 1 10'-0"X7'-0 do N l0 �O N N O O Ln L/I 00 GO 1- F-- � m m � E J J Y Y H H E r/ (W V > �taXljo Spandrel Beam MXH021 ai jo 12X26) ca C //�/ LL / % Wall By Others o 0 o N VM rn O1 00 rn rn %�jfr f o C' 4, N //�1/� r� �' U m j Y o `t Z v / XH022 /1�� Top Cub ' `I o L W / 01 /(W12X2b) / /%%l ri, Aviation Building r j o buO L M C 3'-0' O l r / / /// //l it fj/' / / r✓i, /i/ ///00 U .�pXp Ox V _ FINISHED �- FLOOR w +' .~C t a. .... � C = C m ao ° o ° n Q "O Q ^ W s z > m 6" > m U V Q w w v w Q C m C O O t` F Ln CLIw a a z VI ?V ,_ . ,C STEEL LINE 6'-0" CL i o� i lfl O Notes: a� Q 0= Q Z. See cross section drawings for main frame flange bracing. See wall framing details for standard girt orientation detail. RD_indicates rod bracing. See primary details for rod 41 179 a brace assembly. ��.4',:JS•IV v' +.r/rrvnl. tom' At flush or inset girt condition,field slot girt webs,to E IM allow passage of cable/rod bracing. See primary details for guidelines. aQPILft - Cut and drill girls as necessary for field located framed g ��Ea_ YFeig $ LL openings. d. s Q Part Sizes D O o RDD_ 74"'ROD N N O O Ul V1 OO CO _ 2 2 1 CO m J J - Y Y H F-- fD E > v o } � v aj ❑ C � r r E to N 3'0" J 3' 0" 3' 0' J 3' 0" m U- GBC012(BC060 GBco09 SCo60) GBC009 BC060 G8C009(SCO60 G80009 SC060 G8C008 SCO99 v ! GRZ001(BZ054) G8Z001(8ZO54 I U' o GH2002(82.054) rwooi G80006(AC075) G80006(BC075) 0�40 BC006 SC075 0000 GSZ00] G8C005 SC075 p ❑ 0r-I cxaozl \ `, ` ` o ! Wah 9 00 m m Strong Back Column \' , \ ` �1�o• ',, -- Others o � Cn G8C007(BC067) GACO01(SC089) G80001(BC089.) GACU01(ACOA9) G80002(BC089) / a-�' No �C o � a � LY�� Q N N LJ ? � U MEZZ.BEAM G8Z004{RZ054) MF2T.BEAM GRZ005 flZ054 MEZZ.RFAM GBZ005(8Z054) MEZZ.BEAM A '4 MEZZ.BEAM o rn M8 001 SS 5 ., SSU04 9 8S005 85105 MBS003 SS089 A5o02 8S0B9 �, o ' Zo L W \ _ Ln pB O Xtu a m GBc011(9CO60) G8006(8C075) G8C01 GB SC060 C004(BC075) G8C003(BC.075) c N C? CO C FINIS14E'D u x v L m FLOOR - 'o• o o TopTler ,p 1: N o - o no FLOOR r a _� S i � 0 0 3 Single Rod 3 = m i 3 3 .e r9 x a - - x x x Bracing( �'Rod) �c = x = x a' a ; u u Bottom Tier v u w > o otu a w Double Angle v w n 0 Bracing(4x3x 1/2 Angles) c C 19'-0" 25'-0" 25-0" 25'-0" 20'-B" 4'-4' 11'-0" a = 20'-0' I I 130'-0" I I 6'-0" U m AA A C OE © JO J:9 L M N J rri °A w o 4• C N -- Q Q a Q _ r ) o � AJ o Ln a ❑ z � O FU 'C �N E w !?i o i "D Notes: U= a See cross section drawings for main frame flange bradng, y vtY'�R N See wall frarnng details for standard girt orientation Sa detail. 3: RD_indicates rod bracing See primary details for rod 41179 brace assembly. 'R;; Jq;r�rR Framed Opening Schedule I(NAL At Flush or inset girt condition,field slot girl webs,to E ti allow passage of cable/rod bracing_ See primary details o r w City W X H Left Jambs Right Jambs Field Located for guidelines. 1 1 48'-0"X4'-0" JBC002(BC060) JBcooz ec060 ��_��;=��g` li Cut and drill girls as necessary for field located framed ,�m � __�m�; 2 1 115'-0"X 4'-U' JB0002(BC060) JBcooz(BC060) openings. _ _ v m O 3 1 3'-4"X T-2" Jacoo1(BCo99) JBC001(BCo99) X 9gvEo 4 1 60'-0"X 4'-0" JB0002(BC060) JBcooz(BC06o) "�' `v>;o� Part Sizes o 0 a ~m a EPS_ P8.188 Strut 3'-0* J 3'-O" 3'-O" J J 33'-0" 3'-0' J 31-0' 3'-0" J 3'=0` RDD_ 7�"ROD o 0 ' MXH013 MXH014 MXH015 RDG_ 1 Ilk"ROD � � (WBX18) MXH015 — (eco6o) (WBxIB) (W8XIB) (waxla) G8C014 8CO60) G8CO21 8C060 GSCO2b 8C060 G8CO29 86060 T 68(029 8L050 co cc GBC015 _ f- (SC060)�� )�e3 R0U0 GBCO20 SCO60 GBCO25 8CO60 G8CO28(8C07S) GSCO28(SMS 2 2 G8c019 BCO60 •G00O23tBC060) •GBCO27 8CO75 *G8C030(BC075) (BC6060) G8CO22 8CO60) G8Z010(8Z054 pandrel Beam G82012 8Z054 G8Z0IZ(8Z054) ~ ~ MXH021 I_ � Ot�p1. (w12x26 i l 'i �o E GBZ011(8Z060) GK011(8Z060) w ,HC072(8C060) /GSZ010(8ZO54) Q aj N Wall By EP5002 cc Others p 8Z007(82.QSA) 8ZO09 8Z054 GBZ012(SZO54) GBZ012(8Z054) rl m FINISHED FLOOR o a I H) o c o Top&Bottom Tier o rr 0 3 m Double Rod m m 03 V a 'w X Bracing(1 1/4'Rod) v C ry 0 o w v O ro O O 1U-0" 9'-0" 15' 1" 25-5" 251-5 �y LU i m m v ro cLi STEEL LINE i I 90'-111, LL � — - �C - Indicates Gutter Support Channel tA m o, o 4-1 3: -9 n d C�D ] ° Zmv J O L C W zrn ° .. O Q Q Q 3'-0" J 3'0' 3'-0" J 3-0" 3'0" J 3`0" 3'-0" g 3'-O" 3'0' 'J 3'-0 1'-0" ro LL MXH015 Mx MXH015 MXH015 MXH015 MXH016 (w8xl8) (wBx18) (waxle) (WBx18) (waxle) (w8x18) GBC032 BCOliO GBCO29 BC060 G8CO29(8C060) G8C035 80060 GBC039(8060 M i d G8C031 BC067 GBCO28(SC075) GBCO28 BC075 GBC034 8CO67 G8C038(SC060) *G8C033(8C067) •G00030(8CO75 *GBC030(BC075) *G8C036(BC067) (g 06 3 GBZ016 8ZO54) GSZ012 BZ054 G82012 aZ054 GBZ022 8ZO5A 8102E eZ054 C m V � G8ZO15 8Z060 Z G8Z011(BZ060) GBZ011(8Z060) G8Z021(8Z105) Gez026(BZ054) J C u ^ q0 w C H G8Z027(BZ054) o M Q E; Q G ZOl6 BZ054 G8Z012(8Z054 GBZ012(BZ054) GBZ020(8Z054) U 31 L ap fQ _m C2 1 c w Lrl uFINISHED VC /o ? L) , Double Rod ri N `� m oo o FLOOR y� a Notes: o ff Q = Q m Q i oti i m Bracing(1 114"Rod) m o I I' 1" 12'-0" 1'0' o u o x 3 a m V V X V lxi 1n d V 25'-S'� 25'-5' z4' I" 10'-0- o See cross section drawings for main frame flange bracing yL�t Nyt: Spy CI OF G�, i 109'-11, i _i STEEL LINE F- See wall framing details for standard girt orientation detail. !' 10 11 RD_indicates rod bracing. See primary details for rod 41179 brace assembly. sSIONAL At(lush or inset girt condition,field slot girt webs,to Framed Opening Schedule allow passage ofcablehodbracing. See primary details for guidelines " " r ID Qty W X H Header Left Jambs Right Jambs Jamb Extensions Field Located <` .22 z Cut and drill girls as necessary for field located framed € ^oayf r-'Alag o 1 1 6'-0"X 4'-0" - J8C004(BC060) JB0004(BC060) X openingsLn 2 2 3'-4"X 7'`2 HWA01(HWB) J8C003(8C060) J8C003(8C060) X " yi le. s€not ?j 3 1 12'-0"X 12'-0" HB0002(8C075) J8C007(BC075) JB0007(SC075) J80006(SC060) ,F E1111V% :e.xa os Part Sizes ° 0 0 RDB_ W"ROD N N O O to N N N 2 2 m m J J Y Y F- F- �0 E > v w ct C Y O V N ' N Q C � 7 N Ca N ` O O �0_ LL ¢ ¢ ¢ ¢ ¢ l7 J l7 J l7 J l7 J l7 J 1' 101/Z" 1' 101/2" 1' 101l2 ! I �1 lolfz" 1 lollz" 1' l0 1 10 1 l0 1 la l low° CNN 011-- .......... }� tn C NO O LW m of �o N GBZ034 BZOSA GBZ033(8Z054► G8Z033 8Z054) G8Z033 8Z I C > � F- r3 ra J Ln Ln Q GBZ034 BZ054 GRZ033(BZI G8Z033(8Z054) GBZ033(8Z054 GBZ033{8Z054) GBZ031(BZ054) O E N o `� N O 0 J L C O W fV o I p N T � •r L X N 10 1 1p N ` m r-1 an d LL C ' G8Z035(BZ054) GaZ033 870S4 G87033(87054 CBZ033(SZ054) GBZ033(BZ054) GBZ032(BZ054) 'E fp 4�1 ^rid I LL io QOQ' 008j�A�l io i I,J Single Rod n EINISHED Bracing(5/e-Rod) FINISHED BOOR ' - - FLOOR b0 rn N I DA •+ C CLt C 00 0 V O O m � V O 0 0 0 00 O O C' 0 W N 2 CL X NO X X X ON a S ❑. N vl X U X U U U X Vt N p > U U U t' m m CL W J 17 W ° 15'-0" 25 0" 25'-0" 25-0" 25'-0" 15-0" J J w � STEEL LINE 1 130'0' 1 STEEL LINE V1 r V I w a C N O o 0 0 © o o � a m a a0 0 � E bA a N M Ln Z� .S wvi .S m w CL C i p I—I p Notes: al° Q �= Q o See cross section drawings for main frame flange bracing. w` �R, 't k See wall framing details for standard girt orientation / detail. 4 '. RD_indicates rod bracing. See primary details for rod 41179a brace assembly h 'rs•'olvnl.�� p At flush or inset girt condition,field slot girt webs,to allow passage of cable/rod bracing. See primary details w for guidelines. N c Framed Opening Schedule Cut and drill girls as necessary for field located framed "9"�P� 3 s-� openings. 10�E"-�F��a n ��.3 O oPiiz„ €_B IDI Qty W X H Header Left Jamb Right Jamb Field Located sw;•Q E ag -�j ng" 1 1 T-4"X 7'-Z HWA01(HWB) J8C003(BC060) JBC003(BC060) X V I DSgbb�s�fi UH-H ' r r Hanger Jack Beam Size o 0 Part MK.# Total Depth Top Flange Bottom Flange Webs SXB001 38.25" 12 x.75112 xt/12 x.75 12 x 50/12 x 63/12 x 50 .5001.275/.500 N 0 0 CXBO13 — MXH007 Part Sizes Stub Column Hanger Stub b EPS_ P8.188 Strut m m G8Zo14(8ZO75) GBz013(ez075) RDD 7Ig"ROD 3 GBZ023(SZ0G7I GBZUI7 B1.06% _ _ b I (8Z054) ROG_ 1 1/4"ROD Co Co G8z029 GBZ025(8ZO89) SXB001 Jack Beam GEZ019(8Z089) (87054) Tube Header Tube Ileader o I MXT002{HSS8X8X5A5) MXT001(HSSSXSXS/16) E v N 10 GB70Ze GRZ024 NE5TED WITHG8Z02 GBZ018YTEDWON ° c SZO54) (azo7s) (8zo%s) O w o 5 (Bzo7s) Bzo75 ' C � i p3 9Q � — 1\ PQO��3 �00003�u' N CO N FINISHED _ LL ba FLOOR 00 _ o o 2 IQ V X X U CO CNN I[ w U U O m 10'-0" 24'-1' 25'-5' 25'-5" 24'-2" v 'a �O CD O Q STEEL LINE i 109'-1" 1 a I m I I 1 , Ii VI CU 0) .C-1 J � W i C ,o 0 0 0 © 0 � 3 ��, �, 0 - Ln Ln Q 2 t v v � 'p O L C LLJ tu CXB013 — —MXH007 I z j L!1 O x O m r-I m dL Li C Stub Column Hanger Stub E GBZ014(8Z07S) GBZ013 8ZO75) L- GACn2fioo GBC018 8C099) n ILL (8C060) II I `� o rC SXB001 Jack Beam GOC 26 RC060 �4"J 4) _ tA Tube Header Tube Header O O G8CO18(BC099) C MXT002(HSS6X8X 6) MXT001(HSSSXSX5/1() O 5 R \ �Q� EPS003 �O3 N N \ AD III MEZZ.BEAM •� ^ GBZ008(8Z054) I 9 m 5 _ U C31 J w F � U U �1> w \ FINS ED 4 M I.— FLOOR ru Q Q 0 o Top Tier o In o no r w U m m Double Rod m o m C v '�° L m Q u u Bracing(%�"Rod) 77.(( 5'9' X X A s - Q 0 _ 0 U V Bottom Tier t > a X N �O Ol Double Angle io w a a: z � Off) w O Bracing(4x3x 112 Angles) 2'4 r z U ,� w l/1 .0 °' W a i o L-y i t 0 f 25'S' 25' S" 15' 1" 25'0" Notes: a Q = Q o i ZM 90'-11" r i STEEL LINE ( b 5 ® O See cross section drawings for main frame flange bracing. 4� L R' See wall framing details for standard girt orientation detail. Framed Opening Schedule RD_indicates rod bracing. See primary details for rod 41179 brace assembly. rY%1 s, -ssyrxvnl.�' Qty W X H Header Sill Left Jambs Right Jambs Field Located At flush or inset girt condition,field slot girt webs,to E allow passage of cable/rod bracing. See primary details 1 1 6'-4"X T-2" J8Cool(8Co99) JBc001(8c099) X for guidelines. 2 1 3'-4'X 7'-2" HWA01(HW8) JBC003(BC060) J8Co03(BC060) X Cut and drill girls as necessary located framed afst"r�xC 3 2 6'-0"X 4'-0" HW8(HW8) HB0001 openings. (8C06a) JB0005(BC060) JBco05(BC060) X �c�C` ,. #aayr o iY O 4 2 6-0" „ X 4'-0 Jecooa(ec060) J C Et Jig 8coo4(8C06o) X 52 ig c e r:9saze 5 2 50'4"X 14'-0" ifg $giU IRS, TYPICAL WASHER REQUIREMENTS BOLT/NUT ASSEMBLY TYPICAL FIELD WELD STANDARD ANGLE SCHEDULECD CD ERECTOR NOTE REQUIRED AT LAPPED /// ZEE MEMBERS (NO REQUIREMENTS ERECTOR NOTE: o 0 (UNLESS NOTED OTHERWISE ON DRAWINGS) / WASHERS REQUIRED) (UNLESS NOTED OTHERWISE ON DRAWINGS) MAEO EAVE ANGLE MAL02 LINER EAVE N N BOLT HEAD-� SLOT SLOT TO SLOT CONNECTIONS GALVANIZED ANGLE 2:12 ci ALL FIELD WELDING MUST BE PERFORMED BY 4"x5"x120" GALVANIZED WASHER-� WASHERS ARE REQUIRED ON BOTH ,W m m SIDES OF MATERIAL IF SLOTS ARE / ^ AWS/CWB CERTIFIED WELDERS WHO ARE QUALIFIED FOR ANG.(SIOPE) i 1L. 84 3"x3"x120" � � WASHER USED ON BOTH SIDES. (SEE DETAIL SECTION "A" -� I THE WELDING PROCESSES AND POSITIONS INDICATED sLor AT RIGHT FOR LAPPED ZEE MEMBERS) ALL WORK MUST BE COMPLETED AND INSPECTED IN 5„ 3" co _ ACCORDANCE WITH THE APPLICABLE AWS/CWB eoLr HEAD SLOT SLOT TO HOLE CONNECTIONS SPECIFICATIONS. WELD ELECTRODES USED FOR THE MAFO_ SCULP. EAVE ANGLE MAL05 LINER EAVE LAPPED ZEE SMAW (OR STICK) WELD PROCESS MUST BE 70 GALVANIZED ANGLE 4:12 WASHER ONE WASHER REQUIRED ON MEMBERS, 5"x8"x120" GALVANIZED (� SLOTTED SIDE ONLY. PURLINS OR KSI/483 MPo MATERIAL AND LOW HYDROGEN CONTENT. fn NG. 105' 3"x3"x120" E > GIRTS ;� ANG(SLOPE) a+ NUT HOLE i ; LAPP 0 NE T£ REGION GALVANIZED STEEL FIELD WELDING s" 3" o BOLT HEAD- HOLE HOLE TO HOLE CONNECTIONS a �'+. -----' -- - RECOMMENDATIONS MAGO1 GIRT ANGLE MAL07 LINER EAVE 3 c o NO WASHERS ARE REQUIRED WHEN I w 1 I GALVANIZED ANGLE 1:12 - PREPARATION OF WELD AREA SLOTS ARE NOT USED. I i i AWS d-19.0, WELDING ZINC COATED STEEL, CALLS FOR 1"x2-1/2"x12" GALVANIZED m 1 I ;� G. 95° 3"x3"x120" N m 1 I WELDS TO BE MADE ON STEEL THAT 15 FREE OF ZINC IN THE v NUT ' :HOLE L� AREA TO BE WELDED. FOR GALVANIZED STRUCTURALLT LL ---- COMPONENTS. THE ZINC COATING SHOULD BE REMOVED AT 2-1/2" 3 WASHER PART NUMBERS z-----"--- ---- " LEAST ONE TO FOUR INCHES (2.5-10 CM) FROM EITHER SIDE MAG02 GIRT ANGLE MAL12 LINER EAVE a = 1H0200 - 1/2" FLAT WASHER H0240 - 1.. FLAT WASHER PW WASHERS REQUIRED AT BOLTS USED IN OF THE INTENDED WELD ZONE AND ON BOTH SIDES OF THE GALVANIZED ANGLE 2:12 O H0210 - 5/8" FLAT WASHER HC250 - 1 1/8" FLAT WASHER THE LAPPED REGIONS OF ZEE MEMBERS. WORKPIECE. GRINDING BACK THE ZINC COATING IS THE 1'x2-1/2"x24" _ GALVANIZED Q 0 H0220 - 3/4" FLAT WASHER H0260 - 1 1/4" FLAT WASHER PREFERRED AND MOST COMMON METHOD: BURNING THE ZINC NG. 81° a Ir H0230 - 7/8" FLAT WASHER SECTION "B" AWAY OR PUSHING BACK THE MOLTEN ZINC FROM THE WELD 3"x7-3/4"x120" AREA ALSO ARE EFFECTIVE. TOUCH-UP OF WELD AREA 2-1/2 7-3/4 g r 0 0 0 WELDING ON GALVANIZED SURFACES DESTROYS THE ZINC MAG03 GIRT ANGLE MAP01 RAKE PARAPET ANGLE w -i m rI 1-I COATING ON AND AROUND THE WELD AREA. RESTORATION OF GALVANIZED GALVANIZED I.. `w r1 m THE AREA WILL BE PERFORMED IN ACCORDANCE WITH ASTM A "x2-1/2"x30' iv 2"x12"x120" ? m � 780, STANDARD PRACTICE FOR REPAIR OF DAMAGED AND yro rn m UNCOATED AREAS OF HOT-DIP GALVANIZED COATINGS, WHICH 3: y m m �� r- SPECIFIES THE USE OF PAINTS CONTAINING ZINC DUST. 11 t ZINC-BASED SOLDERS OR SPRAYED ZINC. ALL TOUCHUP AND 2-1/2" 12" u ? `t REPAIR METHODS ARE CAPABLE OF BUILDING A PROTECTIVE MAG 10 GIRT ANGLE MAP02 RAKE PARAPET ANGLE Z ai LAYER TO THE THICKNESS REQUIRED BY ASTM A 780 GALVANIZED GALVANIZED ] J o SAFETY & HEALTH 1'x2-1/2"020" 6"x6''020" : x WHEN WELDING DIRECTLY ON GALVANIZED STEEL IS = to L L co �o m a li UNAVOIDABLE, OSHA PERMISSIBLE EXPOSURE LIMITS (PELS) MAY BE EXCEEDED AND EVERY PRECAUTION, INCLUDING 2-1/2" 6" HIGH-VELOCITY CIRCULATING FANS WITH FILTERS, AIR RESPIRATORS AND FUME-EXTRACTION SYSTEMS SUGGESTED BY MAHO_ EAVE STRUT ANGLE MARO1 RAKE ANGLE AWS, SHOULD BE EMPLOYED, FUMES FROM WELDING GALVANIZED GALVANIZED GALVANIZED STEEL CAN CONTAIN ZINC, IRON AND LEAD. FUME COMPOSITION 1 'x2-1/2"x12" 3"x5"x240" TYPICALLY DEPENDS ON THE COMPOSITION OF MATERIALS USED, ANC(SLOPE) n AS WELL AS THE HEAT APPLIED BY THE PARTICULAR WELDING PROCESS. IN ANY EVENT, GOOD VENTILATION MINIMIZES THE 2-1/2" 5" AMOUNT OF EXPOSURE TO FUMES. - PRIOR TO WELDING ON ANY METAL. CONSULT ANSI/ASC MALO1 LINER LOW EAVE MAR02 CFR RAKE/ 4° Z-49.1, SAFETY IN WELDING, CUTTING AND ALLIED PROCESSES, ANGLE BASE ANGLE 01 o WHICH CONTAINS INFORMATION ON THE PROTECTION Of n to GALVANIZED iv GALVANIZED J o PERSONNEL AND THE GENERAL AREA, VENTILATION AND FIRE 6"x7-3/4"x120" 2"x3"x242" J � PREVENTION. Fo F INFORMATION COURTESY OF AMERICAN GALVANIZERS ASSOCIATION ` 7-3/4" 3" 1:10 L C - c l7 ma a a r` E� ao < v W Ln Z Z v .� w v .� m w CL L o I-1 i l0 3oa m } 41179 a+ F LL _ F �> _a3cQEo mum = O `E`° oEa 0 $- 1 1/8"GAGE O P RAFTER FLANGE (10) 1/2"e x 2" CD CD SPREADER BAR *- I /2'GAGE 0 GREATER THAN/"RAFTER FLANGE 7•-0" 2 1/2'• 2 A325 BOLTS H0603 1/2,•i tJ2" 3•- Nu H0300 N N STIFFENER. 2. 3•-2 1/2" o O RAFTER -� to In OF /.. 6'-0" MINIMUM 6'-0" MINIMUM 4- RAFTER m m 8'-0" MAXIMUM 8'-O" MAXIMUM _ 11 I 1 re x 2NH-pp��pp OF /• 1 tl A325 NBOLT HOSOOJ F4fTER 0 _ _ UUT155 l Q y = _ « O RAFTER = m m A \ /,� PICK i 1/2_ \ t t A E v I A t 1 \ I I SINGLE OR DOUBLE-� � \ _ I CEE ENDWALL COLUMN p Cl TYPCAL �\ SINGLE OR DOUBLE I CEE ENDWALSINGLE OR�COLUYN UBLE SINGLE OR DOUBLE (TYPICAL) WIND \ CEE ENDWALL COLUMN r BRACING \ CEE ENDWALL COLUMN I I C TO 1 3 SPANS MAXIMUM SECTION A -� / SECTION A DOLTS REDID ONLY AS SHOWN, NOT O ALL HOLES EW CEE COLUMN TO RAFTER CONN o C ` EW CEE COLUMN TO RAFTER CONN (LAPPED RAFTER) LIFT LIFT COLUMN TOP CLIP FACTORY WELDED TO COLUMN COLUMN TOP CLIP FACTORY WELDED TO COLUMN ABOO40 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOLPREMEN75 AB0020 REFERENCC ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS a A<- 1 1/B"GAGE O/"RAFTER FLANGE In C N O I-•I COLD-FORMED D" PURUN RAFTER *- 1 1/2-CAGE O GREATER THAN/"RAFTER RANGE X IO O O O RAFTER COLD-FORMED THIS WILL CAUSE GCBDI CUP W ! m m m �ASOI E (6) 1/2'• . 1 1/2^ P�PI ].00 ()1 r)1 RAFTER THE RAFTER TO BOLT H05OO/NUT TD• 2 CLI v rnm0400 PER RIDGE GCB02 CLIP j, H TWIST. URUN CONNECTION 12" PVRLIN } a y � T 0) 01 -STRAPE STRAP GcDlI CUP OF r-2 Z 11 T I RAFTER 1 /„ STIFFENER, L rn rn CORRECT INCORRECT F REQUIRED Ll Z u WAAO ENDWALL RAFTER Q p E SECTION A - *� Is �+ Zo t c /— DGE vunum RIDGE PURLIN DETAIL F �F o .�O r � COLD FORMED ENDWALL ERECTOR DETAIL RATER R I 1 SECTION A I 1) GIRTS, CLIPS, RAFTERS AND COLUMNS MUST BE SECURELY AND TIGHTLY BOLTED TOGETHER PRIOR TO STANDING O ` 0 ' UP THE ENDWALL SECTION. (NOTE; THE GIRTS PROVIDE STABILITY TO THE ENDWALL SYSTEM DURING THE ERECTION PROCESS) CLIP ♦ 2'T 2" O X • 2) BUILT-UP COLUMNS/RAFTERS MUST BE ERECTED INDIVIDUALLY WHEN USED WITH COLD FORMED ENDWALL PARTS CO EWF II 2 A32s Bars Noses COLD-FORMED ENDWALL COLUMN RAFTER-TYP. NUTS H0300 � 3) THIS DETAIL IS SUGGESTED IN ORDER TO MAINTAIN STRUCTURAL INTEGRITY OF ENDWALL PARTS AFTER ERECTION. �� sNNIE OP A SOUND JUDGEMENT BASED ON ERECTION KNOWLEDGE AND EXPERIENCE SHOULD BE APPLIED REGARDING SAFETY A oovelE GEE a•, ENDWALL COLUMN AND PRACTICALITY OF INDIVIDUAL SITUATIONS. I �I SECTION A Vores p 4) REGULATIONS SET FORTH BY THE OCCUPATIONAL SAFETY AND HEALTH ACT, LOCAL, STATE, AND/OR J FEDERAL AGENCIES SHOULD BE ADHERED TO AT ALL TIMES. NUCOR BUILDING SYSTEMS IS � RESPONSIBLE EW CEE COL TO RIDGE RAFTER CONN w L_ FOR INJURY, DAMAGE. OR FAILURE WHICH MAY RESULT FROM FAILING TO MEET ANY OF THESE BOLT 2' TO RAF, FIANCE AND wfa w/ EW COL TO RAFTER CONN J TO z REGULATIONS. EwA_/cuP Mus�eE NSTALLEO25 BOLTS SAS/SHOwN NVIS 0]00 b0 ry E A60110 REFERENCE ERECTOR NOTE FOR TYP CAL WASHER REQUREMENTS AB0525 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS C = L GAGE•A"RAFTER FLANGE FCENTERLINE -ENDWALL RAFTER ENDWALL RAFTER a /2-GAGE•GREATER THAN 1'•RAFTER FLANGE i Of RIDGE u Q Q O O Cn E OF /. RAFTER LI'1 ENDWALL RAF z TER i ENDWALL RAFTER a V ,� w Vl .� m of f way .0 i � lfl *I I« STIFFENER, — a O _ O IF REOUIRED — m ENDWALL RAFTER xI 11 R. I a N (4)5/8° D x 2 1/4" I A325 BOLTS MK,H0610 41179 R �(4)5/ 0 x 2 1/a" NUTS MK.H0310 'skit rs1 �-�W '4 A \ A325 BOLTS MK H0610o -•1'9/FaNAI ^,�` n (/ 1/2••0 x 2• NUTS MK.H0310 E 0 u A325 BOLTS H0603 NUTS H0300 a x Mo _mu 5n ENDWALL COLUMN- y o_a_a.� „A Y LL ENDWALL RAFTER I\'IDGE CONNECTION INTERMEDIATE ENDWALL RAFTER CONNECTION ,gym mm =aka EW COL TO RAFTER CONN WITHOUT COLUMN CONTINUOUS RAFTER AB0580 WITHOUT COLUMN ;" os v S�a`s AB0661 AB0671 e�aar=" 1 1 r *- I I/a GAGE 0�'RAFTER Fuwc[ II ROD MARK HILLSIDE FLAT A307/A325 COUPLING INSIDE FLANGE C) CD * I/2 CAGE O GREATER THAN 4"RAPIER FLANGE II DIAMETER NUMBER WASHERS WASHERS NUTS NUTS 11 5/8" a RDB- (2) H0930 (2) H0210 (2) H0310 H0810 - N N O O 3/4" o RDC_ (2) H0930 (2) H0220 (2) H0320 H0820 OUTSIDE FLANGE vl Ln .F �* Ell 7/8" a RDD- (2) H0930 (2) H0230 (2) H0325 H0830 PIGGY BACK COLUMN 1" o RDE_ (2) H0960 (2) H0240 (2) H0330 Ha840 m m 1 1/8'• a RDF_ (2) H0960 (2) H0250 (2) H0450 H0850 F OF 1 1/4" o RDG_ (2) H0960 RAFTER SHOWN RAFTER (2) H0260 (2) H0340 H0860 m m (COLUMN Si MILAR) (4)3/4" e % 3" { A325 BOLTS H0633 SECTION A SEE PLANS AND ELEVATIONS - J J NUTS H0320 TURNBUCKLES ~ ~ FOR BRACING MARK NUMBERS i I Q BRACE CLEVIS E > w FTIREOUIRED MK RD_ 8 �(SHHOP WELD EVISD)EVIS PLATE ROD ASSEMBLY E WEB OF ad COLUMN OR HILLSIDE WASHER, O C RAFTER FLAT WASHER, c * * AND NUT ERECTOR NOTE N CO A COUPLING NUT FOR DOUBLE ROD BRACING, THE BRACE CLEW G.)S(S) MUST ATTACHED BE TOEDOPPOSITE BOTH SIDES OF AST SPECIAL PLATE. LL SHOWN. ENDWALL PIGGY-BACK CL Ia COLUMN TO RAFTER CONN ROD BRACE DETAIL DOUBLE ROD BRACING DETAIL REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS AB0710 (WEB TO WEB) AF0010 AF0016 ROD MARK COUPLING BRACE CLEWS BRACE CLEWS TYPICAL FLANGE BRACE MARK NUMBERS - FLANGE BRACE OPPOSITE SIDE � o 0 0 DuW4ETER5 NUMBERS TURNBUCKLES NUTS REOl1BtED WHERE INOCATED J m(AT TURNBUCKLE) (AT COUPLING NUT) W 5/8" ROB__ (1) H0710 H0810 (1) BCS02 (1) OCS07 ACTUAL FLANGE BRACES DO NOT HAVE MARK NUMBERS ON THEM ON ERECTION DWGS. AS"NS$ FS' 3/4" RDC__ (1) H0720 H0820 (1) BCS03 U)Boo FBC_ LL > _ -1OF) li 7/8- ROD__ (1)H0730 H0830 (1) 8CSO4 (I) BCS09 ^ ^ NOTE: Ln >.0) 1" ROE-- (1)M0740 H0840 (1) 8CL05 (1) BCLO6 INDICATES LENGTH OF FLANGE BRACE IN INCHES �' L �' 1 1/8- ROF__ (1)H0750 H0850 (1) SCL01 (1) SCLO] LENGTH ,�9 •, 2 Ln LF1 I/2 x 2"AJ25 BOLTS ARE 1 1 m m t 1/4^ RpG-- (I)H07Ii0 HOB60 (I) BCL02 (1) 8CL04 REO'D FOR BOLTING FLANGE BRACES u o E BRACE CLEVIS BOLT AND NUT PART NUMBERS T H0603 BOLT ' /'' `�` MAL RK EFBBRACE 3 O LOFT DO O ROD BOLT DIAMETER A325 A325 ULL PURLIN H0603 BOLT H0300 NUT L 00 '- t m DIAMETERI \1 AND LENGTH BOLTS NUTS H0300 NUT H0200 WASHERS ` Ea —I m o' LL e s/8--7/C 1".3 1/4" (2)H0640 (2) H0330 FBD_ RAFTER H0200 WASHERS ` 1"-1 1//' 1 1/4".3 1/2•' (2)H0680 (2) Ha340 FLANGE BRACE INDICATES LENGTH OF FLANGE BRACE IN INCHES MK. FB_ COLuuN H0603 BOLT SEE PLANS AND ELEVATIONS LENGTH I H0300 NUT FOR BRACING MARK NUMBERS • H0200 WASHERS BRACE NOTE: CLEVIS .2" TURNBUCKLE .�` -� 1/2 X 2" A325 BOLTS WEB OF BRACE CLEVIS . ARE REOUIRED FOR COLUMN p �� 0603 BOLT BOLTING FLANGE BRACES. OR RAFTER WEB OF COLUMN FBI_ COUNTER LENGTH 0300 NUT OR RAFTER I 01 35 7/B" 0200 WASHERS —WALL GIRT ROD ASSEMBLY COUNTER - SEE CHART 02 37 1/8" 2�-4 1 2� � MK. RD_ 03 49 1/2" FLANGE BRACE OPPOSITE COUPLING NUT 04 50 1/4" SIDE REQUIRED WHERE O (QUANTITY VARIES) O INDICATED ON ERECTION o TYP FLANGE BRACE @ BU COL & GIRT J > LENGTH DWGS- AS "NS & FS" O ROD BRACE DETAIL 0 TYPICAL FLANGE BRACE AT PURLIN & RAFTER Q NOTE: SEE PLANS AND ELEVATIONS FOR � F E (CLEVIS TO CLEVIS) AF0030 Q SEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS FLANGE BRACE PART MARKS C N d PURLIN FIELD LOCATE AS REQ'D " 3'-6^ PURLIN U FOR PROPER FIT-UP �— m C Q 1 (2)H1080 FASTENERS -0 O f O (PRE-DRILL 5/160 HOLES) I Ionz ai u w C1 z tJ .0 ¢(j .0 m w Q L 00 F•-I L 1 B O Q ~U Q Z m J H00 BOLT NUT _ FBT01 H022000 WASHERS \.\-�' R ,5.. r7 H0603 BOLT =S CIP AWLS"/�/ 14 l FIANCE BRACE ti� / H0200 WASHERS MARK FB ___ a~• S' >r1 NUT FIELD BENDING REQUIRED O�. / RAPIER 7 FOR PROPER FIT UP. NOTE: i11 41 179 NOTE ♦ 1/z.4% 2"A1zs eoLrs ARE :. r='tsn'3t�".�: \ REO'D FOR BOLTING FLANGE BRACES. s• I/2 % 2"A325 BOLTS ARE C.F. RAFTER LINER MUST BE IN PLACE ( REO•D FOR BOLTING FLANGE BRACES. H0603 BOLT BEFORE CLIP ATTACHMENT uEE FLANGE BRACE H0300 NUT TO PURLIN L w MK.r FBE03 FOR B" C.F. RAFTERS 10200 WASHERS m Se N LD MK.y FOE04 FOR 12 C.F. RAFTERS v^oaimm€g TYP FLANGE BRACE @ PURLIN & RAFTER ��Am�Aos`�'srga� co TYP FLANGE BRACE @ CF RAFTER M acme ab a' s O 00 NOTES: SEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS N 'a➢a`A>=gF^�b�Ei* m(� PRE-DRILL (2) 5/16o PILOT HOLES IN PURLIN C QD NOTE. SEE PLANS AND ELEVATIONS FOR Q FIELD CUT AND FLATTEN PANEL RIB IF INTERFERENCE 1..: FLANGE BRACE PART MARKS W11H FLANGE BRACE CLIP OCCURS. ' "E •3 c I \ I c) CD ERECTOR NOTES: ORIENT FLANGE BRACE CLIP AS REQUIRED FOR o 0 BEST FIT UP OF FLANGE BRACE. DRILL BOLTS SHOULD BE PUT IN AT 1000-1500 RPM'S WITH VARIES FRAME COLUMN FS NS L N N MODERATE PRESSURE APPLIED. A 2, ,. PRE-DRILLING USING 1/4" DIA. HOLES WILL BE REQUIRED IF -I FRAME L MATERIAL THICKNESS IS GREATER THAN 1/4". OFFSET FRAME m Co -- i ---- I 2.. COLUMN r. I ~ ~ JOIST _ m 00 SHOP WELDED f / RAFTER STIFFENERS - SHOP WELDED } ~ F- ------- I STIFFENERS I ID 01 O V N I tN- ERECTBRACEOPPOSITE SIDE '-FLANGE BRACE MK FB_REQUIRED WHERE WITH (1) H0603 BOLT, FLANGE BRACE CLIP STRONG-BACK \INDICATED ON (I) MOJ00 NUT, MK FBB01to DRAWINGS (1) H0200 WASHER INSIDE FLANGE--- �—STRONG-BACK m xx O AS "NS @ FS" AT EACH ENO 6 (3) 5/16"e x I I/2"DRILL BOLTS � I 2'2" 1 OUTSIDE MW H0705 SEE PRE-DRILUNG u STRONG-BACK I FLANGE LL NOTE ABOVE) 0 SIpEWA1l GIRT COLUMN (NS) I JOIST DEPTH GREATER THAN RAFTER DEPTH OFFSET I a I ' ALL FLANGE BRACE CONNECTIONS REOUIRE 1/2- x 2" A325 BOLTS UNLESS NOTED OTHERWISE (2)H0633/H0320) o X 3" I .7 a ( J/ Q JOIST Z A325 BOLTS/NUTS FRAME PER LOCATION UI a COLUMN ( E) TOTAL LOCATIONS - - aa= OUTSIDE I REQUIRED - IA C N O I-A FLANGE z ID O O O mSHOP WELDED I W J rn _4 H STIFFENER— 00fYt M—FRAME COLUMN INSIDE FLANGE � OT Q1 RAFTE (3) 5/16"• 1 1/2_ FINISH D FLOORL2 U DRILL BOLTS ' L MK H0705 SECTION A ] ° z(SEE PRE-DRILLINGNOTE ABOVE) NOTE: STRONG-BACK SHOWN ON NEAR-SIDE OF z O LSHOP WELDED FRAME COLUMN TO FAR-SIDE SIMILAR ` a) -I m a LL STIFFENER FLANGE BRACE CLIP MK FBB01 '7" •� STRONG-BACK ORIENTATION: /I_ NEAR-SIDE FAR-SIDE '-FLANGE BRACE 1—FLANGE BRACE MK. FB_ OPPOSITE SIDE WITH (1) M0603 BOLT, REQUIRED WHERE (1) H0300 NUT, INDICATED ON (1) H0200 WASHER I, — EW EW ERECTION DRAWINGS AT EACH END AS"NS&FS" FINISHED FLOOR RAFTER DEPTH GREATER THAN JOIST DEPTH `^ - - --BnSEPEATE ALL FLANGE BRACE CONNECTIONS REQUIRE 1/2" x 2"A325 BOLTS UNLESS NOTED OTHERWISE y.I cu Y ALL BOLTED FLANGE BRACE DETAIL FULL HEIGHT STRONG—BACK COLUMN DETAIL o N FOR JOIST TO RAFTER CONNECTION REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS SW SW't J w AJ0610 aSEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS W E bLo+� C a m Q Q Q Q C 00 C m a N �w Lfl z w zU C �� C waZ: L ZID 0 o Q rU Q m V1. R, a 41179©., Nv� ST11i cs'+r7YA1. r n• - r 'nMz- LL - _ _ okO O E o , EEnquoY 1 COLUMN OR € 8 1 4^ PIPE STRUT SHOPB 4 B 1_(4" SEE MEZZANINE PLAN '-I CD O O RAFTER SEE PLAN/ELEVATIONS FOR WELDED *`:� FOR BEAM CONNECTION ' N 3 3 4- 4 1/2" MK. NUMBERS& LOCATIONS PLATE I 3 3 4" 4 1/2" > ip ip -WHERE ANGLE BRACING FV N PIPE STRUT TIES INTO THE MEZZANINE 6" a PIPE o 0 SEE PLAN/ELEVATIONS FOR BEAM AT LINE 1 & LINE 3 USE (2) 1" x 3 1/4" A325 MK. NUMBERS & LOCATIONS II LI Vl 1I BOLTS H0640/NUTS H0330 �i .. � � O = � BRACE STRUT/ MEZZANINE BEAM 8" a PIPE II no m USE (3) 1" x 3 1/4" A325 '1 O it — - BOLTS H0640/NUTS H0330 S S a O O m m O O o o z iV H n O ___ _ _ _ __ �_�� _�_�___ _ __ O J J ` F_ O Ct OF STRUT O O 4" x 3" x t/2" O r0 ANGLE BRACING O (2) ANGLES MK. GXC_ O E M INSTALLED BACK TO BACK II SEE ELEV FOR PART MK.NS I' z O C O BRACE CLEWS Ii it J a - lJ al SEE BRACING DETAIL FOR II A x 3" x 1 2" II .y w Ol p SIZES AND HARDWARE PART BRACE ClEV15 �I ANGLE BRACING Ii - C MARKS. SEE ELEVATIONS O SEE BRACING DETAIL FOR I� (2) ANGLES MK- GXC_ II J C FOR BRACING ME NUMBERS SIZES AND HARDWARE PART I 11 W MARKS. SEE ELEVATIONS II INSTALLED BACK TO BACK II z < N 7 AND LOCATIONS 1' SEE ELEV. FOR PART MK. 5 'I J N m Cd_ _. _T FOR BRACING MK. NUMBERS AND LOCATIONS �j �1 Q 01 SHOP WELDED LL PLATE jl LINE 1 & LINE 3 Ij C PIPE STRUT W/BRACE CLEVIS DETAIL PIPE STRUT W/BRACE CLEVIS DETAIL cs> , x 3 ,/a a `^ m a Is I O A490 BOLTS X_ 1I u w , AK0175 I B" PIPE STRUT W/BRACE CLEVIS AT 20" (MIN.) COLUMN OR RAFTER TIERED CLEVIS BRACING AT B" PIPE STRUT LOCATION li (1) SPLICE PLATE O AT PLATE jl - m O Q NOTE:ON PIPE STRUT USE(3) 1"X 3 1/4"A325 BOLTS H0540/NUTS H0330 NOTE:ON PIPE STRUT USE(3) V X 3 1/4"A325 BOLTS HD640/NUTS H0330 AK0 1 76 II MK. GXC_ 1 II w Z II SEE ELEV. FOR IN II 0 it PART MK#S O (5) 1 1/4"x 3 1/2"o II w ^ ix 1 A490 BOLTS X_ I I _z w V1 N it O NUTS X_ Ii I J o+ w Z rC N o 0 0 0 I COLUMN O AT SPLICE PLATE z m m o jl COLUMN it o 0 (0 j In m II Vl 'I 1' 0 w y tf1 Lfl �1 1� o r 1 U M m i1 I w u ' 4" x 3" x 1/2" II ANGLE BRACING O Z N �I (2) ANGLES MK GXC_ II INSTALLED BACK TO BACK II In Ul SEE ELEV, FOR PART MK.NS i� 4 z m m d LL II LINE 1 & LINE 3 LINE A 'I (3) 1". 3 1/4"0 (2) 1 1/4"x 3 1/2"a O A490 BOLTS X_ A490 BOLTS X_ NUTS X_ NUTS X_ O AT SPLICE PLATE AT SPLICE PLATE O FINISHED FLOOR rt OF COLUMN �� OF COLUMN 25-0" O LINE 1 26--9" O LINE 3 (CENTER OF COLUMN TO CENTER OF COLUMN) - 15-1" O LINE A +� (CENTER OF COLUMN TO CENTER OF COLUMN) N DOUBLE ANGLE BRACE DETAIL J w SEE ELEVATIONS FOR ANGLE MARK NUMBERS IF NOT SHOWN IN DETAIL AL0025 E In r tw w •— >_ 5 -- a � Q �5 Q a rn = " a N t Lf1 Zv �N C m 0 w a L o o O m A 41 179 crr s1jTh'r11- 1�. LL r Hint'.5r �Y;fir, O Fi Lf1 u1-a {gc szzs�-�pp� peg#La tesf RECOMMENDATIONS FOR HANDLING AND ERECTING NBS STEEL JOISTS RECOMMENDATIONS FOR HANDLING AND ERECTION NBS STEEL DECK* 1)CHECK QUANTITIES. MARK NUMBER, AND CONDITION OF JOIST AND ACCESSORIES ON ARRIVAL. NOTE ON THE DELIVERY TICKETS ANY SHORTAGES OJT 1) CHECK QUANTITIES, CONDITION OF DECK, AND ACCESSORIES ON ARRIVAL. NOTE ON THE DELIVERY TICKETS N N DIS[REPANCIES NUCOR BUILDING SYSTEMS WILL NOT BE LIABLE FOR ANY SHORTAGES OR DAMAGE NOT NOTED. O o ANY SHORTAGES OR DISCREPANCIES, NUCOR BUILDING SYSTEMS WILL NOT BE LIABLE FOR ANY 2)wH£N UNLOADING BY CRANE. ALWAYS HOOK CHAINS OR SLINGS TO TOP OR BOTTOM CHORDS AT PANEL POINTS, PREFERABLY AT 1/3 POINTS. NEVER SHORTAGES OR DAMAGE NOT NOTED, HOOK TO WES MEMBERS OR JERK WHILE LIFTING, WHEN UNLOADING BY HAND, USE EXTREME CARE WHEN BREAKING BUNDLES AND UNLOAD EACH JOIST SEPARATELY. 2) WHEN UNLOADING NUCOR 13VILDING SYSTEMS STEEL DECK, USE CARE TO AVOID ANY DAMAGE 3)STORE JOIST IN BUNDLES IN A VERTICAL POSITION ON WOOD BLOCKING PLACED AT PANEL POINTS, LIGHTER JOISTS SHOULD BE STACKED ON HEAVIER TO THE MATERIAL. NUCOR BUILDING SYSTEMS IS NOT RESPONSIBLE FOR DAMAGE INCURRED x JOISTS IF MORE THAN ONE LAYER IS REQUIRED. STORE JOIST ON SIDES IF HEIGHT OF BUNDLE IS GREATER THAN TWICE ITS WIDTH. JOIST FROM WHILE UNLOADING N H BROKEN BUNDLES SHOULD BE LAID FLAT ON BLOCKING TO PREVENT SAGGING OF JOIST, COVER JOIST TO PROTECT PRIME COAT IF THEY ARE NOT ERECTED IMMEDIATELY = _ 4)ERECTION MUST BE DONE WITH PLANS NOTED "FOR CONSTRUCTION". REFERENCE ERECTION DRAWINGS FOR ORIENTATION OF TAGGED ENDS OF JOISTS 3) NUCOR BUILDING SYSTEMSSSTEEL DECK SHOULD BE STORED OFF THE GROUND WITH ONE END E co ELEVATED TO PROVIDE DRAINAGE. A WATERPROOF COVER SHOULD BE PROVIDED WITH PROPER 5)NUCOR BUILDING SYSTEMS MUST BE NOTIFIED AT ONCE IF JOISTS ANO/OR ACCESSORIES CANNOT BE ERECTED ACCORDING TO THE FINAL CONSTRUCTION PLANS. VENTILATION TO AVOID CONDENSATION. NUCOR BUILDING SYSTEMS WILL NOT BE RESPONSIBLE FOR ANY FIELD REPAIRS OR CHANGES (.LADE WITHOUT PRIOR CONSENT 6)DO NOT Ctl E WELD JOIST TO BEARING SUPPORT UNTIL PROPERLY ALIGNED AS SOON AS THE -JOIST DECK BUNDLES NORMALLY WEIGH 4000 POUNDS CARE MUST BE TAKEN TO AVOID OVERLOADING dISI IS IN POSITION, ONE END OF THE JOIST OF STRUCTURAL ELEMENTS WHEN PLACING BUNDLES ON THE ROOF OR FLOOR m SHALL BE ATTACHTTACHEDD TO ITS SUPPORT IN ACCORDANCE WITH THE NOTES BELOW B .BEFORE ALLOWING THE WEIGHT OF AN ERECTOR ON THE JOIST. ALIGN E > THE JOISTS WHILE INSTALLING THE BRIDGING. DO NOT ATTEMPT TO ALIGN OR STRAIGHTEN JOIST IN GROUPS AFTER INSTALLATION AND PERMANENT aA ATTACHMENT TO THE BEARING SUPPORTS HAS BEEN MADE, 5) DO NOT USE NUCOR BUILDING SYSTEMS STEEL DECK AS A WORKING PLATFORM UNTIL THE DECK w oc IS WELDED IN PLACE. LOOSE DECK SHEETS SHALL BE SECURED TO PREVENT THE WIND FROM 6a) JOISTS - ENDS OF JOISTS RESTING ON STEEL SUPPORTS SHALL BE CONNECTED THERETO WITH A MINIMUM OF THE EQUIVALENT OF: SHORTSPAN - TWO DISPLACING THE SHEETS AND CAUSING INJURY TO PERSONS OR PROPERTY V aA 1/8" FILLET WELDS. 1" LONG OR WITH 2 1/2" DIA. BOLTS: LONGSPAN - TWO 1/4" FILLET WELDS, 2" LONG OR WITH TWO 3/4" DIA A325 BOLTS. WHEN BOLTED aA 0 CONNECTIONS ARE USED. BOLTS MUST BE "SNUG TIGHTENED" PER THE LATEST NSC SPECIFICAION. T_j1E NUCOR BVILDTNG_SYSTEMS CONSTRUCTION DRAWINGS 6) NUCOR BUILDING SYSTEMS STEEL DECK SHALL BE ERECTED WITH A MINUMUM BEARING OF 1 1/2" ; C SHOULD BE REVIEWED TO DETERMINE WHETHER ADDITIONAL WELDING IS REQUIRED DUE TO SPECIAL CONDITIONS. UNLESS OTHERWISE SHOWN. 'C _ M D 6b) BOTH ENDS OF ALL STEEL JOISTS OR COLD-FORMED JOISTS SHALL BE FULLY BOLTED AND/OR WELDED TO THE SUPPORT STRUCTURE BEFORE 7) CUTTING AND FRAMING OF OPENINGS NOT SHOWN ON NUCOR BUILDING SYSTEMS CONSTRUCTION DRAWINGS N Co a) RELEASING THE HOISTING CABLES, SHALL BE THE RESPONSIBILITY OF THE TRADES INVOLVED. ( Li b) ALLOWING AN EMPLOYEE ON THE JOISTS; c) ALLOWING ANY CONSTRUCTION LOADS ON THE JOISTS 8) SKEW CUTS SHALL BE THE RESPONSIBILITY OF THE DECK ERECTOR. . 7)THE ERECTON STABILITY AND HANDLING REQUIREMENTS FOR K-SERIES AND LH-SERIES STEEL JOISTS HAVE BEEN REVISED EFFECTIVE NOVEMBER 1, 9) ALL CONSTRUCTION LIVE LOADS DURING ERECTION. ROOFING, OR POURING OF CONCRETE MUST BE f1 1994- ALL BRIDGING BOLTS ARE TO BE INSTALLED "SNUG TIGHTENED" PER THE LATEST AISC SPECIFICATION. DISTRIBUTED BY APPROPRIATE MEANS TO PREVENT DAMAGE TO NUCOR BUILDING SYSTEMS STEEL DECK. , -S AS WELL AS ALL STRUCTURAL COMPONENTS. 8)NUCOR BUILDING SYSTEMS JOISTS ARE FABRICATED TO MEET THE ERECTION REQUIREMENTS OF THE OCCUFATIONAL SAFETY AND HEALTH ACT (OSHA), FIELD 10) WHEN USING NUCOR BUILDING SYSTEMS STEEL DECK WITH INTERLOCKING SIDELAPS, CORRECTLY ALIGN COMPLIANCE WITH THIS ACT IS NECESSARY- PER OSHA REQUIREMENTS, ALL JOISTS WITH A SPAN OF 40'-0" OR LONGER, AS WELL AS THE JOISTS LISTED SHEETS TO OBTAIN PROPER COVERAGE. DO NOT BUTTON-PUNCH SIDELAPS UNTIL ALL DECK IS WELDED IN THE CHART BELOW ARE TO HAVE A ROW OF BOLTED DIAGONAL BRIDGING INSTALLED PRIOR TO SLACKENING INC HOISTING CABLES. IN PLACE. aA ALL BRIDGING BOLTS ARE TO BE INSTALLED "SNUG TIGHTENED" PER THE LATEST AISC SPECIFICATION- H C O r-1 9)ALL HORIZONTAL BRIDGING IS SHIPPED IN 20'-0" LENGTHS. ALL HORIZONTAL BRIDGING SHALL HAVE A STANDARD 6" LAP, ALL DROPS MUST BE USED. 11) NUCOR BUILDING SYSTEMS 1.5C & 1.SVLR DECK IS BUNDLED "UPSIDE-DOWN" AND MUST BE INVERTED WHEN IT W J m O O BRIDGING SHALL BE CONNECTED TO THE JOIST CHORDS WITH A MINIMUM OF: SHORTSPAN - 1/8" FILLET WELD, 1/2" LONG OR EQUIVALENT: IS ERECTED. F, ` q m m LONGSPAN - 1/8" FILLET WELD, 1" LONG OR EQUIVALENT. In a) I_ 01 12) THE ENDS OF NUCOR BUILDING SYSTEMS COMPOSITE DECK SHALL BE BUTTED (NOT LAPPED) TO FACIUTATE >• +� - -1 -4 10)DO NOT CUT AWAY ANY CHORDS OR WEa THE USE OF STUDS WHEN REQUIRED. Iy r T rn m 11)JOIST CHORDS ARE NOT D SI•N D FOR CONCENTRATED LOADS EITHER PLACE OADS AT PANEL POINTS OR EIELD WELD AN EXTRA MFMaER FRQM POINT 13) IF STUDS ARE BEING APPLIED THROUGH THE DECK ONTO THE STRUCTURAL STEEL. THE STUD WELDS CAN L +'' ry) m Of LOAD TO NEAREST PANEL POINT ON OPPOSITE CHORD AT NO EXPENSE TO NUCOR BUILDING SYSTEMS, SEE SPECIFIC DETAILS ON THESE DRAWINGS I�BE USED TO REPLACE THE PUDDLE WELDS Y Z G 't 12)CONTRACTOR SHALL P%MDE MEANS FOR ADEQUATE DISTRIBUTION OF CONCENTRATED LOADS SO THAT THE CARRYINQ CAPACITY OF ANY JOIST IS NOT 14) NUCOR BUILDING SYSTEMS DECK ACCESSORIES ARE TO BE POSITIVELY ATTACHED BY WELDING, SCREWING. 0 Z ro E v EXCEEDED. DO NOT APPLY ANY LOADS TO JOISTS UNTIL ALL BRIDGING IS COMPLETELY INSTALLED AND JOISTS ARE PERMANENTLY FASTENED INTO PLACE OR BUTTON-PUNCHING AS FOLLOWS: `I Ln O L C 13)METAL DECK OR CENTERING MUST BE ATTACHED TO THE TOP CHORD OF THE JOIST AT MAXIMUM OF 36" TO PROVIDE THE REOUIREO PERMANENT T O '-r LATERAL BRACING. FOLLOW THE MANUFACTURERS RECOMMENDATIONS FOR INSTALLATION OF DECK OR CENTERING. SEE THE DECK ATTACHMENT DETAIL A) POUR STOP AT 12" ON CENTER. /� fn '1 00 a LL 14)FIELO WELDING SHALL Not Q_AMAGE JOISTS 8) GIRDER FILLERS AND SPLIT DECK SHEETS AT 18" ON CENTER. 15)ERECT BOTTOM CHORD BEARING JOIST WITH CAMBER UPWARD. C) END CLOSURES AT 36" ON CENTER. IW ONLY MATCHED HALVES OF BOLTED FIELD SPLICED JOISTS ARE TO BE BOLTED TOGETHER, REFERENCE INSTRUCTIONS PROVIDED ON NUCOR BUILDING SYSTEMS CONSTRUCTION DRAWINGS, D) SUMP PANS AT 6" ON CENTER. 17)NO HOLES ARE PROVIDED IN THE JOISTS FOR THE ATTACHMENT OF OTHER TRADES AND ARE DESIGNED AS SUCH. E) FLAT, RIDGE AND VALLEY PLATE AT 12" ON CENTER. 18)IT IS RECOMMENDED THAT CFR BUNDLES BE PLACED DIRECTLY ABOVE THE RIGID FRAMES AS STATED IN THE NBS CFR ERECTION MANUAL. 15) NUCOR BUILDING SYSTEMS STEEL DECK IS FABRICATED AND PAINTED IN ACCORDANCE WITIi S01 SPECIFICATIONS AND TOLERANCES. THE STANDARD FACTORY APPLIED PAINT FOR DECK IS A PRIMER PAINT AND IS NOT INTENDED In *THESE ARE GENERAL NOTES ONLY IF A D+SCREPANCY EXISTS BETWEEN THE FINAL SHORT SPAN_(K-sariea ias TO WEATHER FOR AN EXTENDED PERIOD OF TIME. FIELD PAINTING. TOUCH-UP ABRASIONS, AND DETERIORATION 121 LONG SPAN (LH-serves wlsls): OF THE PRIMER COAT OR OTHER PROTECTIVE FINISHES ARE THE RESPONSIBILITY OF THE BUILDER. NUCOR r0 PLANS FOR FIELD USE AND THESE NOTES, THEN THE FINAL PLANS TAKE PRECEDENCE (One raw must be Installed) (Two rowq must be matagetl) BUILDING SYSTEMS DOES NOT OFFER WARRANTIES FOR DECK. v UNDER NO CIRCUMSTANCES ARE DECK BUNDLES OR CONSTRUCTION LOADS Bk lhru 12k 23 feel ISLH lhru 24LH 33 feet 0 OF ANY DESCRIPTION TO BE PLACED ON UNBRIDLED JOISTS. k4k lhru 20k 21 feet 78LH and up 40 feet J 221, lhru 24k 34 feel J I- 28k and up 40 feel -THESE ARE GENERAL NOTES ONLY. IF A DISCREPANCY EXISTS BETWEEN THE FINAL PLANS FOR FIELD USE AND THESE NOTES, THEN THE FINAL PLANS TAKE PRECEDENCE blo w E C +•' � CL CLIP MK/ NOTE: NOTE: —COLUMN f0 (NS & FS) W/ (15) 3/4" % J" A325 JOIST A 3/4" WASHERS A 3/4" WASHERS / BEAM A L JOIST REQUIRED OVER REQUIRED OVER x m Q }- BEAM ALL SLOTS. BEAM ALL SLOTS. n\ JOIST Q O O 01 —I \ 2" 2' h a 2: J to W 0 z U .0 w V) 3" ,1_ o 0oa "Ua Al + _.( a H a= I„ 2" 2 21 1 '1 jLjl -- 1 41179 tL� VIEW "A" A VIEW CLIP MKS CLIP MKY CLIP MKH YAT-TWL ~ BEAM DETAIL "A" (NS & FS) (NS & FS) (NS & FS) COLOUN w/ (15) 3/4" x 3" A325 COLUMN WITH (15) 3/4" x 3" A325 3/4" WASHERS „ a`w/ (15) 3/a" x 3 A325 0 5= w BOLTS AND NUTS ARE REQUIRED OVER ALL SLOTSzpaaaoa o �g `_" TLo o .�� BEAM CONNECTION DETAIL BEAM CONNECTION DETAIL ;set °��` �_ U_ =Rr o MEZZ BEAM TO FLANGE OF FULL HDGHT COLUMN MEZZ BEAM TO FLANGE OF FULL HEIGHT COLUMN BEAM CONNECTION DETAIL -,rm�; „2'".U. 2A.aa�=sg "'•` g �; Qo MEZZANINE BEAM TO FLANGE OF TAPERED FULL '$E'i:�8d;•,skaa.. 0 AP0100 AP0110 AP0115 _- HEIGHT COLUMN - , 1 l 1 CLIP MKy CLIP MKd NOTE. CLIP MKp NOTE. CLIP MKA CLIP MKa NOTE: o CD MEZZANINE SYSTEM SPECIFICATIONS INS & FS) WITH (NS &FS)WITH - (NS & FS) WITH (NS& FS) WITH (NS& FS)WITH \ \ 3/4" WASHERS 3/4" WASHERS 3/4"WASHERS DESIGN LOADS MATERIALS PROVIDED BY NBS (15) 3/4" X 3" A325 (5) 3/4" X 3"A325 REQUIRED OVER ( ) 3/4" X 3" A325 REWIRED OVER (15) 3/4" % 3'•A325 (5)3/4" % J"A325 REQUIRED OVER \ 50 psf Live Load Load Provisions Only ALL SLOTS. ALL SLOTS. ALL SLOTS. o 0 38.5ps1 11 Dead Load X Auxiliary Support Columns 2 2" a 2"" -} A 5 psf Collateral Load x Support Booms & Flange Braces TYP fill A II ( A Gyp, - If Req'd, Collateral Load is plied To: X Joists and &itl In m cc !Top Chord of Joists % Edge Angle and Pour Slops c 3:% Bottom Chord of Joists JOIST ATTACHMENT METHOD 3" 3" 3 FLOOR D SIGN Welded TL IT ' I m m 4" Sbb•• or Plywood Thickness % Bolted _FLOOR MATERIAL DECK INFORMATION �Lighlwdghl Concrete X Deckin I NO BOLTX Standard Weight Concrete 22 Deck T NO BOLT T T REQUIRED ON � i � PI wood DECK FINISH RH SUIRED^ATW (YII'1 iT� l 1 i I L__TJ Erime Pointed I 2' 2' OTHER LOADS SUPPORTED BY NBS Color I 0 3 3/4" JOIST J 3 4" JOIST I I r' STEEL OR ADDITIONAL NOTES x G60 Golvon;:ea 3 3 BEAM v aJ Partition Loods - 15 al DECK ATTACHMENT METHOD BEAM BFJW TYP r VIEW ^A^ L w p 2 3500 Stair Loads Welded wGw "^" WEw A" •• Slob Thk.'s Top of Joist to Top of Slob % Sel- lillln Screws ERECTION 604.7 PROVIDED TO ALLOW COLUMN- F ERECTION BOLT PROVIDED TO ALLOW C a 7 MEZZANINE FRAMED OPENINGS INDEPENDENT SETTING OF BEAMS. NO FLOOR S INDEPENDENT SETtING OF BEAMS. NO FLOOR N m OTY 1 SIZE I WG7 I I OTY SIZE WGl COLUMN LOADS SHALL BE APPLIED TO BEAMS UNTIL COLUMN LOADS SHALL BE APPLIED TO BEAMS UNTILL a 1 1 5'-0- x 15`-0" 13500# 11 ALL BOOS ARE IN PLACE &TIGHTENED. ALL BOLTS ARE IN PLACE & TIGHTENED. LL DIMENSIONAL SPECIFICATIONS BEAM CONNECTION DETAIL BEAM CONNECTION DETAIL BEAM CONNECTION DETAIL o Cox I ;SYM DIMENSION DESCRIPTION MEZZ BEAM TO WEB OF FULL HEIGHT COLUMN MEZZ. BEAM TO WEB OF FULL HEIGHT COLUMN MEZZ BEAM TO WEB OF DEEPER BEAM AT SAME ELEVATON A 11'-0" FINISH FLOOR TO TOP OF MEZZANINE AP0120 AP0130 APX140 13 9'-0" MINIMUM CLEARANCE UNDER JOIST C 8'-6" MINIMUM CLEARANCE UNDER SUPPORT BEAMS 0 7-6" MINIMUM CLEARANCE UNDER FRAME v E 0'-2" EDGE OF SLAB DECK SETBACK FROM STEEL LINE * - 1 1/2" AT FLANGES < 6- �c - 1 1/2" AT FLANGES < 6'• ERECTOR NOTE: Z ru O O o 2" AT FLANGES > 6" - 2" AT FLANGES > 6" lu J (Yl ri r•-I CLEARANCE UNDER KNEE THIS DETAIL IS INTENDED TO SHOW YOU THAT POUR STOP MATERIAL HAS I. 't rn m G 0'-4" 1 FROM TOP OF JOIST TO TOP OF SLAB BEEN PROVIDED TO BE USED AROUND THE PERIMETER OF ANY MBS 0 ID a COLUMNS THAT PENETRATE THROUGH THE MEZZANINE- >• r- � m 14 (2) 1/2" X 2" A325SOLTS 1/4» (2) 1/2" X 2- A325 BOLTS In OF WITH WASHERS END WITH WASHERS N Ln m BECAUSE CONDITIONS VARY GREATLY, AN ATTACHMENT METHOD IS NOT ENO * JOIST OF * SHOWN. THE ATTACHMENT 15 NOT DESIGNED OR PROVIDED BY MBS. '1 Z y v S � JOIST JOIST o E POUR STOP z m al y MK# POVR STOP MBS COLUMN THAT PENETRATES O L C w/1" FILLET WELU/" MKS / �-THROUGH THE MEZZANINET C3 O '�L 0 EA JOIST W/1" FILLET W�LO ` m r-I O9 0- LL z O T z INTERIOR MEZZANINE FLOOR > EDGE OF_ EDGE OF WILL TERMINATE AT EDGE OF POUR StOP "' POUR ST STOP BEAM OR COLUMN FLANGE UNLESS NOTED OTHERWISE rn 0 0 BEAM o - - BEAM o POUR STOP (THELL O STOP MUST BUILDING o TO THEOACH COLUMNS AND BE UR TABLE to LINE SUPPORTTO WEIGHT OF WET CONCRETE)THE .ra 4-1 I ai Q JOIST CONNECTION DETAIL JOIST CONNECTION DETAIL POUR STOP DETAIL AT J m FULL HEIGHT COLUMN J w U BOLTED JOIST CONNECTION TO BEAM FLANGE BOLTED JOIST CONNECTION TO BEAM FLANGE AT BLD'G LINE l" I NI R ra REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS REFER TO THE MEZZANINE DETAILS ON THESE �' AP0240 AP0250 DRAWINGS FOR THE POUR STOP MARK NUMBER(S) AP0325 w >_ m Q 0 Q POUMK�R STOP POUR STOP POUR STOP U S12 W/C(1) H1020 SCREW FASTEN W/ (1) H1020 SCREW �� FASTEN W/ (1) H1020 SCREW Q 0 co" O 0 0') -DECK O 12" O.0 O 12" O.0 _0 4"I a 4' Lfl / DECK DECK a � N un 0 0 % o -i _ z lD CANTILEVER lL o 1. K 0 a a a 1 3 IT > > EDGE OF w EDGE OF w _ w 111 W,13�Js(F.� POUR STOP POUR Sipe (MAX. DECK w I CANTILEVER w s► m _ m BEAM p ,I�BUILDING BEAM (n BUILDING ) v\) J I LINE - 0 LINE r- JOIST ,o EDGE OF 41179, ,¢ 0 0 POUR STOP 0 T,; 'y-11•Y 1��w O L�I 1 frlJAL T'• o o E POUR STOP DETAIL POUR STOP DETAIL POUR STOP DETAIL POUR STOP TO BEAM FLANGE POUR STOP TO BEAM FLANGE AT BUILDING LINE POUR STOP TO JOIST AT BUILDING LINE a `o q e E T gi r, AP0330 AP0340 AP0360 ) E'-..o�uo��xtis ' r -1 -1 SECTION A—A CEE GIRT CEE GIRT � rj TOP OF N N PARAPET - PARAPET STUB SECTION A-A RAKE ANGLE MK MAP01 x XK m m 7R TOP OF PARAPET 7R CEE CHANNEL ~ H1020 AT EACH m m SUPPORT rv„ PARAPET STUB Jw•, J,• J �• J - J J V ROOF PURLN >• y., 3 Y Y T ZEE GIRT E aj ry IF REO'D END OF o +1 PURLIN PARAPET STUB DD U 1 EAVE STRUT OR EAVE PURLIN PARAPET STUB C TOP OF CEE m c GIRT CLIP 0=0 �_ SECTION A—A + - Z _ROOF LINE SECTION A—A N Tn (IF REQ'D) ENDWALL RAFTER i _ MK. GFI01 (4) 1/2"0 x 1 1/4" A307 (4) 1/2"o x 1 1/4" A307 LO BOLT H05OO/NUT H0400 EA Ipi U I BOLT H0500/NUT H0400 TOP OF COL. (4) 1/2'm X 2" BOLTS (MK. H0603) VARIES NUTS (MK. H0300) PARAPET STUB o z SUPPORT CEE (IF REO'D) Jin N r 0U Imo O O J m rl r-1 of a i rY1 m 00 O I In (u CIT Ol =a - H 3 � Cl) m _ (4) 5/810 X 2 1/4" c� BOLTS (MK H0610) m m (4)5/8'10 X 2 1/4" w� q V =o NUTS (MK. 90320) I I p ZEE GIRT BOLTS (MK. H0610) o II C Z ui NUTS (MK. H0310) `` I �� ' -I O .c C Ln Do 0 =o I aLL J y4 L m � m` aLL Q o r p COLUMN �= I =� 7 U L ENDWALL COLUMN L^ II � - EIYPASS SECTION B—B U� STEEL LINE GIRT (4) 1/2"o x 1 1/4" A307 LINE THIN HEAD BOLT H0515/NUT H0400 ro 4-0 ENDWALL PARAPET STRUCTURAL LOW SIDEWALL PARAPET STRUCTURAL aj o POST AND BEAM ENDWALL WITH BYPASS GIRTS INTERMEDIATE FRAMES WITH BYPASS GIRTS V REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS -1 AS0010 AS0110 ,E C L 4-` � CL QINQPY BML0fNG STEEL OFFSET r ofTO Q Q STEEL UNE `STEEL LIEF UNE 5EE PLANS LUMN ¢I= i •� U Q 1 Sto? Q m C NooF A " �O v �O °a�+ �� z 7 CO Ln c a--1 m m O U .- Incf w E1 i o -1 i Z lD ,0'-3 1/2" a O Q U U Q o -4 11 I (A.F.F.) a _ D 11 11 ro L.L R S'. gii I I cat Nt4sf2�4�. Om A Y CANOPY BEAM 7'b o I M n II I S CLIP MK. GCB- MK. W 11 11 2" 2"I 1 1 t�fi�I MATH (6) 1/2" DIA �a p LEAN-TO I / II TTT c` A125 BOLTS - i RAFTER J/ SECTION A J�, 4,(�41179`) ^v, o Y NEW CONSTRUCTION Ll T� a "2...• OR EXISTING COLUMNC. '`S;S•,T 'A1 l7 Q N E THE FULL HEIGHT COLUMN MAY BE STRAIGHT OR TAPERED THIS DETAIL r 5 m IS INTENDED TO SHOW THE CONNECTION OF__THF LEAN-TO RAFTER ONLY =c UTRt AS REQUIRED r o AT AN EXISTING COLUMN CONDITION, FIELD DRILL THE CONNECTION p P8511 L.— ozEB '� U0 .-ar .. H 1 15" R THAN TH T IAM T R o�4� t-L4e„mr�_= - COLUMN FLANGE ddLL CANOPY STRUCTURAL DETAIL LEAN—TO RAFTER TO COLUMN � Q= �� at,' roSB - €�. O N 4E�FtAn "BELOW EAVE' WITH FLUSH GIRTS BELOW EAVE N�.�H Eot.,"o_ AQX030 A00005 2 - HANGAR VERTICAL MNN FRAME CD 0 AFTER ALL BEAMS ER MAIN FRAME m � (2) 3/4" x 3" ARE SET & LEVEL 1 + 1 COLUMN N N SECTION A A325 BOLTS/NUTS �� (2) 3/+' . 3' A325 11 BOLTS NUTS - - O o to � Y. cua MK cxc_ O O — NS/FS m m 1 3/4 TUBE HEADER 5 4 , FLUSH GIRT (CONT. OR — * AFTER ALL BEAMS NOTE:ALL DEAD LOAD MUST BE APPLIED A325 BOLTS ELEVATIONS FOR MK. NUMBERS = _ SIMPLE SPAN) 5" TO THE FRAME BEFORE FINAL LEVELING — ) w 1 + ARE SET & LEVEL H0633 BOLTS '--- AND CONNECTION DETAILS) +/- OF THE DOOR HEADER = m m t6•-e•• H0320 NUTS m TUBE HEADER - - ---------------- 1 1 ---------------- r se Y A. I �/ MK. MXT Q' 1 1 T-CLIP MK. GXC_ —� VERTICAL a ~ W *(4) 3/4" v 3"A325----" 1 I W/(z)3/4" x 3" MK' - ra BOLTS/NUTS 2'• I 1 2" =A325 BOLTS (MATERIAL) E > 1 I AFTER ALL BEAMS c ------------------ ----------------- B .1 + ARE SET & LEVEL 0 +� N nl CL >_ Wo 2•. 2,. (4) 1" x 3 1/4" c zW AFTER ALL BEAMS 3" CLIP MK. i CENTERITNE ARE SET &LEVEL t + AJ25 BOLTS C - TOP AND BOTTOM O OF VERTICAL CLIPS CAN ONLY BE BOLTED A H0640 BOLTS (2) CLIP MK. GXC_ N DAD ENDWALL U WELDDAT ED AR SPLICES. HAANNGARUST H0330 NUTS (( N W/ (4) 3/4" x 3' _ 6)3/4"AxT3" A325 BOLTS LL COLUMN VERTICAL LOCATIONS. AFTER ALL VERTICALS A325 BOLTS/NUTS ARE PLUMB 1/4 Icy HEADER ATTACHMENT AT VERTICAL HEADER ATTACHMENT AT HANGAR VERTICAL - # Q MK GXC_ DEFLECTION CRITERIA: REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER AW0120 \ REQUIREMENTS DOWNWARD: -MAXIMUM UNDER TOTAL N C FLANGE OF _ I DESIGN LOAD 1 1 2" vN S CLIP MKS NOTE: ROOF BEAM 5 p o '4 L (NS & FS) WITH P�� H) (V 3/4" WASHERS -MAXIMUM UNDER TOTAL W J fYl m m i (24) J/4" X S" A325 DESIGN UPLIFT = 1 2" 0 16'-6" i 00 m rn REQUIRED OVER OCgR ATTACtWENi H N QI Q1 ALL SLOTS. I LOCATION A F F � IR F 2 A PIPE KICKER 1 _ SECTION A NK, SPH_ DOOR HEADER WALL I' .0 � Ln ENDWALL BOLTIHO640/NUTI/H0330 AFTO MATERIAL Y 2 i lJ COLUMN s. 0 EACH END(TYP) ARE ESE &LEVE ER ALL 8 LEVARONSEFOR MARK C3 Z m aj 2 3/4•' _� Il AGREE VERhCALS ATERIAL) NUMBERS AND DETAILS)i _ _ _ _ k T)/4 AFTERALL14'-6 3/8" p•IP MN.(2)GXC_ATTACH T. 0ARESET&L 1 4 B�UNDER WITH(4) 3/4" A325 BOLTS CUP MK GXC_ HANGER JACK Cu CW ONLY BE BOUEO I BEAM AT HEADER SPLICES, MUST BE ANGAR CLIP MK. I I Q Q JAN ACK BEAMST�FENER-H TOP AND BOTTOM I I TUBE HEADER FLANGE OF v v MK. MXT 3/4" � ROOF BEAM � �— -[if NA U v SECTION A VIEW COLUMN SECTION B 4° TUBE ATTACHMENT AT COLUMN o TUBE HEADER ATTACHMENT AT FLUSH COLUMN HANGAR JACK BEAM DETAIL HANGAR FRAMING @ VERTICAL STUB —1 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS J L AW0100 HANGAR JACK BEAM TO WEB OF FULL HEIGHT COLUMN PARTIAL DEPTH VERTICAL STUBS w/HEADER AWX010REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS AWX0 22 vo w E 4-1 Q D Q Q Q r �-c t v tic a v .c: w a i o Z LD o O Q �U Q m aH �2 4F�•L. 11. S1. lE Hi1F✓j� !% 7 41179 ,� R/fJISI1CD :wV�i��. " a 5npi1 rya = LL cy) ry w.a eft- uo _C6 a "a i1-51 E €fie" � COLLATERAL pEAO LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, (2) H1020 BOLTS REO'D AS SHOWN BOLTS REO'D AS SHOWN o 0 UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED (1) PER EN ��--I1 "N N HVAC EQUIPMENT, CEILINGS. ETC. ARE SUSPENDED FROM ROOF MEMBERS. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, FROM ROOF MEMBERS, CONSULT NUCOR ENGINEERING N CONSULT NUCOR ENGINEERING IF THESE CONCENTRATED LOADS EXCEED 500 HVAC EQUIPMENT, CEILINGS. ETC. ARE SUSPENDED ANGLE MK. o 0 POUNDS (USING THE WEB MOUNT DETAIL) OR 200 POUNDS (USING THE FLANGE MAH" itMOUNT DETAIL), OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE IF THESE CONCENTRATED LOADS EXCEED 200 POUNDS, ul THAN OTHERS. OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE THAN OTHERS. A u 3: � x = F � m m E F PURLIN FLANGE Sf'G Y Y PURLIN STIFFENING LIP PURLIN F- WEB STEEL LINE TOP CHORD \ GENERAL RESTRICTION. E JOIST w � UNDER NO CIRCUMSTANCES CAN THE PURLIN STIFFENING LIP 3„ O *' BE FIELD MODIFIED FROM THE FACTORY SUPPLIED CONDITION. BOTTOM CHORD v ALSO DO NOT HANG ANYTHING FROM PURLIN STIFFENING LIP I v O PLATE WASHER - E 'O PLATE WASHER MK. ESWOI (1) EW RAFTER OPTIONS FOR SUPPORT ATTACIIMEI"II' GENERAL RESTRICTIONS: MK. ESWO1 (2) m' RAFTER/ N ai OPTION A OPTION B 1. UNDER NO CIRCUMSTANCES CAN THE JOIST BE FIELD SL CAP PLATE � LL (200 LBS MAXI (500 LBS MAX MODIFIED FROM THE FACTORY SUPPLIED CONDITION 2 ANY APPROVED SUPPORT METHOD USED, MUST N BE SAVE STRUT EAVE STRUT DRILL SUPPORT SUPPORT ANGLE OR SOME ATTACHED TO THE TOP CHORD OF THE JOIST SO THAT IT CONDITION THROUGH THE OTHER TYPE OF BRACKET. WOULD PROTRUDE ABOVE THE STEEL LINE AND INTO THE BYPASS SIDEWALL CONDI LOW EAVE BY-PASS SW GIRT CONDITION LOW EAVE BUILT-UP DI CONDITION BOTTOM FLANGE OF (NOT BY NOS) SUPPORT ROOF PLANE Is USE (4) 1/2"x 2"A325 BOLT H0603/NUT H0300 U N 0-THE PURLIN. THROUGH PURLIN WEB. BAOO2O USE (2) 1/2" X 2"A325 BOLT H0603/NUT H0300 U N 0 BA0030 1/2"a MAXIMUM BOLT % \ANGLE SUPPORT ) ) H N(NOT BY N B S -I (NOT BY NBS BOLTS REO'D AS SHOWN (2) H1020— BOLTS REO'D AS SHOWN � O —1/2"o MAXIMUM BOLT (1) PER END\f O O O (NOT BY NBS) 1 >,00IA cu m m 1" MAXIMUM FROM I'I' 1" MAXIMUM FROM OPTIONS FOR SUPPORT ATTACHMENTS ANGLE MK. �� N UN� b"U L N W TEIFLlR U L1N MAH � VI � >;^ TO CENTERLINE OF SUPPORT TO CENTERLINE OF SUPPORT L9 L m m STEEL LINE �" _SEC. A G Z r OPTION C: X" OPTION BIII a; 200 LBS MAX —t SUPPORT CLAMP P Ln LGO 00 X IF PURLIN FLANGE �1±1' (NOT BY NBS) t�G z m 'H cod ui SUPPORT CLAMPS "X" = TOTAL PROJECTED OPTION A RAFTER - -' ARE USED DISTANCE FROM THE PLACE SUPPORT EW CENTERLINE OF THE PURLIN BETWEEN JOIST WEB TO THE ENO OF THE ANGLES (NOT BY NBS) END OF STIFFENER LIP (= 3 5/B" +/- 1/1&') 3 6„ to CLAMP I" MAXIMUM I _NOTE: (NOT BY NBS) THE CENTERLINE OF THE SUPPORT ERECTOR NOTE: I PLATE WASHER v MUST BE WITHIN 1" FROM ADDITIONAL JOIST REINFORCING MAY BE REQUIRED. CHECK THE MK. ESW01 (1) I PLATE WASHER Q CENTERLINE OF THE PURLIN WEB, ERECTION DRAWINGS FOR SPECIFIC REQUIREMENTS- MK. ESWO1 (4) RAFTER/ CENTERLINE Of SUPPORT CENTERLINE OF PURLIN CAP PLATE C CN p EAVE STRUT EAVE STRUT J NUS J 01 ST SUPPORT METHODS LOW EAVE COLD-FORMED Ew CONDITION NBS PURLIN SUPPORT METHODS 00 USE(2) 1/2" x 2"A325 BOLT H0603/NUT H0300 UN.O. LOW EAVE FLUSH/INSET SW GIRT CONDITION J LL D] O7 REFERENCE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS gA0050 USE (4) I/2" X 2"A325 BOLT H0603/NUT H0300 U.N.O. gAOO O OA w O O Q BOLTS REO'D AS SHOWN C � "C7 Q L Q a � m r, 1 � a v W Ln w Z FV — wV1 .0 F = o O Q ~U Q m R Y i�F W4,SiY26 i 7 �\ (A 411791� w PLATE WASHER 1V.41 MK. ESW01 (2) RAFTER/ E O CAP PLATE EAVE STRUT =qm�w"A a U- yam°a9��oq�m�o� o LOW EAVE FLUSH/INSET SW GIRT CONDITION a m USE (2) 1/2" X 2" A325 BOLT H0603/NUT H0300 U N O BA0040 Q 1 00 USE (4) 1/2" x 2" A325 BOLTS N N t� H0603/ NUTS H0300 (CLIP/PURLIN o 0 TO FLANGE CONNECTION)— 1 0° 1 I it 1 3: I ! I co m � F I' I` I X � r 3" f SECTION "A" (n 3" r' Nf 8" PURLIN r YI E COLUMN GCBO1 CLIP ! 8" PURLIN UPSLOPE U.N,O. °1 10" PURLIN AT 12" PURLINS, BOLTS ARE GCB01 CLIP SHOP WELDED c CAP PLATE/ GC802 CLIP NOT REOUIRED IN THE O RAFTER FLANGE �' GC CLIP I CAP PLATE STIFFENER ai p _ CENTER SET OF HOLES 10" PURLIN , COLUMN CLIP. u 12" PURLIN I / GCB I 1 CLIP 3,. I RAFTER FLANGE OPTIONAL BY a 12"{ PURLIN — _ I DESIGN c GCB CLIP ro USE (4) 1/2" x 2" A325 u I N co BOLTS H0603/ NUTS H0300 NO WASHERS REQUIRED AT aai (CLIP/PURLIN TO FLANGE COLUMN CAP PLATE THESE 12 BOLT LOCATIONS SECTION "A" LL SECTION "A" CONNECTION) OR RAFTER FLANGE SECTION "B" BOLTED CLIP 0 END FRAME p BOLTED CLIP @ INTERIOR FRAME WELDED CLIP Cam? END FRAME o Is._�I� REFERENCE ERECTOR NOTED RRTYPSWASHER/REQUIREMENTS NO BL7001 0 REFERENCE ERECTOR/4"A307 NOTE FFOR�TIPTSWASHER/NUIS REQUIREMENTS NO BB0015 REFERENCE ERECTOR/4m A307 NOT FOR TYPiSWASHER/REQUIREMENTS NO BB0050 v'Ac o O -1 COLD FORMED W rn 4 0 OS� - r RAFTER F V m m UPSLOPE U.N.O.' RAFTER 5 , 00 o . m rn ESN l'� 7 1 PURLIN 1 I r m m P m O ej PURLIN I 2 0 U "t �Y ! I I vl I O Z ra a AT 12" PURLINS, BOLTS ARE •y / I w O n•• ` J O t C O '� L a NOT REQUIRED IN THE / ^ SECTNJN "A" I ' Z L' do O x CENTER SET OF HOLES �r I �j m H m a u- 3 � ROOF CLIP MK� LINE L t SHOP WELDED I I PCC_ CLIP MK. CLIP. Of pEWA01 F STIFFENER J OPTIONAL BY II 8" PURLIN r0 G y" DESIGN —� — — PURLIN DEPTH c{ _ GC601 CLIP }' a \ 8.. 10' 12" O1 NO WASHERS REQUIRED AT a PIE,—, PCC01 PCC03 PCCO2 10" PURLIN COLUMN CAP PLATE THESE 8 BOLT LOCATIONS GC602 CLIP OR RAFTER FLANGE PCCO2 PCC04 PCC05 N A 12" PURLIN ¢ � SECTION "B" GCB11 CLIP E SEC "A" V J ro WELDED CLIP @ INTERIOR FRAME PURLIN CONN Q C F RAFTER EW PURLIN ® C.F RAFTER J 4- USE(8)1/2"x 1 1/4"A307 BOLTS H0500/NUTS H0400 U.NO BB0055 USE(4) 1/2- X 1 1/4-A307 BOLT H050O/NUT H0400 UNO BB0071 USE(8) 1/2"X 1 1/4"A307 BOLT H0500/NUT H0400 UNO BB0100 to w O REFERENCE ERECTOR NOTE FOR TYP WASHER REQUIREMENTS REFERENCE ERECTOR NOT FOR TYP. WASHER REOU8IEMENTS C = O 4� N (13 Q Q LAPPED L Q � RAFTERS 1 Q l>7 C � a 0 z w ~V fN Of I w CL >— o I--i >— kD oOQ GUQ m � 4 PURLIN R n4-, 41179-Y %I STVV�S� i 8" PURLIN E 117(TVAL 4dux U GCBO1 CLIP 10" PURLIN - ^ GC802 CLIP _ _ _ m- = 12" PURLIN s,y.g ',eg8 LL GCB11 CLIP SEC. "A' �Fs t � Q ryo.V a~L L F= r'I PURLIN CONN. @ C. F. RAFTER LAP USE (6) 1/2"X 1 1/Y•A307 BOLT H0500/14UT H0400 U.N O. B B O 11 O REFERENCE ERECTOR NOTE FOR IYP WASHER REQUIREMENTS Q BCD 8 CD PURLIN INSTALLATION INSTRUCTIONS SUPPLY AND DESIGN OF CONNECTION OF ANGLE TO WALL BRACE "X" BY OTHERS NOT BY NUCOR. ATTACHMENT OF ANGLE N N 1) FOR SINGLE PURLIN BRACE, INSERT THE ANGLE INTO THE FACTORY SHOULD BE NO MORE THAN 6" AWAY FROM EACH PURLIN o 0 PUNCHED SLOTS, BEND THE TABS AS SHOWN AND ATTACH WITH (1) M1020 LOCATION. NUCOR WILL NOT PREP THE ANGLE FOR THIS ATTACHMENT TO THE WALL, HOWEVER THE ANGLE MAY In In i� PURLIN --SINGLE PURLIN FASTENER PER END RAKE EXT ¢ BRACE 'F REO'D NEED TO BE SLOTTED TO ALLOW FOR THE VERTICAL 2) FOR PURLIN OF THE FRAME A STEEL LINE N BRACE "X", INSERT THE ANGLES "BACK-TO-BACK" INTO THE m m 1 1" PURLIN (EXTENDED NOTE: THE PURLIN FACTORY PUNCHED SLOTS BEND THE TABS AS SHOWN AND ATTACH WITH (1) - FOR RAKE EXTENSION) H1020 FASTENER PER ENO BRACING ATTACHMENT D �. METHOD IS THE SAME 3) CONNECT THE PURLIN BRACE "X'• AT THE INTERSECTION WITH (1) H1020 I m m REGARDLESS OF THE SECONDARY MEMBER t112 FASTENER. J J i TYPE (ZEE, CEE, EAVE 4) SEE THE DETAILS AT RIGHT FOR ADDITIONAL INFORMATION WHEN ATTACHING SPANDREL ANGLE G STRUT, BEAM, ETC.) TO ALTERNATE FRAMING MEMBERS (SEE PLAN/ELEVATIONS FOR MARK NUMBERS) SINGLE (TAGGED END TOWARDS E > au PURLIN LOW EAVE) iS ANGLE C Of 'of BRACE IF WALL BY REO'D __ - T L 6" EDGE OF OTHERS a ® IINf ANGLE al C) PURLIN C SECTION (1) H1020rql?� FASTENER _ROOF STEEL_ LINE_ SINGLE PURLIN DOWNWARD! MAXIMUM (TYPICAL) r BRACE IF REO'D I I %---_ UNDER DESIGN LIVE LOAD' S 8" aNi + I I F •''��',...-- UPWARD: MAXIMUM 1 LL PURLIN PURLIN F,Off- EAVE STRUT SHOWN WITH PLATE WASHER UNDER DESIGN UPLIFT 1 2" /7 BRACES BRACES E,Op' .6 (ESW01) AND (2) 1/2" A325 BOLTS/NUTS, DEFLECTION Of FRAME e SINGLE J PURLIN BRACE "X" \ REVERSE MAY BE EAVE PURLIN (CONNECTION UNDER FULL DEAD LOAD: 3 4" PURLIN MK. (SEE PLAN) EAVE STRUT PURLIN SIMILAR TO STD PURLIN) , • a BRACE IF REO'D PURLIN (I) H1020 FASTENER It Q PLAN VIEW OF PURLIN BRACING LOCATIONS PER BAY PURUN c nt O r-1 1) THERE ARE TYPICALLY (2) ROWS OF PURLIN BRACING REQUIRED _ - BRACE m 0 o o Lu REGARDLESS OF THE BAY LENGTH U.N-O. - - IY 00 m m C--_� LL (A y 2) THE PURLIN BRACING IS TYPICALLY SPACED AS SHOWN IN THE DETAIL ,-•-1 Ip � BELOW U.N.O. I PURLIN -• y 3 -Q1 BRACE IF - — tz c " m PURLIN REO'D - '1 Z _ Y v rn V .� BRACES (1) H1070- HOT-ROLLED I Z ui RAFTER EAVE CEE TYPICAL CHANNEL 1 4"' J O L C �t T ' � C X NOTE: THE CHANNEL MAY 1 4" GAP gEIWEEN STEEL LIN i. m m a Ii SINGLE 11 BE TOED UP OR DOWN, PURLIN BRACE I I ANGLE REO'D. I I - - 1 4" I PURLIN PURLIN PURLIN I I STEEL LINF. BRACES SPANDREL ANGLE BRACE "%" PURLIN (SEE PLAN/ELEVATIONS FOR MARK NUMBERS) r- (TAGGED END TOWARDS LOW EAVE) N ? t 0.38 x LENGTH 0,24 x LENGTI.11 0 38 LENGTH I BRACE IF I PURLIN PURLIN _AT LOW EAVE AT SPLICE_ -AT RIDGE OR HIGHSIDE 0 r LENGTH REO'D BRACES t (1) H 1070 BUILT-UP OR I BOX (1) H1020 C PURLIN BRACING ATTACHMENT METHODS TYPICALBE�HOT-ROLLED BEAM J SPANDREL ANGLE DETAIL SEE ROOF FRAMING PLAN(S) FOR PURLIN BRACING B E 000 1 USE (1) 1/2" x 2" A325 BOLT H0603/NUT H0300 AT EACH PURLIN LOCATION J L` MARK NUMBERS, OUANTITIES AND LOCATIONS B00410 4-- REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS w O a--I Q 0 Q a � oZ� o °' to a Ln z z V .� w VT w O L O I—I itD o0Q GuQ z m 1L R. �'S`L1� tltgsgj�% 41179 wr 'S lFIIVA1. 13. - r ps =aim LL_ O So'E oE" ugouEa ERECTOR NOTE. UNLESS SPECIFICALLY NOTED OTHERWISE, I STEEL LINE OR 12"GIRT 8"OR 12"61RT "GIRT GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH o 0 STANDARD ZEE GIRT ORIENTATION IS TO HAVE THE GIRT TOED DOWN AT i �— - - ERECTOR " N N GIRT CLIP GIRT CLIP MULTIPLE GIRT DEPTHS. REFER TO THE STANDARD BOLT THE STEEL LINE AS SHOWN IN THE DETAIL BELOW. �'I NOTE PLACEMENT DETAIL(S) FOR PROPER BOLT PLACEMENT. N N ccw1�� SECTION „n„ C LIP ` \ UNLESS SPECIFICALLY NOTED OTHERWISE, STANDARD CEE GIRT ORIENTATION T -T -T-- _-T- 2'•GIRT o 0 I RIGHT HAND DETAL SHOWN,LEFT HAND OPP0511[ an N IS TO HAVE THE GIRT TOED UP AS SHOWN IN THE DETAIL BELOW. STANDARD r � t:1 I I IO= SHOP WELDED CLIP CLIP ATTACHMENT IS BELOW THE GIRT, HOWEVER SOME DETAILS REQUIRE THAT I" -j1 91 1 i F- - - z —SHOP WELDED CLIP C I II: �11 �o___ i_o_oJ „A,• Aj IF REQUIRED i COLUMN GIRT m m THE CLIP BE ABOVE THE GIRT OR THAT THE GIRT BE TOED DOWN- I L--__Sfl _. •' Q 9J :> ° GIRT. IF REQUIRE -— T—- (REFER TO THE GIRT DETAILS FOR SPECIFIC CONNECTION REQUIREMENTS). -----J -_1_- -_1_- • ____ _ o _- - x x V-4^(STD] 1 6 1 .. 1'-4 6 7 2" STD I 7 E F ---- I 8" OR 12" GIRT AT CORNER 8" OR 12" GIRT AT SW OR EW 8" OR 12" GIRT AT CORNER 8" OR 12" GIRT AT SW OR EW ,�,, r 46�__ STEEL INE 10"GIRT 10"GIRT IU•GIRT ( O O 0 U 47 ~ ~ ZEE GIRT CEE GIRT I �GRti CLIP -- GIRT CLIP- v I I I 11v fO GIRT CLIP GCA01 10"GIRT I ' I O O O fl p' I E 01 T Z ZI ;. ,)Q Z _ LJ JI JI I 01 Vie_„T' 0 03 ..A., ° ° :;I z 3/4.. 6 1 �., 6 1/2„ 3/4„ u c ^ W "- -'�-- --'•- � GIRT ANGLE MK. MAG01 N m I•-4' W/(2) H1020 SCREWS. N I6 I STO 6 1 2" STD 0i T— (PLACE ANGLE FROM GIRT � IO ZEE GIRT ORIENTATION CEE GIRT ORIENTATION 10" GIRT AT CORNER 10" GIRT AT SW OR EW 10" GIRT AT CORNER 10" GIRT AT SW OR EW TO FLANGE OF COLUMN) STANDARD GIRT ORIENTATION DETAIL FLUSH GIRT BOLT PLACEMENT DETAIL FLUSH GIRT BOLT PLACEMENT DETAIL FLUSH GIRT DETAIL a s FLUSH GIRTS AT INTERIOR BAY COLUMNS J SEE GIRT DETAILS FOR GIRT CONNECTIONS REFERENCE WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS REFERENCE WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS NOTE:USE (4) 1/2" . 1 1/4"A307 BOLTS H0500/NUTS H0400 CA 1010 o Illiii ii (COLUMNS NOT SHOWN) GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH MULTIPLE GIRT DEPTHS, GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH MULTIPLE GIRT DEPTHS. REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER REFER TO THE DETAILS ABOVE TO DETERMINE WHICH HOLES ARE UTILIZED. REFER 70 THE DETAILS ABOVE TO DETERMINE WHICH HOLES ARE UTILIZED. REQUIREMENTS L7 STD, 1/2" A307 BOLTS COLUMN - VI a) fV DIM. "A" _ a•• AT 8" & 70" GIRTS c o 8" OR 12" DEEP CLIP MK. GCB03. FLANGE WIDTH 8. AT 12" GIRTS O o o SINGLE CEE COLUMN LOCATE (1) AT ALL * ZEE GIRT COLUMN ,L, m MK. HO500 r0 O O (NO WASHERS REQUIRED) GIRT LOCATIONS 3/8" RIGHT HAND DETAL SHOWN. N. > `n rn —� FLANGE = 4" 1 I/8" I / FLANGE > 4" 1 1/2" 3/4" CLIP MK- LEFT HAND OPPOSITE r------ THINIn In cu 0) _-____ OUTSIDE FLANGE USE (I) I/2" X 1 I/4" cCM07 AT 8"GIRTS ( HEAD BOLT H0515/ GCM09 AT 10"GIRT! -7 NUT H0400 AT THIS _ - COLUMN GXC-AT 12" GIRTS I 1 1/2" +.i LTt Lf) GIRT LAP BOLTS NOT I 1 LOCATION REFER TO THE ------•--•Y � z ` u � r1 1 SECT. "A" 3/4. o E .. , I �Li SHOWN FOR CLARITY. a "LAPPED GIRT DETAIL" FOR 'v ;* GIRT, IF 1 3/4" C z m u; REFERENCE THE STD. ADDITIONAL INFORMATION, LAPPED GIRT DETAIL SECOND LAPPED USE (2) I/2" x 2" A325 FOR THOSE GIRT 3/4" A M ••A" - 4"AT 8" & 10" GIR1S REQUIRED GIRT o t C GIRT �-} I'.I - +. 3 4.. BOLTS H0603/ NUTS H0300 ! • g-AT 12"WRTS ---_--_ -__----- -I �- I- z m m d Li REQUIREMENTS. I I I (CUP TO FLANGE CONNECTION) 3 4" BOLTED OR _ GIRT i �• THIN HEAD 1/2" BOLT WELDED GIRT I I �1 0 ___ ! I I I MK. H0515 '• CLIP I --- E - I I Iw (NO WASHER REQUIRED) 1 1 2" I I1 1 " I 4 SHOP WELDED CLIP�� „-r 1 '•j I I 1 I Z J I FIRST LAPPED GIRT STD. 1/2" A307 NUTS MK. H0400 jlu _•,J O ------ -- 0 CLIP MK. GIRT LAP GIRT LAP -'- .L CCWOB AT 8" GIRTS (SEE ELEVATION SEE ELEVATION) DIMENSION "A" "A[ �- CLIP MK cGwto AT to"c,Rts ) . 1(;C(311 AT 12-GIRTS 'CELNT_ERUNE OF COLUMN 4"AT 8"G1R1S MASONRY WALL GCM09 AT 8" GIRTS f — 4"AT 10' GIRTS (NOT BY NUCOR) � GCM09 AT 10" GIRTS B"AT 12" GIRTS GXC-AT 12"GIRTS E LAPPED GIRT DETAIL, SW OR EW GIRT DETAIL � c LAPPED GIRTS O INTERIOR BAY COLUMNS SW OR EW GIRT TERMINATION DETAIL SIMPLE-SPAN BYPASS GIRTS AT INTERIOR BAY COLUMNS J TOO •• THE THIN HEAD 1/2" A307 BOLT MUST BE INSTALLED INTO THE FIRST BYPASS GIRT TERMINATION AT MASONRY WALL LEFT p NOTE: USE (4) 1/2"x 1 1/4" A307 BOLTS HO500/NUTS H0400 F LL GIRT AND CLIP OF A LAPPED CONDITION. THE BOLT/NUT ASSEMBLY MUST NOTE: USE (2) 1/2"x 1 1/4"A307 BOLTS H0500/NUTS H0400 CC0080 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER CC1 Orlo Ln aD f- BE WRENCH TIGHT PRIOR TO THE SECOND LAPPED GIRT BEING INSTALLED. REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS REQUIREMENTS l� L w 4' C HSH ISOMETRIC VIEWSQCOLUMNUSE (1) 1/2" X 1 1/4'• . QTHIN HEAD BOLT H0515/ .....- VyELODED -`--.. ''.}� - i�•' O O LOCATION CREFER TOC THE FOR ..........i CLIP --'�<� I -•.• a� z � w O NUT H0400 AT THIS F-- IRT ADDITIONAL INFORMATION, 1 1 1 2" SECT. A" � 0-i o�-4 i• kD 1000 aoQ Ewa Z -+m 3/4d I GIRT�3/4" I_.--- 1V1STEEL LINEII- I T I-----"'�7- —' O I 1-CLIP 3 ZEE GIRT GC8(1J I I W I 41179 fL� CLIP MK. I SINGLE GEE �k. SHOP WELDED CLGIRT LAP GIRT LAP GCWGCW�O AT EI AT BO"GIRTS GRRTS O ® COLUMN -'SSFF>IYA1 (SEE ELEVATION (SEE ELEVATION) i.CB11 AT 12" GIRTS 1 E 1 1 m B r - 01M. "A" = 4" AT 8" dl 10" GIRT$ l 8" AT 12" GIRTS r at€a SW OR EW GIRT DETAIL o 3a €fin 's U- s ba_a3.3:�mq.,� SINGLE CEE COLUMN AT BYPASS GIRTS �� y:r� � 5e�$ O LAPPED BYPASS GIRTS AT INTERIOR BAY COLUMNS SINGLE CEE COLUMN WITH LAPPED prPASS GgHS sgr fray 3 NOTE: USE (7) 1/2"x 1 1/4" A307 BOLTS H0500/NUTS H0400 NOTE: USE (1 1) I/2" x 1 1/4"A307 BOLTS HO500/NUTS H0400 CC0011 Elte- g gtM." m >F.."7 ${REFERENCE ERECTOR NOTE FOR TYPICAL WASHER CC 1010 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS N � 3 �l p p;�g $ Q REQUIREMENTS ffif I \ 1 SHOP WELDED CLIP ip 1p M. "A" = 4"AT 8" h 10"G1R LEFT WINO DETAIL SHOWN, "' i1 COLUMN --1 - 8" OR 12" DEEP RICXT RAND OPPOSITE o 0 8" AT 12" GIRTS LD i ERECTOR GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH N N 1� SINGLE CEE COLUMN MULTIPLE GIRT DEPTHS, REFER TO THE STANDARD BOLT r CLIP MK. CCB03, LOCATE .j-...-.-.../-- NOTE PLACEMENT DETAIL(S) FOR PROPER BOLT PLACEMENT. _._ (1)AT ALL GIRT LOCATIONS SIDEWALL 2 1/4•' USE (2) 1/2" x 2" A325 q 1 1/2" - 1 _-B" OR 12" DEEP 8" OR 10" 3 12" BOLTS H0603/ NUTS H0300 RIGHT HAND DETAIL I_--- SINGLE CEE COLUMN -- z (CLIP TO WEB CONNECTION) a SHOWN, LEFT JCP02 AT 8" GIRTS 4" . EO _-—CLIP MK. GC603, LOCATE + ' HAND OPPOSITE i I JCP01 AT 10"C1Rt$ GIRT o 3/4 f 3/4" JCP03 AT 12"GIRTS I (I) AT ALL GIRT LOCATIONS. 1 " CLIP - 3 GIRT, IF REQUIRED CLIP MK, "v N _ _ -�---- _ GIRT SECT. "A" .�------� -- ---- • GCCO2 1 jj MK. GCC12 - DO m W i S f .. _._. 1i ».�_ _... n 1 I GIRT f T— � J J 1 1/2„ I H H --------- -'II'1I ,�- W N �II�III.�`Y}y- • I ---•—•1t�_II -II --•—•-- I - 1 ----•— WO tl' SHOP — I� E ai> I o of }} I }} WELDED i 1 1/ _�^) i a __W i I I -��Iyy,�1 `~ .�% CLIP o i I j I i 1 4"I END OF GIRT L _ �J"—"—"—. V cu 1 I! I !1 l CLIP MK GCWOB AT 8" GIRTS I - lA`II_A/ Iff 111 _J O CLIP MK GCWIO AT 10" GIRTS 1 N SZ C 'CD IL _ xi —__" DIMENSION VARIES - SEE PLANS CLIP MK GCB11 AT 12' GIRTS C _ __ _. ___ "' I GIRT ANGLE MK. MAG01Y 1/4�•`} I B" GIRT 10 �7 ------ --- E 1 4"1 2 3 4" 3" i WITH (2) H1020 (FIELD' CLIP MK GCW08 AT 8" GIRTS STEEL 1 1•-1 1/4" W/ 8" SW GIRTS N CUT TO LENGTH) I LINE 1'-3 1 4 W 10" SW GIRTS "A„ END OF GIRT CLIP MK GCWIO AT 10" GIRTS /" / ENDWALL 2_ I° SW OR EW GIRT DETAIL 8" GIRT TERMINATION DETAIL BYPASS CEE GIRT AT MASONRY WALL • u NOTE: USE ( NOTE: USE (2) 1/2"x 1 1/4" A307 BOLTS H0500/NUTS H0400 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS I/2" x 1 1/4"A307 BOLTS HO500/NUTS H0400 CC1030 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS CF0500 ISOMETRIC VIEWS ISOMETRIC VIEWS c N o r1 f0 0 0 0 sires }gi}?' . lU J 'zt mm r•1 t y F DO m � z rnm c ° E z ,u a; L C z ? 0 t]0 O X ' L m r1m` aLf°L STEEL LINE STEEL LINE 1 I i ZEE GIRT ) CI�001 K ZEE GIRT�i t (! OC803 K. CUP MK. { SINGLE CEE CUP MK. I SINGLE CEE N GCWOB AT 8" GIRTS ® ® E COLUMN GCW08 AT 8" GIRTS ® ® 111 COLUMN m GCWIO AT 10" GIRTS ( GCWIO AT 10" GIRTS 1 GCBII AT 12" GIRTS I GCBII AT 12" GIRTS I OJ I f � C BYPASS GIRT CORNER DETAIL BYPASS GIRT CORNER DETAIL LEFT HAND DETAIL SHOWN, RIGHT HAND OPPOSITE LEFT HAND DETAIL SHOWN, RIGHT HAND OPPOSITE J TO NOTE: USE (12) 1/2" x 1 1/4" A307 BOLTS H05OO/ NOTE: USE (8) 1/2" x 1 1/4" A307 BOLTS H0500/NUTS H0400 FORNUTSTYPICADL WASHER EREOU REMENTS 14CE STANDARD WASHER DETAIL CF0015 REOURREMENTSANDARD WASHER DETAIL FOR TYPICAL WASHER CF0360 �; L` b.0 w TO 4' C ERECTOR GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH DIM "A" = 4"AT 8- h 10"GIRT rro MULTIPLE GIRT DEPTHS. REFER TO THE STANDARD BOLT - 8"AT Iz'•GtITTS ZEE GIRT U NOTE PLACEMENT DETAIL(S) FOR PROPER BOLT PLACEMENT. COLUMN Q m LEFT HAND DETAIL SHOWN, EO 4" EO ZEE GIRT RIGHT HAND OPPOSITE w O @ 0 CTT /-GIRT ----nT----- SHOP— .J7Ln WELDED a C w 4/ .� w ft -� CLIP MH, �1'\ CLIP C ��-- GCCO2 �i f 1 1/2 SECT. „A„ o O Q CLI GIRT 0~ Q Z P 1..1 r-I ' GIRT ( A SECTION A = o .—•. 1 a I SHOP 1 L.. W c;"4pF YnRjf 1�6, WELDED -y I'- i t I I ! CLIP I 41179 GIRT ANGLE MAG01 TCTV WITH I 1 4"' 2 3 4" 3" H (2) H1020 020 (FIELD SHOP WELDED CLIP 1N AT, END OF GIRT CUT TO LENGTH) I S'S Yt �TL I 1/4" END OF B w O Ft STEEL GIRT SEE PLAN I Ai Ai 6 x Lp LI 1 5 Lam. In BYPASS GIRT CORNER DETAIL GIRT TERMINATION DETAIL " ��=£ —gym=P� LL a >-r' �G LEFT HAND DETAIL SHOWN, RIGHT HAND OPPOSITE r6 '� "~E gF"w 0 LEFT HAND DETAIL SHOWN, RIGHT HAND OPPOSITE o aa rz i E'EH 9 'x o NOTE: USE (8) 1/2" x 1 1/4"A307 BOLTS H0500/NUTS H0400 NOTE: USE (4) 1/2" x 1 1/4"A307 BOLTS H0500/NUTS H0400 ^lo a;fi sba,� REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER CF1010 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER CF1200 `zar� ` o REOUIREMENTS REQUIREMENTS �It'�s5ssG58�Han! 1 , DIM A- 4"AT 8"& 10"OR DIM B. I"AT B"& 10"GIRTS DIM C. 5"AT 8"& 10"GIRTS RIGHT HAND OETAIL SHOWN, r OIM A. 4-1/4"AT IT'GIRTS DIM. B. ]/4"AT 12"GIRTS DIM C- 5"AT 12" GIRTS LEFT HAND OPPOSITE $ O O TF N N 24k SF rllll� RIGHT HAND DETAIL SHOWN, " NLEFT HAND OPPOSITE o 0 —ZEE GIRT .: •;�• a':•.;,. 4 1/4 AT 2 3 4" CEE FLANGE n 7 6 MAX 7'-6" MAX. _______________________ JAMB GIRT SECTION "A" 5 1 8" AT 3 5 8" CEE FLANGE ca in _ .. ca in A 1 H1020 FASTENER C 11 (2) H1020 FASTENERS 1 CEE GIRT (12" 0 C) FRICTION CLIP 3 5/8" FRICTION CLIP Z CO co MK. JCP02 AT 6' _ MK. JCA02 AT 8" (2) 1/2" X 1 1/4" GIRT MK JCPO1 AT 10" MK. JCA01 AT 10" € J _1 I 2 H1020 FASTENERS MK. JCP03 AT 12" O MK, JCA03 AT 12" Y Y A307 THIN HEAD BOLT (2) 1/2" X 1 1/4" A307 I ( ) H H j I STEEL LINE ((ATTACHMENT TO H0515/NUT H0400 A307 THIN HEAD BOLT I BY OTHERS) HEADER WRAP > H0515/NUT H0400 I MK HW_ I E v JAMB CLIP MK. JCWO1 I JAMB CLIP R OPENING I MK, JCWOI ' p +' DOOR JAMB L"'��DOOR L.)OPENING r_ aj ILI p JAMBE JAMB JAMB C OPENING E ._ H1020 FASTENER w N m (1 2" 0 C) STEEL LINE_t _- _ y SECTION "A" A 2_ I° TYPICAL JAMB DETAIL TYPICAL JAMB DETAIL HEADER WRAP DETAIL JAMB TO FINISHED FLOOR CONNECTION Ia JAMB EN ZEE GIRTAND WITHOUT INTERMEDIATE GIRT REFERENCE S JAMB AT CEE GIRT WITHOUT INTERMEDIATE GIRT NOTE: USE (2) 1/2" x 1 1/4" A307 BOLTS H0500/NUTS 110400 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER CG0025 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER CG0030 REOUIRENENTS CG0017 REOUIRENENTS CG0019 REQUIREMENTS 0 CLIP MK. HCJ_ NOTE:F 01 m 0IELD DRILL HOLES IN GIRTS fill JAMB EXTENSION, IF REQUIRED X N O A I (2) 1/P" z l 1/4" A307 I It _/ Lu 0 0 0 BOLTS (H0500) h NUTS (H0400) I 11 W J 'I m m HEADER ` (2) 1/2" x 1 1/4" A307 I 11 CLIP MK. JCT02 00 1 1 THIN HEAD BOLTS (HO515) de NUTS (HO400) IL__ CLIP H1020 FASTENERS UI TD = rH � QI OT %ITLn LT1 IAMB I ! CEE CIRT 2 rn V1 ----------- - — — — — ° FRICTION CLIP 4 R ZEE GIRT 3 Cj o L c MK JCP02 AT 8" _ -= (2) 1/2" X 1 1/4" A307 LLe Lf1 L10 O X I LEFT HAND DETAIL SHOWN, MK JCP01 AT 10' - I BOLTS H0500/NUTS H0400 ------ ---- .1 Q 'c c 1 1 4 RIGHT HAND OPPOSITE MK JCP03 AT 12" m � maLL FRAMED I FRICTION�Aq C AT LIP g (( MK. JCA03�T 12^ (3) H1020 FASTENERS j N1HEADxBOLTS4(H0515) OPENING II & NUTS (H0400) JAMB 4 CLIP MK. JCT02 Ln 1 CLIP !!!! MK HCJ01 AT 8" OR 10 JAMB EXTENSION JAMB I MK HCJ02 AT 12" v HEADER TOP DETAIL SHOWN, BOTTOM CONNECTION OPPOSITE 0 STEEL LINE / SECTION "A" c: HEADER TO JAMB CONNECTION JAMB EXTENSION TO ZEE GIRT V E FRAMED OPENING DETAIL ZEE GIRT CONNECTION J NOTE: USE (2) 1/2" x 1 I/4"DETAIL BOLTS TYPICAL ASH H04W NOTE: USE (4) 1/2" xl 1/4"A307 BOLTS H0500/NUTS H0400 LL_ REOUREFERREMENTSENCE ANDARD WASHER DETAIL FOR TYPICAL WASHER CG0050 REFERENJAMBS �ECERECTOR EE GIRT CNOTE EFOR NTYPICAL WASHER REQUIREMENTS C00054 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER C00058 �^ REQUIREMENTS bO L TO 4- C v= NOTE: LEFT HAND DETAIL SHOWN, ERECTOR NOTE: ro - Q Q INSTALL CLIPS ON JAMB BEFORE STANDING JAMB. RIGHT HAND OPPOSITE -IF THE T-CLIP IS LOCATED IN THE SAME LOCATION AS NESTED GIRT BOLTS, THE '� USE LEVEL TO ALIGN GIRTS ADJUST CLIP AS REQUIRED. NESTED GIRT BOLTS CAN BE REMOVED. L Q A CO O r, COLD-FORMED O a O 0) FRICTION CLIP 1 1/4" FRICTION CLIP HEADER MK. JCP02 AT 8" MK. JCA02 AT 8" ¢ � z N W MK JCP01 AT 10" MK. JCA01 AT 10" (6) H1020 I --CUP Z V ,� w VT MK. JCP03 AT 12"� I 2 '^' MK. JCA03 AT 12" FASTENERS JAMB ExTEN51oN I / MK_ JCTg2 w Q i IS I--I i I'O JAMB �\ GIRT CUP MK JCT03 a O Q V Q Z. !� I DOOR JAMB I a~ V= o � IT 1 (3) TEK 3 I I W SCREWS H1020 R �- --- - 1 a ZEE GIRT CLEAR OPENING I I EO T T I S i --- �. I I W I I I (g1 TFIc ] 7�41 1/9,� K,?. 1 1 1 WS SEEL LINE - H1020 1 CLIP FRAMED NK JCT01 � ` t- RIGHT HAND DETAIL SHOWN, LEFT HAND OPPOSITE SECTION "A" OPENINGni� y6 6 c 4a wkD a�a�£�o��o qj�E•a '^ O / / �-` -'sue•-': oOti 5•aSa�Nwe�c LL. ,GIRT0 JAMB CONNECTION DOOR JAMB TO HEADER CONN JAMB WITH EXTENSION DETAIL �!�r 1:,11tr. io=viim NOTE', USE (4) I/2" z 1 1/4" A307 BOLTS HO500/NUTS H0400 USE 4 1 2" x 1 1 4" A307 THIN HEAD BOLTS H0515/NUTS H04 O JAMB b EXTENSION iq ZEE GIRT CONNECTION � F"s`� .1 ��u:«REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER ��jj REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER NOTE u5E 8 1 2' x 1 1/4"A307 BOLTS HO500 NUTS H0400 {� 5-�F,I! s 9 REQUIREMENTS oo"O REQUIREMENTS CGO062 REFERENCE(ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENiS CG0064 o 1 CENTERLINE OF COLUMN Lp ID UP BEARING A I Z" 6 1 2" 6 1 4 1/$" -CUP MK_ GXC_ (TOP) CD O (IF REO'D) SPANDREL BEAM N N COLUMN n Y I . z SHOP SHOP WELDED PLATE WELDED ELDEDD STIFFENER SPANDREL BEAM (STFBR) TYP m m IF NECESSARY i SPANDREL BEAM = ?� F - CLIP MK, GXC_ (BOTTOM) 2 = CO CO I TAPERED COLUMN � Ne SECTION A E L_---p J AT TAPERED COLUMNS E > LLo �_____ ________� CLIP MK. MZB02 4= (BOTTOM TYPICAL. TOP IF REO'D) CO Cl .4; Z SPANDREL BEAM V N W aT p G SPANDREL_ 2 '�:i'---��--- E 7 N3 HEIGHT I/2" N 07 cai WALL SYSTEM BY OTHERS 2- u- SPANDREL BEAM CONNECTION 2 a a AT FRAME COLUMN _�STRAIGHT COLUMNUSE O Oila REFERENCE ERECTOR NOTE FOR TYPaCAL W SHERLTS AN. TREOUIREMENTS (CO0030 SECTION A AT STRAIGHT COLUMNS y C N O -I ERECTOR NOTE AT BYPASS LAP: BY HERS E To O O O WHEN LOCATING THE NESTED GIRT AT A GIRT LAP,THE NESTED GIRT END WILL BE HELD BACK SO BY OTHERS W J FY1 -1 �--I > � rnm THAT IT DOES NOT ENTER THE LAPPED AREA � I COLUMN GIRT LAP z a ,��,\ � Q) 0)(^ 61 (b Ln 1.. END OF \ '1 Z 0 iE V NESTED GIRT' Y TYPICAL GIRT ' O Z v BELOW FACTORY PUNCHED ! E .� Ln 0 X 9/16"a HOLES FOR 1/2"x 1 1/4"A307 I - -T f►- L m �""I m` a Ii "----"-""� BOLTS H0500/NUTS H0400(FILL ALL HOLES) 0 0 0 01 0 (THE OUANTITY OF BOLTS WILL VARY DEPENDING 1 o 0 0 o ON BAY SIZE) I I ' `- -- ------------- ---- -- H CLIP I 0 BOTTOM ONLY (1) 3/4" I1 5'-0" I I B TOP A BOTTOM (2) -MAX. O.C' (SEE SECTION CUT ABOVE FOR MARK F NUMBERS) GIRT OFFSET SPANDREL BEAM 4-1 SECTION A aj ERECTOR NOTE AT FLUSH\INSET: I -FRAME COLUMN 0 WHEN LOCATING THE NESTED GIRT AT A FLUSH OR INSET CONDITION, THE NESTED GIRT END WILL itu BE HELD BACK 70 MATCH THE GIRT BELOW IT THE BOLTS IN THE CLIP WILL ALSO BE USED IN THE STEEL LINE AND FACE OF LEFT HAND DETAIL SHOWN, C NESTED GIRT, WALL SYSTEM BY OTHERS RIGHT HAND OPPOSITE SPANDREL BEAM CONNECTION J J ro w COLUMN-\ USE 7/4" o x 3" A325 BOLTS AND NUTS C0005 0 .�. LL REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS VI r w TYPICAL GIRT FACTORY PUNCHED 4� / BELOW 9/16'. a HOLES FOR 1/2"x 1 1/4"A307 Q -p Q BOLTS HO500/NUTS 140400(FILL ALL HOLES) 0 0' • (THE QUANTITY OF BOLTS WILL VARY DEPENDING oa O ON BAY SIZE) Q ----- ---- Q CYl C S'-0" Ln Ln MAX O C a w z � to m O ERECTOR NOTE AT CORNERS: `w' d >` o I-I i o O Q ~U Q Z WH N LOCATING THE NESTED GIRT AT A CORNER CONDITION, THE NESTED GIRT END WILL BE HELD m BACK TO MATCH THE GIRT BELOW IT,THE BOLTS IN THE CLIP WILL ALSO BE USED IN THE NESTED a GIRT. Ll. R wl T REF CORNER ' T DETAILS FOR A' COLUMN f ORIENTATION FACTORY PUNCHED 1 9/I6"o HOLES FOR 1/2"x 1 1/4"A307 411 179�. 1 BOLTS H05GO/NUTS H0400(FILL ALL HOLES) THE QUANTITY OF BOLTS WILL VARY DEPENDING ON BAY SIZE) IT w MAX.-O.C. R "s dzG4��=a FACTORY REFERENCE ERECTOR OCAS ED FOR TYPICAL S NESTED SHER RGIRT DETAIL ;P� Sa pit: �N LL O CM0003 - ` a ou}w bp� ^�Qn��1£g � �Rs �i° 3s �s`E€€ aa ° CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:17922 59th Drive NE Permit#:1284 Parcel#:31052200300100 Valuation: 1900000.00 OWNER APPLICANT CONTRACTOR Name:City of Arlington Name:HCI Buildings Name:HCI Steel Buildings Address: 18204 59th Drive NE Address:17833 59th Ave NE,Suite C Address: 17833 59th Avenue NE,#C City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223 Phone: Phone:360-403-4900 Phone:360-4034900 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: I CONST.TYPE: 11-B DWELLING UNITS: 0 OCC GROUP: F-I B BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the rlingto st be reported on your sales tax return form and coded City of Arlington#3101. 7 Signature Print Name Date Rele ed By Date CONDITIONS Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 7/20/2017 Building Permit Fee $16,762.28 7/20/2017 Building Plan Review Fee $10,895.48 7/20/2017 Processing/Technology Fee $25.00 7/20/2017 State Building Code Surcharge Fee $4.50 7/20/2017 Traffic Mitigation $21,807.50 Total Due: $49,494.76 Total Payment: $49,494.76 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon PROJECT OWNER: .....srt TOP CUB AIRCRAFT MR.WOLFGANG QAIN&MR.CHANGJIA GE ARLINGTON MUNICIPAL AIRPORT,LOT 22 17922 59th DR.NE,ARLINGTON,WA 98223 401.209.4756,CHANGJIA_GE@ALUMNI.BROWN.EDU PROJECT ARCHITECT: HCI STEEL BUILDINGS,LLC .. 17833 59th AVE NE,SUITE C,ARLINGTON,WA 98223 II II I t� ry s ., _ • 360.403.4900,TED@HCISTEELBUILDINGS.COM 0 1 6 � I' _ � . I � f��J��• CIVIL ENGINEER: • 11 IT III ELDEN D.MCCALL,P.E.PRINCIPAL 5 j t �� I • mn41- " n v s - w i MAC ENGINEERING,LLC PO BOX 177,SILVANA,WA 98287 t I I� �' • .• �' r.. 11111V V pp 360.652.5820,ELDEN@MACENGINEERING.NET J co J 4- STRUCTURAL ENGINEER-FOUNDATION: 41Y AP CHRIS COVINGTON I Z Lu m = STRUCTURAL DESIGN ASSOCIATESB, Z N 3006 RUCKER AVE.,EVERETT WA 98201 _ Z 425.339.0293,SDN@STRUCDES.COM r i SPECIAL INSPECTIONS: •d• �- • j `nw Ln� _ —_ W JEFFREYS.MERCER __ o.wM t ®' W Ln CV) OPERATIONS MANAGER M O0 KRAZAN&ASSOCIATES LEGAL DESCRIPTION PROJECT DESCRIPTION: 000 .� p 4303 198TH STREET SW,LYNNWOOD,WA 98036 % THAT PORTION OF THE NORTHEAST QUARTER OF THE NEW ASSEMBLY BUILDING ON LOT 22 AT ARLINGTON AIRPORT.BUILDING TO BE 425.485.5519,JEFFMERCER@KRAZAN.COM SOUTHWEST QUARTER OF SECTION 22 TOWNSHIP 31 NORTH, APPROXIMATELY 27,200 SF WITH 24 PARKING SPACES AND 1 ADA VAN Q N1 RANGE 5 EAST,W.M.,DESCRIBED AS FOLLOWS: ACCESSIBLE ON THE EAST SIDE OF PROPERTY.BID SWELL ON NORTH SIDE OF s PROPERTY WATER TO BE BROUGHT FROM SOUTH TO BUILDING.PUD FROM COMMENCING AT THE SOUTH QUARTER CORNER OF SECTION 22, POLE ON 59T"AVE NE TO TRANSFORMER AND SPLIT FOR POWER TO TOWNSHIP 31 NORTH RANGE 5 EAST,W.M.;THENCE NEIGHBORING PROPERTY ON THE NORTH SIDE. NOO'14'08"W ALONG THE NORTH-SOUTH CENTERLINE OF SAID GROUND FLOOR: 3,310 SF N _ SECTION FOR 2545.19 FEET;THENCE S89°45'52"W FOR 211.61 WAREHOUSE AREA: 22,750 SF X v FEET TO THE TRUE POINT OF BEGINNING,SAID POINT LYING MEZZANINE AREA: 2,725 SF O N 3 25.00 FEET SOUTH OF A CHAIN LINK FENCE AS IT EXISTED ON TOTAL SQUARE FEET:28,785 _ OCTOBER 5,2015;THENCE N89'32'38"W,PARALLEL WITH AND X rn O Q 25.00 FEET SOUTH OF SAID CHAIN-LINK FENCE THE NCE PROJECT INFORMATION-CODE ANALYSIS: M ' SOO'12'27"W FOR 211.82 FEET TO A POINT LYING.50 FEET TAX ACCOUNT PARCEL: 31052200405000 (D NORTH OF CHAIN LINK FENCE AND ITS PROJECTION WESTERLY AS JURISDICTION: CITY OF ARLINGTON J O 3 IT EXISTED ON OCTOBER 5 2015;THENCE S89°44'40"E TO AND LOT SIZE: 48,386 SF,1.11 ACRES J ho � ro �- ALONG SAID LINE LYING 0.50'NORTH OF SAID FENCE AND ITS LOT NUMBER 22 co PROJECTION WESTERLY FOR 231.01 FEET;THENCE NOO'57'34"W ZONING: M3 HEAVY INDUSTRIAL 6L U Q FOR 211.07 FEET TO THE TRUE POINT OF BEGINNING. BUILDING CODE: 2015 IBC LLi ro BUILDING CONSTRUCTION TYPE: 26-MANUFACTURING/WAREHOUSING V rho Z SITUATED IN THE COUNTY OF SNOHOMISH,IN THE STATE OF FIRE PROTECTION: MULTI-STATION SMOKE ALARMS SPRINKLERS c ro WASHINGTON.CONTAINING 48,386 SQUARE FEET. UTILITIES: ELECTRICITY/POWER-PUD#1 qt f6 tD qt LA m u - WATER-CITY OF ARLINGTON tlo GAS/PROPANE-CASCADE c Ln rn 4- SEISMIC DESIGN CATEGORY: D-2 d � N DESIGN WIND SPEED: 110 MILES PER HOUR(EXPOSURE C) O rj GROUND SNOW LOAD: 25 LBS PER SF 3: r- 0 V OCCUPANT LOAD: 20 PARKING PROPOSED: 23 STANDARD STALLS PO#: 1 ADA STALL I 1453 0 N C1 d' Q Z n nQ J ® ^ J DRAWING INDEX: _ - G-0-1 COVER SHEET o G-0-2 SITE PLAN z d A-0-1 ELEVATIONS m ® �>++ W_ A 0 2 ISO DRAWINGS oc g N , v w 00 00 A-0-3 FLOOR PLANS A-0-4 ROOF PLANS Drawn By: LRO v A-0-5 STAIR DETAILS Stamp LL 201'0" A-0-6 PARKING PLAN COVER SHEET 0 E-0-1 ELECTRICAL z Lu S-0-1 STRUCTURAL G—0-1 0 z a o - c N _ �O a-1 W iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillI 011111111111111111111illll-flTflT 65'-3" 17'-0" 136'0" u m OLEFT END WALL (N'J N m v SCALE: 1"=10' Z z N 00 Z S a a O t J Q C)) l N ^� ao -zt m c o c = 00 Q � N3'0" ro r _ O O W 17'0" N 3 N � 19'0" 5'-0. 5'0"�- X �? 28'8" 12'o" 18'0" C N 200" X rn O 9 a M v .E rl 2 FRONT SIDE WALL u O i bn o SCALE: 1"=10' u L cu ago 12" u a " 4'0" PARAPET oac w u � z �t Ln mC � � Ln to C — O V `n p u N N N N O 0 p O v > .1 -zt u BID PO M 6'-0'� - 9'-0" 20�0�� 130'0" 1453 RIGHT END WALL SCALE: 1"=10' 0 N 4'0" PARAPET } D a Z On O a-I o co H� co J 00 0o aC ti m n W H H 34'-6" 501011 - 10-9 _ 50'0" Drawn By: LRO u 11 24 200'o" —t 1,o.. Stamp ELEVATIONS ow- BACK SIDE WALL ui SCALE: 1"=10' A '0'1 0 w a I - + 6 innr A Ill�y�ry� NIIIIIMII - �iFisinm IIIY11 a1'r t ISAW IN fill 411117 jL INJ �IIUNW�iNu A! 25'-0" 25'4" PRIVATE BALCONY o 0 ^� N 200'-0" 25'-0" 15'-6" 50' 0" 11'-0" 30, 11'0" 50'-0" 34'-0" 1'-3" 6'-O�z3116'-0,, z O c �EX T EXIT T w 1A cn in I? m + J U 00 m -L F— lo'-o" M vi sn = N 4 M U ozN � J � M Z � aQO 0 J +-, C Li!LLJ � � N M � O _ M � � V °o — O 2 Q Co "MEZZANINE" SECOND FLOOR N 0 N _0 X a? O N c 7-4 7'-4" N 3 N oo p X M L,Zn - GROUND FLOOR o M cz W •� MANUFACTURING M ro J b��0 LL u bn UTILITY SINK Q u Q I c LLi u ro z co p �o m r- u � � � L' 0 ♦1 � N N N ate' O >O lzt U PO#: 1453 P, 3'-0" EXIT10'-0" N 1 OPEN TO cc c UTILITY SINK BELOW Ln Z o c N IA EXIT EXIT cu V, vi Z c ENTRANCE z o AWNING en co 4'-6" 4'-6" 20'-0" 3'-0" it N M W 17'-0" Drawn By: LRO u Stamp 9 FLOOR PLAN p GROUND FLOOR AND MEZZANIN PLANS SCALE: 1/8"=1' E A-0-3 0 cc a 200'-0" 25'-0" c PRIVATE BALCONY 0 N XT w I 0 lD U 00 EXIT v co Ln vi Ln N - � N m U G z N �� rn Z S M Q Q p m � � W ::I- ROOF VENT-TYP N m m On ZT 00 o N 73 N _0 X O N C O N 3 X M O M Q rl v � -c (7 E o —j p -N .J b1J — co o � c LL U bbn Q a -0w � � z •ao c � � co p tD t m c� bn U c6 Mp u N d �--- v 0 PO#: 1453 0 N O' Q Z Q J J o EI XI E IT v W o - N Z N - I G} J t0 On 77 M 0 m W W W 10 ROOF PLAN 20-o M Q 1 11 Drawn By: LRO �j 2 SCALE: 1/8" = V stamp ROOF PLAN p A-0-4 0 a 2"� 1/2"X1" BOLTS TYP. 2"X12"CEE CHANEL STAIR HORSE iSTAIR LANDING co 16'3" Lu 0 0 \ a J U 00 0 0 J cn 0 0 0 (D Ln M U � zN00 cl 0 0 DETAIL-A J > M Z io :) Q Q O 11a DETAIL-A on \ co 0 in 0 SCALE:%"=1" Lu W Lo 0 M . �I N (M cc 0 00 � p — O a 2 Q M = O O _ 0 d Bo 0 5'0„ #11a DETAIL-A N DETAIL-B O N y �11b SCALE:1.5"=1' N � a X EtC Q (D JO75 J bA co O W #11b DETAIL-B LL dA Q U Q Ix L 2 U z bn Ix STAIR DETAIL 11 SCALE:%"=1' S'0" 2"X12"CEE CHANEL(NOT TRUE SIZE) m aA rn Ln V r o u 4' 10'~ d W N N } r- 0 0 .1 IZT U 2" PRECAST CONCRETE TREADS PO#: i i GENERAL NOTES: N1453 1.) UPPER FLOOR HEAD ROOM IN EXCESS OF 16' 1 2.) RISE=6 15/16" n 3.) RUN=11" 1/2"X1"BOLTS )6-15/16"STAIR RISER N N I } t0 Q a v J Lei J Ol 3 0 Z z } 0 0 4'8" ° o m Cci N M V Vl w 5101, � STAIR DETAIL FRONT VIEW 7 STAIR HORSE/TREAD CONNECTION Drawn By: LRO v i� SCALE: %"=1' 1J SCALE:1"=1" Stamp O STAIR DETAIL } A-0-5LLJ oc a i N w 0 J U m cn to N � N m v ozN � � Z S M Q Q o m � 0 FIRE HYDRANT W L M NORTH OF THIS POINT rr) 00 — O 00id 2 r-,—� Q m 20'0„ • N 3 N O N • �� N 00 0 X rn a • M v �: E C7 U co � � .JJ 'bp 0 ro 24•1•• tao f6 ,� L~L i ba0 a u a LLi V co z bd co p tD � Lr) rn +� d N O 4E 0 M —1 r- r- Tu • PO M 14qq 0 N G1 } d' a z a � J � H N Ve 'A z {A Q N J_ O o PARKING DETAIL '^ 00 Z"! SCALE:1"=20' N m a n W W H {A Drawn By: LRO V 2 Stamp COVER SHEET p A-0-6 0 a SWTICH 240-VOLT OUTLETS 3 SEPARATE SWITCH HVAC • SHOP LIGHTS LED HIGH BAYS • BONDING AND GROUNDING TO • OFFICE LIGHTS LED TROFFERS • 3-200A PANELS W/BRAKERS FOR BRANCH CIRCUIT EXTERIOR SPOT LIGHTS I FLUORESCENT LIGHTS HANGING 120-VOLT OUTLETS • EXTERIOR LIGHTING LED WALL PACKS • EXTERIOR LIGHTS ON TIME CLOCK AND PHOTO CELL , L� EMERGENCY EGRESS LIGHTS • BRANCH CIRCUITS FOR LIGHTING AND OUTLETS • RE-FEED SERVICE FEED TO EXISTING ELECTRIC GATE I Ll 120-VOLT OUTLETS • BRANCH CIRCUITS FOR HVAC • DEMO EXISTING LIGHT POLES ON PROPERTY Q4 EXTERIOR SPOT LIGHTS • CONDUIT STUBS AND CABLING FOR DATS AND PHONE • COORDINATE WITH POWER COMPANY ON SERVICE RELOCATION 240-VOLT OUTLETS • 600A 120 208V 3PH,SEVICE AND REFEEDING EXISTING BUILDING TO NORTH D HANGING 120-VOLT • BRANCH FEEDER CONDUITS AND WIRE • ELECTRICAL PERMIT DUPLEX OUTLETS w METER BASE u 00 EXIT (� EXIT �J J N co +_ T Vj =3 ~ G Z N u� J (IJ 00 — - EXIT EXIT m Q O I O _j NfTl b m v 00 o o- 2 -4 Q m N 3 (*4 v x cn O N 3 _ el �FZ x m W Q a--I Ur U cv D J 'ijp (D O Q Q LI GFI O F V z Lis 'bb x F °� W F F.. f6 0 lD L FL-1 V m Vtlp Ql N V E Lr) o N - d N N a2, O C O � � .4 U PO#: 1453 VJ METER BASE � �J Y Q L 0 Q J EXIT ( z N � o o_o co EXIT - �� N\ �++ W ) 11J oc � � Nm . n H EXIT L Drawn By: LRO v_ SERVICES ELECTRICAL yo 1 SECOND FLOOR ELECRICAL g ^� FIRST FLOOR ELECTRICAL ~ L Lu SCALE:NONE SCALE:NONE E� 1 a O z a WALL PANEL FOUNDATIONS REINFORCING STEEL WALL PANEL BY OTHERS BY OTHERS 4"SLAB 1.THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATION IN 1.ALL REINFORCING STEEL SHALL CONFORM TO A5TM AG 15 GRADE STEEL FRAME*5A5E PL PER PLAN G" 1 _ GEOTECHNICAL REPORT No.0482-05 1-0 1,DATED MAY 20,2013. 60 (fy=60 KSp FOR BAR SIZES NO.5 4 LARGER,GRADE 40(fy=40 BY OTHERS i N CHOR 1. NOTE: IF SLAB FOUNDATION WORK AND SOIL PREPARATION SHALL BE PERFORMED IN K51)FOR NO.3 AND NO.4 BARS. I"NON-SHRINK GROUT ACCORDANCE WITH THIS REPORT. (Pc=3000p5i MIN) BOLT IS PLACED AFTER �c 1 \ �; CQ 2.ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE PLANS. co FOUNDATION, 2.THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES: WHERE LAP OR SPLICE LOCATIONS ARE NOT SPECIFICALLY INDICATED #Sx5'LONG HAIRPIN AROUND 5DA I5 NOT ANCHOR BOLTS #4 @ 18 R C z RESPONSIBLE ALLOW.SOIL BEARING 3000 PSF ON THE CONSTRUCTION DOCUMENTS,LAPS AND/OR SPLICES SHALL BE EA WAY OR CONT. w z 4"SLAB w g o- FOR FRAME KICK SOIL FRICTION .4 42 BAR DIA AND BE WELL STAGGERED. PER PLAN GXG-W4XW4 WWF w w EQUIV.FLUID PRESSURES j OUT FAILURE IF REQUIRED: O- UNTIL ALL L(1 ACTIVE PRESSURE' 35 PCF 3.COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN 14"x 14"MIN CONC.PLYNTH m �#4@ - U PA551VE PRESSURE 350 PCF ACCORDANCE WITH ACI 315 SHALL BE REVIEWED BY THE ENGINEER w/(3)#4 VERT EACH FACE io PERIMENANT AND AVAILABLE ON THE JOB SITE PRIOR TO THE PLACING OF OR 24"X24"CONC.PLYNTH Iy,z' 8 O/C OR CONT. SLAB 4_1 O 3.ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18"BELOW THE CONCRETE. w/(5)#6 VERT EACH FACE PER PLAN z FOOTING PER 6X6-W4XW4 WWF CONNECTIONS N UNDISTURBED GROUND SURFACE OR TO FROST DEPTH.ALL FOOTINGS ##4 TIES@4"O/C(TYP) p o PER PLAN PLAN ARE MADE. V LID SHALL BE FOUNDED ON COMPACTED FILL OR UNDISTURBED NATURAL 4.WELDED WIRE FABRIC SHALL CONFORM TO A5TM A52 AND A 185 z rD _ (4)#4 CONTINUOUS BARS N GRADE UNLESS OTHERWISE NOTED. AND SHALL BE Gx6 W2.I/W2.1 UNLESS OTHERWISE NOTED.LAP m w O Z. w N REINFORCEMENT G"MINIMUM. w 0 Q(�'t 4.COMPACTION: MATERIAL FOR FILLING AND BACKFILLING SHALL TYP. PERIMETER FOOTING Q m ,- o CONSIST OF THE EXCAVATED MATERIAL AND/OR IMPORTED BORROW 5.ANCHOR BOLTS,DOWELS AND OTHER EMBEDDED ITEMS SHALL BE PER PLAN 2 Q AND SHALL BE FREE OF ORGANIC MATTER,TRASH,LUMBER,OR OTHER SECURELY TIED IN PLACE BEFORE CONCRETE 15 POURED. SLAB ON FOOTING REINF. �O of PER PLAN PER SCHEDULE LLJ N DEBRIS. ALL WALLS SHALL BE ADEQUATELY BRACED PRIOR TO GRADE REINFORCEMENT SHALL BE PLACED AT MID-DEPTH OF SLAB AND 1/4"DEEP `s LL_cp BACKFILLING.FILL AND BACKFILL SHALL BE DEPOSITED IN LAYERS NOT SHALL BE HELD SECURELY IN PLACE WITH MECHANICAL DEVICES PETROLEUM FIRST POUR SECOND POUR I TO EXCEED 8 INCHES THICK,PROPERLY MOISTENED TO APPROXIMATE DURING PLACING OF THE CONCRETE. RESISTANT U Q 4`> OPTIMUM REQUIREMENTS AND THOROUGHLY ROLLED OR COMPACTED COLUMN / FOOTING CONNECTION = Ya" SEALANT WITH APPROVED EQUIPMENT IN SUCH A MANNER AND EXTENT AS TO GENERAL I w PROVIDE CONTROL JOINTS OR C) O 3 PRODUCE A RELATIVE COMPACTION OF 90%OF MAXIMUM POSSIBLE BACKER ROD PER CONSTRUCTION JOINTS @ N +t 6 3 DENSITY AS DETERMINED BY A5TM D 1557. HAND TAMPERS SHALL 1.ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE a MANUFACTURER'S 20-0"O.C.EA.WAY MAX. 1/8"MIN. 1/4"MAX. m 3 WEIGH AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE AREA NOT CONTRACT DRAWINGS. SPECS SAW CUT OR ZIP STRIP L cV w Ln IN EXCE55 OF 64 SQUARE INCHES. HAND TAMPERS MAY BE 2,DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE N OPERATED EITHER MANUALLY OR MECHANICALLY AND SHALL BE USED WHERE LARGER POWER DRIVEN COMPACTION EQUIPMENT CANNOT BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR MIN EMBEDMENT U L6 USED.STRUCTURAL FILL OVER 12"DEEP SHALL COMPLY WITH A SHALL PROVIDE ADEQUATE SHORING,BRACING AND GUYS IN IN PAD FOOTING: Z GEOTECHNICAL REPORT. ACCORDANCE WITH ALL NATIONAL,STATE AND LOCAL SAFETY SAW CUT TO BE O ORDINANCES. ANY DEVIATION MUST BE APPROVED PRIOR TO ERECTION. s/4,A.B._9" PERFORMED WITHIN 24 (� CONCRETE 3.ALL ERECTION PROCEDURES SHALL CONFORM TO 05HA STANDARDS. I"A.B.- I I" HOURS ANY DEVIATION MUST BE APPROVED BY 05HA PRIOR TO ERECTION. 14"A.B.-23" SLAB REINF.PLACED MID. 1.ALL CONCRETE UNLE55 OTHERWISE NOTED SHALL BE REGULAR SLAB CONTROL JOINT DEPTH(TYP.) Z WEIGHT HARD ROCK TYPE(I 50 PCF)AGGREGATES SHALL CONFORM TO 4.THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL O A5TM C33 WITH PROVEN SHRINKAGE CHARACTERISTICS OF LE55 THAN CONSTRUCTION PROCEDURES INCLUDING LAGGING,SHORING AND � 0.05%. PROTECTION OF ADJACENT PROPERTY,STRUCTURES,STREETS AND JKEYOI ND CONSTRUCTION UTILITIES IN ACCORDANCE WITH ALL NATIONAL,STATE AND LOCAL SAFETY 2.ALL CONCRETE DESIGN 15 BASED ON A 28 DAY COMPRESSIVE ORDINANCES. 't4 EXPANSION JOINT n CONSTRUCTION } STRENGTH(f'c)OF 2500 F51. WHERE 3000 PSI CONCRETE 15 REQUIRED JOINT m BY THE BUILDING DEPARTMENT FOR WEATHERING PURPOSES ONLY,NO 5.W THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE 5'-9" w WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS.ALL TYP. `�LAB ON GRADE SPECIAL INSPECTION IS REQUIRED. 4412 2 Q DISCREPANCIES SHALL BE GALLED TO THE ATTENTION OF THE ENGINEER AA - ��m AND BE RESOLVED BEFORE PROCEEDING WITH THE WORK. � 3.ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH I 2 O EXCEEDING 2500 PSI SHALL REQUIRE SPECIAL INSPECTION BY AN G.SHOP DRAWINGS FOR STRUCTURAL STEEL,PREFABRICATED TRUSSES p = 12„ 91�4 z INSPECTOR APPROVED BY THE BUILDING DEPARTMENT AND THE AND JOISTS,AND REINFORCING STEEL SHALL BE SUBMITTED TO THE N I! 2 2' 12' 12' 12' 12' ENGINEER. ENGINEER FOR REVIEW PRIOR TO FABRICATION. 60 16 = I - _ ( -_ r �- 1224 4.CEMENT SHALL CONFORM TO A5TM C 150,TYPE I,C5A NORMAL. 7.DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. A -- - i -- A WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF _ I L- •781 g3012 5.MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FLATWORK. SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF r I$4�6 12026 1 202G 1 2026 1202G v n CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE ENGINEER. _ I N G.PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI 12 - B 301. 8.ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN371 ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT. C 7.CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A N .016 � I 426 j" U 9.COORDINATE WITH MECHANICAL,PLUMBING,AND ELECTRICAL _ 1'-2 MINIMUM OF FIVE(5)DAYS AFTER PLACEMENT. ALTERNATE METHODS DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS REQUIRED FOR 8�4" I'- LEGGED HAIRPIN N Q WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED. in I #5x5'LONG(TYP) DUCTS,PIPES,PIPE SLEEVES,ELECTRICAL CONDUITS,AND OTHER ITEMS N TO BE EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED IN CONTROL JOINTS �12 8.KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES.ALLSTRUCTURAL WORK. N PER 3/S-I.000NSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND ALL = I - - D Q' LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE 10.PROVIDE OPENINGS AND SUPPORTS,AS REQUIRED PER STANDARD E / S THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT DETAILS FOR HEATERS,MECHANICAL EQUIPMENT,VENTS,DUCTS,PIPING, GO 16 8�4' 8426 �4 i' /Jj Q IMMEDIATELY BEFORE PLACING NEW CONCRETE. ETC. ALL SUSPENDED MECHANICAL EQUIPMENT SHALL BE SWAY OR I'-2" N U LATERALLY BRACED. N N 9.SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT.POUR N a iv JOINTS SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE AS 1 1.ARCHITECTURAL AND MECHANICAL PLANS ARE CONSIDERED A PART OF WELL AS PLACED AT POINTS OF LOW STRESS.MAXIMUM AREA OF FOUR THE STRUCTURAL DE51GN DRAWINGS AND ARE TO BE USED TO DEFINE 8426 I N 4"CONC SLAB W/#4 @ I G"O/C EACH WAY,OVER 2"SAND, _ - O F JOINTS IS 400 SF. DETAIL CONFIGURATIONS INCLUDING;BUT NOT LIMITED TO RELATIVE G _ ( - OVER 6MIL VAPOR BARRIER,OVER 4"COMPACTED,FREE 3 12 m LOCATION OF MEMBERS,ELEVATIONS,DIMENSIONS AND LOCATIONS OF Ij --)7515 DRAINING ROCK(TYP)-PATCH ALL TEARS IN VAPOR BARRIER 9�4" 10.MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR ALL OPENINGS,ETC. 91 WITH DUCT TAPE PRIOR TO CONCRETE PLACEMENT FORMED WORK SHALL BE AS FOLLOWS: I I 2 cm EXTERIOR WALLS,EXPOSED TO WEATHER: I VY 12.ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING in EXPOSED TO EARTH OR WEATHER(#5 OR SMALLER): I VY CONDITIONS 15 GIVEN AS THE BEST PRESENT KNOWLEDGE BUT WITHOUT N 9�4' N "NOTE:CONCRETE CAST AGAINST GROUND SHALL HAVE 3"MINIMUM GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH N I N _ COVERAGE THE DRAWINGS,THEY SHALL BE REPORTED TO THE ENGINEER 50 THAT THE _ 4814- = 3 12 9 1con PROPER REVISIONS MAY BE MADE. MODIFICATION TO DETAILS OF I - cFw� C) 1 1.PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED CONSTRUCTION SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL J 91�4' IN STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED. OF THE ENGINEER. 542G FOOTING SCHEDULE I Cm7.CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH ACI N N 1 10" " v 9/4' N 34383 318(WHEN STRENGTH DATA FROM TRIAL BATCHES OR FIELD EXPERIENCE REINF. REINF. = 814 4814' ARE NOT AVAILABLE). CEMENT CONTENT MARK WIDTH LENGTH DEPTH LONG SHORT J•9 - - K WAY WAY L N 4212 301 2 SACKS PER = 81� 7„ m 5o ip 4 = DEC L 8 2816 LBS/CUBIC YARD CUBIC YARD 1 224 I' CONT. 2' (4)#4 NONE _ _ -i = _ - - - - 2_ - 1 - - ILA 3012 F'c(PSI) (MINIMUM) - - _ Drawn By:DP 3012 2'-G" 2'-G" I' (3)#5 (3)#5 - vpq (MINIMUM) m -- ) 1 224 __ ______ i 7818` ' Checked By:CCC 2500(nospecialinspection) 470 5 42I2 3'-6" 3'-6" I' (4)#5 (4)#5 - 26 I2026 I2026 I2026 I2026 I2026 I2026 `� Date: I2-2I-I6 SEE NOTE A = 42 1 2 222 2 2 2 2 2 2 2 7„ 3000 517 5V2 4814 4' 4' 1'-2" (4)#5 (4)#5 y„ ! 9 I I I I SDA JOB NO. MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5"OR LESS. 60 16 5' S' I'-4" (6)#5 (6)#5 16' 9' 1 5'-1" 25'-5" 25'-5" 24'-2" 25'-5" 25'-5" 24'-1" 10' NO MORE THAN A "PLUS TOLERANCE SHALL BE ALLOWED. 7818 6'-6" 6'-6" I'-6" (6)#6 (6)#6 200' 79 58 A)WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION 8426 7' 7' 2'-2" (9)#6 (9)#6 I 2 3 C4) 5 OG 7 8 9 0 I 1704.4 OF THE I.B.C.,CONCRETE SHALL HAVE A MINIMUM CEMENT 1 202G 10' 10' 2'-2" (1 3)#6 (I 3)#6 5TRU CTU RAL CONTENT OF 5 SACKS PER CUBIC YARD OF CONCRETE. 15426 I 10' 12'-I O" 2'-2" (I 3)#6 (I 7)#6 NOTES/DETAILS B)DESIGN MIX(OTHER THAN AS SPECIFIED IN THIS TABLE)SHALL BE 'ALL REINFORCING TO BE LOCATED AT TOP AND BOTTOM OF FOOTINGS FOUNDATION PLAN SUBMITTED TO THE BUILDING OFFICIAL TWO WEEKS PRIOR TO FIRST USE. S- I .O 3Gx24(Arch D) PROJECT OWNER: .....srt TOP CUB AIRCRAFT MR.WOLFGANG QAIN&MR.CHANGJIA GE ARLINGTON MUNICIPAL AIRPORT,LOT 22 17922 59th DR.NE,ARLINGTON,WA 98223 401.209.4756,CHANGJIA_GE@ALUMNI.BROWN.EDU PROJECT ARCHITECT: HCI STEEL BUILDINGS,LLC .. 17833 59th AVE NE,SUITE C,ARLINGTON,WA 98223 II II I t� ry s ., _ • 360.403.4900,TED@HCISTEELBUILDINGS.COM 0 1 6 � I' _ � . I � f��J��• CIVIL ENGINEER: • 11 IT III ELDEN D.MCCALL,P.E.PRINCIPAL 5 j t �� I • mn41— " n v s — w i MAC ENGINEERING,LLC PO BOX 177,SILVANA,WA 98287 t I I� �' • .• �' r.. 11111V V pp 360.652.5820,ELDEN@MACENGINEERING.NET J co J 4- STRUCTURAL ENGINEER-FOUNDATION: 41Y AP CHRIS COVINGTON I Z Lu m = STRUCTURAL DESIGN ASSOCIATESB, Z N 3006 RUCKER AVE.,EVERETT WA 98201 _ Z 425.339.0293,SDN@STRUCDES.COM r i SPECIAL INSPECTIONS: •d• �- • j `nw Ln� _ —_ W JEFFREYS.MERCER __ o.wM t ®' W Ln CV) OPERATIONS MANAGER M O0 KRAZAN&ASSOCIATES LEGAL DESCRIPTION PROJECT DESCRIPTION: 000 .� p 4303 198TH STREET SW,LYNNWOOD,WA 98036 % THAT PORTION OF THE NORTHEAST QUARTER OF THE NEW ASSEMBLY BUILDING ON LOT 22 AT ARLINGTON AIRPORT.BUILDING TO BE 425.485.5519,JEFFMERCER@KRAZAN.COM SOUTHWEST QUARTER OF SECTION 22 TOWNSHIP 31 NORTH, APPROXIMATELY 27,200 SF WITH 24 PARKING SPACES AND 1 ADA VAN Q N1 RANGE 5 EAST,W.M.,DESCRIBED AS FOLLOWS: ACCESSIBLE ON THE EAST SIDE OF PROPERTY.BID SWELL ON NORTH SIDE OF s PROPERTY WATER TO BE BROUGHT FROM SOUTH TO BUILDING.PUD FROM COMMENCING AT THE SOUTH QUARTER CORNER OF SECTION 22, POLE ON 59T"AVE NE TO TRANSFORMER AND SPLIT FOR POWER TO TOWNSHIP 31 NORTH RANGE 5 EAST,W.M.;THENCE NEIGHBORING PROPERTY ON THE NORTH SIDE. NOO'14'08"W ALONG THE NORTH-SOUTH CENTERLINE OF SAID GROUND FLOOR: 3,310 SF N _ SECTION FOR 2545.19 FEET;THENCE S89°45'52"W FOR 211.61 WAREHOUSE AREA: 22,750 SF X v FEET TO THE TRUE POINT OF BEGINNING,SAID POINT LYING MEZZANINE AREA: 2,725 SF O N 3 25.00 FEET SOUTH OF A CHAIN LINK FENCE AS IT EXISTED ON TOTAL SQUARE FEET:28,785 _ OCTOBER 5,2015;THENCE N89'32'38"W,PARALLEL WITH AND X rn O Q 25.00 FEET SOUTH OF SAID CHAIN-LINK FENCE THE NCE PROJECT INFORMATION-CODE ANALYSIS: M ' SOO'12'27"W FOR 211.82 FEET TO A POINT LYING.50 FEET TAX ACCOUNT PARCEL: 31052200405000 (D NORTH OF CHAIN LINK FENCE AND ITS PROJECTION WESTERLY AS JURISDICTION: CITY OF ARLINGTON J O 3 IT EXISTED ON OCTOBER 5 2015;THENCE S89°44'40"E TO AND LOT SIZE: 48,386 SF,1.11 ACRES J ho � ro �- ALONG SAID LINE LYING 0.50'NORTH OF SAID FENCE AND ITS LOT NUMBER 22 co PROJECTION WESTERLY FOR 231.01 FEET;THENCE NOO'57'34"W ZONING: M3 HEAVY INDUSTRIAL 6L U Q FOR 211.07 FEET TO THE TRUE POINT OF BEGINNING. BUILDING CODE: 2015 IBC LLi ro BUILDING CONSTRUCTION TYPE: 26-MANUFACTURING/WAREHOUSING V rho Z SITUATED IN THE COUNTY OF SNOHOMISH,IN THE STATE OF FIRE PROTECTION: MULTI-STATION SMOKE ALARMS SPRINKLERS c ro WASHINGTON.CONTAINING 48,386 SQUARE FEET. UTILITIES: ELECTRICITY/POWER-PUD#1 qt f6 tD qt LA m u - WATER-CITY OF ARLINGTON tlo GAS/PROPANE-CASCADE c Ln rn 4- SEISMIC DESIGN CATEGORY: D-2 d � N DESIGN WIND SPEED: 110 MILES PER HOUR(EXPOSURE C) O rj GROUND SNOW LOAD: 25 LBS PER SF 3: r- 0 V OCCUPANT LOAD: 20 PARKING PROPOSED: 23 STANDARD STALLS PO#: 1 ADA STALL I 1453 0 N C1 d' Q Z n nQ J ® ^ J DRAWING INDEX: _ - G-0-1 COVER SHEET o G-0-2 SITE PLAN z d A-0-1 ELEVATIONS m ® �>++ W_ A 0 2 ISO DRAWINGS oc g N , v w 00 00 A-0-3 FLOOR PLANS A-0-4 ROOF PLANS Drawn By: LRO v A-0-5 STAIR DETAILS Stamp LL 201'0" A-0-6 PARKING PLAN COVER SHEET 0 E-0-1 ELECTRICAL z Lu S-0-1 STRUCTURAL G—0-1 0 z a o - c N _ �O a-1 W iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillI 011111111111111111111illll-flTflT 65'-3" 17'-0" 136'0" u m OLEFT END WALL (N'J N m v SCALE: 1"=10' Z z N 00 Z S a a O t J Q C)) l N ^� ao -zt m c o c = 00 Q � N3'0" ro r _ O O W 17'0" N 3 N � 19'0" 5'-0. 5'0"�- X �? 28'8" 12'o" 18'0" C N 200" X rn O 9 a M v .E rl 2 FRONT SIDE WALL u O i bn o SCALE: 1"=10' u L cu ago 12" u a " 4'0" PARAPET oac w u � z �t Ln mC � � Ln to C — O V `n p u N N N N O 0 p O v > .1 -zt u BID PO M 6'-0'� - 9'-0" 20�0�� 130'0" 1453 RIGHT END WALL SCALE: 1"=10' 0 N 4'0" PARAPET } D a Z On O a-I o co H� co J 00 0o aC ti m n W H H 34'-6" 501011 - 10-9 _ 50'0" Drawn By: LRO u 11 24 200'o" —t 1,o.. Stamp ELEVATIONS ow- BACK SIDE WALL ui SCALE: 1"=10' A '0'1 0 w a I - + 6 innr A Ill�y�ry� NIIIIIMII - �iFisinm IIIY11 a1'r t ISAW IN fill 411117 jL INJ �IIUNW�iNu A! 25'-0" 25'4" PRIVATE BALCONY o 0 ^� N 200'-0" 25'-0" 15'-6" 50' 0" 11'-0" 30, 11'0" 50'-0" 34'-0" 1'-3" 6'-O�z3116'-0,, z O c �EX T EXIT T w 1A cn in I? m + J U 00 m -L F— lo'-o" M vi sn = N 4 M U ozN � J � M Z � aQO 0 J +-, C Li!LLJ � � N M � O _ M � � V °o — O 2 Q Co "MEZZANINE" SECOND FLOOR N 0 N _0 X a? O N c 7-4 7'-4" N 3 N oo p X M L,Zn - GROUND FLOOR o M cz W •� MANUFACTURING M ro J b��0 LL u bn UTILITY SINK Q u Q I c LLi u ro z co p �o m r- u � � � L' 0 ♦1 � N N N ate' O >O lzt U PO#: 1453 P, 3'-0" EXIT10'-0" N 1 OPEN TO cc c UTILITY SINK BELOW Ln Z o c N IA EXIT EXIT cu V, vi Z c ENTRANCE z o AWNING en co 4'-6" 4'-6" 20'-0" 3'-0" it N M W 17'-0" Drawn By: LRO u Stamp 9 FLOOR PLAN p GROUND FLOOR AND MEZZANIN PLANS SCALE: 1/8"=1' E A-0-3 0 cc a 200'-0" 25'-0" c PRIVATE BALCONY 0 N XT w I 0 lD U 00 EXIT v co Ln vi Ln N - � N m U G z N �� rn Z S M Q Q p m � � W ::I- ROOF VENT-TYP N m m On ZT 00 o N 73 N _0 X O N C O N 3 X M O M Q rl v � -c (7 E o —j p -N .J b1J — co o � c LL U bbn Q a -0w � � z •ao c � � co p tD t m c� bn U c6 Mp u N d �--- v 0 PO#: 1453 0 N O' Q Z Q J J o EI XI E IT v W o - N Z N - I G} J t0 On 77 M 0 m W W W 10 ROOF PLAN 20-o M Q 1 11 Drawn By: LRO �j 2 SCALE: 1/8" = V stamp ROOF PLAN p A-0-4 0 a 2"� 1/2"X1" BOLTS TYP. 2"X12"CEE CHANEL STAIR HORSE iSTAIR LANDING co 16'3" Lu 0 0 \ a J U 00 0 0 J cn 0 0 0 (D Ln M U � zN00 cl 0 0 DETAIL-A J > M Z io :) Q Q O 11a DETAIL-A on \ co 0 in 0 SCALE:%"=1" Lu W Lo 0 M . �I N (M cc 0 00 � p — O a 2 Q M = O O _ 0 d Bo 0 5'0„ #11a DETAIL-A N DETAIL-B O N y �11b SCALE:1.5"=1' N � a X EtC Q (D JO75 J bA co O W #11b DETAIL-B LL dA Q U Q Ix L 2 U z bn Ix STAIR DETAIL 11 SCALE:%"=1' S'0" 2"X12"CEE CHANEL(NOT TRUE SIZE) m aA rn Ln V r o u 4' 10'~ d W N N } r- 0 0 .1 IZT U 2" PRECAST CONCRETE TREADS PO#: i i GENERAL NOTES: N1453 1.) UPPER FLOOR HEAD ROOM IN EXCESS OF 16' 1 2.) RISE=6 15/16" n 3.) RUN=11" 1/2"X1"BOLTS )6-15/16"STAIR RISER N N I } t0 Q a v J Lei J Ol 3 0 Z z } 0 0 4'8" ° o m Cci N M V Vl w 5101, � STAIR DETAIL FRONT VIEW 7 STAIR HORSE/TREAD CONNECTION Drawn By: LRO v i� SCALE: %"=1' 1J SCALE:1"=1" Stamp O STAIR DETAIL } A-0-5LLJ oc a i N w 0 J U m cn to N � N m v ozN � � Z S M Q Q o m � 0 FIRE HYDRANT W L M NORTH OF THIS POINT rr) 00 — O 00id 2 r-,—� Q m 20'0„ • N 3 N O N • �� N 00 0 X rn a • M v �: E C7 U co � � .JJ 'bp 0 ro 24•1•• tao f6 ,� L~L i ba0 a u a LLi V co z bd co p tD � Lr) rn +� d N O 4E 0 M —1 r- r- Tu • PO M 14qq 0 N G1 } d' a z a � J � H N Ve 'A z {A Q N J_ O o PARKING DETAIL '^ 00 Z"! SCALE:1"=20' N m a n W W H {A Drawn By: LRO V 2 Stamp COVER SHEET p A-0-6 0 a SWTICH 240-VOLT OUTLETS 3 SEPARATE SWITCH HVAC • SHOP LIGHTS LED HIGH BAYS • BONDING AND GROUNDING TO • OFFICE LIGHTS LED TROFFERS • 3-200A PANELS W/BRAKERS FOR BRANCH CIRCUIT EXTERIOR SPOT LIGHTS I FLUORESCENT LIGHTS HANGING 120-VOLT OUTLETS • EXTERIOR LIGHTING LED WALL PACKS • EXTERIOR LIGHTS ON TIME CLOCK AND PHOTO CELL , L� EMERGENCY EGRESS LIGHTS • BRANCH CIRCUITS FOR LIGHTING AND OUTLETS • RE-FEED SERVICE FEED TO EXISTING ELECTRIC GATE I Ll 120-VOLT OUTLETS • BRANCH CIRCUITS FOR HVAC • DEMO EXISTING LIGHT POLES ON PROPERTY Q4 EXTERIOR SPOT LIGHTS • CONDUIT STUBS AND CABLING FOR DATS AND PHONE • COORDINATE WITH POWER COMPANY ON SERVICE RELOCATION 240-VOLT OUTLETS • 600A 120 208V 3PH,SEVICE AND REFEEDING EXISTING BUILDING TO NORTH D HANGING 120-VOLT • BRANCH FEEDER CONDUITS AND WIRE • ELECTRICAL PERMIT DUPLEX OUTLETS w METER BASE u 00 EXIT (� EXIT �J J N co +_ T Vj =3 ~ G Z N u� J (IJ 00 — - EXIT EXIT m Q O I O _j NfTl b m v 00 o o- 2 -4 Q m N 3 (*4 v x cn O N 3 _ el �FZ x m W Q a--I Ur U cv D J 'ijp (D O Q Q LI GFI O F V z Lis 'bb x F °� W F F.. f6 0 lD L FL-1 V m Vtlp Ql N V E Lr) o N - d N N a2, O C O � � .4 U PO#: 1453 VJ METER BASE � �J Y Q L 0 Q J EXIT ( z N � o o_o co EXIT - �� N\ �++ W ) 11J oc � � Nm . n H EXIT L Drawn By: LRO v_ SERVICES ELECTRICAL yo 1 SECOND FLOOR ELECRICAL g ^� FIRST FLOOR ELECTRICAL ~ L Lu SCALE:NONE SCALE:NONE E� 1 a O z a WALL PANEL FOUNDATIONS REINFORCING STEEL WALL PANEL BY OTHERS BY OTHERS 4"SLAB 1.THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATION IN 1.ALL REINFORCING STEEL SHALL CONFORM TO A5TM AG 15 GRADE STEEL FRAME*5A5E PL PER PLAN G" 1 _ GEOTECHNICAL REPORT No.0482-05 1-0 1,DATED MAY 20,2013. 60 (fy=60 KSp FOR BAR SIZES NO.5 4 LARGER,GRADE 40(fy=40 BY OTHERS i N CHOR 1. NOTE: IF SLAB FOUNDATION WORK AND SOIL PREPARATION SHALL BE PERFORMED IN K51)FOR NO.3 AND NO.4 BARS. I"NON-SHRINK GROUT ACCORDANCE WITH THIS REPORT. (Pc=3000p5i MIN) BOLT IS PLACED AFTER �c 1 \ �; CQ 2.ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE PLANS. co FOUNDATION, 2.THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES: WHERE LAP OR SPLICE LOCATIONS ARE NOT SPECIFICALLY INDICATED #Sx5'LONG HAIRPIN AROUND 5DA I5 NOT ANCHOR BOLTS #4 @ 18 R C z RESPONSIBLE ALLOW.SOIL BEARING 3000 PSF ON THE CONSTRUCTION DOCUMENTS,LAPS AND/OR SPLICES SHALL BE EA WAY OR CONT. w z 4"SLAB w g o- FOR FRAME KICK SOIL FRICTION .4 42 BAR DIA AND BE WELL STAGGERED. PER PLAN GXG-W4XW4 WWF w w EQUIV.FLUID PRESSURES j OUT FAILURE IF REQUIRED: O- UNTIL ALL L(1 ACTIVE PRESSURE' 35 PCF 3.COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN 14"x 14"MIN CONC.PLYNTH m �#4@ - U PA551VE PRESSURE 350 PCF ACCORDANCE WITH ACI 315 SHALL BE REVIEWED BY THE ENGINEER w/(3)#4 VERT EACH FACE io PERIMENANT AND AVAILABLE ON THE JOB SITE PRIOR TO THE PLACING OF OR 24"X24"CONC.PLYNTH Iy,z' 8 O/C OR CONT. SLAB 4_1 O 3.ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18"BELOW THE CONCRETE. w/(5)#6 VERT EACH FACE PER PLAN z FOOTING PER 6X6-W4XW4 WWF CONNECTIONS N UNDISTURBED GROUND SURFACE OR TO FROST DEPTH.ALL FOOTINGS ##4 TIES@4"O/C(TYP) p o PER PLAN PLAN ARE MADE. V LID SHALL BE FOUNDED ON COMPACTED FILL OR UNDISTURBED NATURAL 4.WELDED WIRE FABRIC SHALL CONFORM TO A5TM A52 AND A 185 z rD _ (4)#4 CONTINUOUS BARS N GRADE UNLESS OTHERWISE NOTED. AND SHALL BE Gx6 W2.I/W2.1 UNLESS OTHERWISE NOTED.LAP m w O Z. w N REINFORCEMENT G"MINIMUM. w 0 Q(�'t 4.COMPACTION: MATERIAL FOR FILLING AND BACKFILLING SHALL TYP. PERIMETER FOOTING Q m ,- o CONSIST OF THE EXCAVATED MATERIAL AND/OR IMPORTED BORROW 5.ANCHOR BOLTS,DOWELS AND OTHER EMBEDDED ITEMS SHALL BE PER PLAN 2 Q AND SHALL BE FREE OF ORGANIC MATTER,TRASH,LUMBER,OR OTHER SECURELY TIED IN PLACE BEFORE CONCRETE 15 POURED. SLAB ON FOOTING REINF. �O of PER PLAN PER SCHEDULE LLJ N DEBRIS. ALL WALLS SHALL BE ADEQUATELY BRACED PRIOR TO GRADE REINFORCEMENT SHALL BE PLACED AT MID-DEPTH OF SLAB AND 1/4"DEEP `s LL_cp BACKFILLING.FILL AND BACKFILL SHALL BE DEPOSITED IN LAYERS NOT SHALL BE HELD SECURELY IN PLACE WITH MECHANICAL DEVICES PETROLEUM FIRST POUR SECOND POUR I TO EXCEED 8 INCHES THICK,PROPERLY MOISTENED TO APPROXIMATE DURING PLACING OF THE CONCRETE. RESISTANT U Q 4`> OPTIMUM REQUIREMENTS AND THOROUGHLY ROLLED OR COMPACTED COLUMN / FOOTING CONNECTION = Ya" SEALANT WITH APPROVED EQUIPMENT IN SUCH A MANNER AND EXTENT AS TO GENERAL I w PROVIDE CONTROL JOINTS OR C) O 3 PRODUCE A RELATIVE COMPACTION OF 90%OF MAXIMUM POSSIBLE BACKER ROD PER CONSTRUCTION JOINTS @ N +t 6 3 DENSITY AS DETERMINED BY A5TM D 1557. HAND TAMPERS SHALL 1.ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE a MANUFACTURER'S 20-0"O.C.EA.WAY MAX. 1/8"MIN. 1/4"MAX. m 3 WEIGH AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE AREA NOT CONTRACT DRAWINGS. SPECS SAW CUT OR ZIP STRIP L cV w Ln IN EXCE55 OF 64 SQUARE INCHES. HAND TAMPERS MAY BE 2,DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE N OPERATED EITHER MANUALLY OR MECHANICALLY AND SHALL BE USED WHERE LARGER POWER DRIVEN COMPACTION EQUIPMENT CANNOT BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR MIN EMBEDMENT U L6 USED.STRUCTURAL FILL OVER 12"DEEP SHALL COMPLY WITH A SHALL PROVIDE ADEQUATE SHORING,BRACING AND GUYS IN IN PAD FOOTING: Z GEOTECHNICAL REPORT. ACCORDANCE WITH ALL NATIONAL,STATE AND LOCAL SAFETY SAW CUT TO BE O ORDINANCES. ANY DEVIATION MUST BE APPROVED PRIOR TO ERECTION. s/4,A.B._9" PERFORMED WITHIN 24 (� CONCRETE 3.ALL ERECTION PROCEDURES SHALL CONFORM TO 05HA STANDARDS. I"A.B.- I I" HOURS ANY DEVIATION MUST BE APPROVED BY 05HA PRIOR TO ERECTION. 14"A.B.-23" SLAB REINF.PLACED MID. 1.ALL CONCRETE UNLE55 OTHERWISE NOTED SHALL BE REGULAR SLAB CONTROL JOINT DEPTH(TYP.) Z WEIGHT HARD ROCK TYPE(I 50 PCF)AGGREGATES SHALL CONFORM TO 4.THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL O A5TM C33 WITH PROVEN SHRINKAGE CHARACTERISTICS OF LE55 THAN CONSTRUCTION PROCEDURES INCLUDING LAGGING,SHORING AND � 0.05%. PROTECTION OF ADJACENT PROPERTY,STRUCTURES,STREETS AND JKEYOI ND CONSTRUCTION UTILITIES IN ACCORDANCE WITH ALL NATIONAL,STATE AND LOCAL SAFETY 2.ALL CONCRETE DESIGN 15 BASED ON A 28 DAY COMPRESSIVE ORDINANCES. 't4 EXPANSION JOINT n CONSTRUCTION } STRENGTH(f'c)OF 2500 F51. WHERE 3000 PSI CONCRETE 15 REQUIRED JOINT m BY THE BUILDING DEPARTMENT FOR WEATHERING PURPOSES ONLY,NO 5.W THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE 5'-9" w WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS.ALL TYP. `�LAB ON GRADE SPECIAL INSPECTION IS REQUIRED. 4412 2 Q DISCREPANCIES SHALL BE GALLED TO THE ATTENTION OF THE ENGINEER AA - ��m AND BE RESOLVED BEFORE PROCEEDING WITH THE WORK. � 3.ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH I 2 O EXCEEDING 2500 PSI SHALL REQUIRE SPECIAL INSPECTION BY AN G.SHOP DRAWINGS FOR STRUCTURAL STEEL,PREFABRICATED TRUSSES p = 12„ 91�4 z INSPECTOR APPROVED BY THE BUILDING DEPARTMENT AND THE AND JOISTS,AND REINFORCING STEEL SHALL BE SUBMITTED TO THE N I! 2 2' 12' 12' 12' 12' ENGINEER. ENGINEER FOR REVIEW PRIOR TO FABRICATION. 60 16 = I - _ ( -_ r �- 1224 4.CEMENT SHALL CONFORM TO A5TM C 150,TYPE I,C5A NORMAL. 7.DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. A -- - i -- A WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF _ I L- •781 g3012 5.MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FLATWORK. SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF r I$4�6 12026 1 202G 1 2026 1202G v n CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE ENGINEER. _ I N G.PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI 12 - B 301. 8.ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN371 ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT. C 7.CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A N .016 � I 426 j" U 9.COORDINATE WITH MECHANICAL,PLUMBING,AND ELECTRICAL _ 1'-2 MINIMUM OF FIVE(5)DAYS AFTER PLACEMENT. ALTERNATE METHODS DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS REQUIRED FOR 8�4" I'- LEGGED HAIRPIN N Q WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED. in I #5x5'LONG(TYP) DUCTS,PIPES,PIPE SLEEVES,ELECTRICAL CONDUITS,AND OTHER ITEMS N TO BE EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED IN CONTROL JOINTS �12 8.KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES.ALLSTRUCTURAL WORK. N PER 3/S-I.000NSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND ALL = I - - D Q' LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE 10.PROVIDE OPENINGS AND SUPPORTS,AS REQUIRED PER STANDARD E / S THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT DETAILS FOR HEATERS,MECHANICAL EQUIPMENT,VENTS,DUCTS,PIPING, GO 16 8�4' 8426 �4 i' /Jj Q IMMEDIATELY BEFORE PLACING NEW CONCRETE. ETC. ALL SUSPENDED MECHANICAL EQUIPMENT SHALL BE SWAY OR I'-2" N U LATERALLY BRACED. N N 9.SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT.POUR N a iv JOINTS SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE AS 1 1.ARCHITECTURAL AND MECHANICAL PLANS ARE CONSIDERED A PART OF WELL AS PLACED AT POINTS OF LOW STRESS.MAXIMUM AREA OF FOUR THE STRUCTURAL DE51GN DRAWINGS AND ARE TO BE USED TO DEFINE 8426 I N 4"CONC SLAB W/#4 @ I G"O/C EACH WAY,OVER 2"SAND, _ - O F JOINTS IS 400 SF. DETAIL CONFIGURATIONS INCLUDING;BUT NOT LIMITED TO RELATIVE G _ ( - OVER 6MIL VAPOR BARRIER,OVER 4"COMPACTED,FREE 3 12 m LOCATION OF MEMBERS,ELEVATIONS,DIMENSIONS AND LOCATIONS OF Ij --)7515 DRAINING ROCK(TYP)-PATCH ALL TEARS IN VAPOR BARRIER 9�4" 10.MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR ALL OPENINGS,ETC. 91 WITH DUCT TAPE PRIOR TO CONCRETE PLACEMENT FORMED WORK SHALL BE AS FOLLOWS: I I 2 cm EXTERIOR WALLS,EXPOSED TO WEATHER: I VY 12.ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING in EXPOSED TO EARTH OR WEATHER(#5 OR SMALLER): I VY CONDITIONS 15 GIVEN AS THE BEST PRESENT KNOWLEDGE BUT WITHOUT N 9�4' N "NOTE:CONCRETE CAST AGAINST GROUND SHALL HAVE 3"MINIMUM GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH N I N _ COVERAGE THE DRAWINGS,THEY SHALL BE REPORTED TO THE ENGINEER 50 THAT THE _ 4814- = 3 12 9 1con PROPER REVISIONS MAY BE MADE. MODIFICATION TO DETAILS OF I - cFw� C) 1 1.PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED CONSTRUCTION SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL J 91�4' IN STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED. OF THE ENGINEER. 542G FOOTING SCHEDULE I Cm7.CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH ACI N N 1 10" " v 9/4' N 34383 318(WHEN STRENGTH DATA FROM TRIAL BATCHES OR FIELD EXPERIENCE REINF. REINF. = 814 4814' ARE NOT AVAILABLE). CEMENT CONTENT MARK WIDTH LENGTH DEPTH LONG SHORT J•9 - - K WAY WAY L N 4212 301 2 SACKS PER = 81� 7„ m 5o ip 4 = DEC L 8 2816 LBS/CUBIC YARD CUBIC YARD 1 224 I' CONT. 2' (4)#4 NONE _ _ -i = _ - - - - 2_ - 1 - - ILA 3012 F'c(PSI) (MINIMUM) - - _ Drawn By:DP 3012 2'-G" 2'-G" I' (3)#5 (3)#5 - vpq (MINIMUM) m -- ) 1 224 __ ______ i 7818` ' Checked By:CCC 2500(nospecialinspection) 470 5 42I2 3'-6" 3'-6" I' (4)#5 (4)#5 - 26 I2026 I2026 I2026 I2026 I2026 I2026 `� Date: I2-2I-I6 SEE NOTE A = 42 1 2 222 2 2 2 2 2 2 2 7„ 3000 517 5V2 4814 4' 4' 1'-2" (4)#5 (4)#5 y„ ! 9 I I I I SDA JOB NO. MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5"OR LESS. 60 16 5' S' I'-4" (6)#5 (6)#5 16' 9' 1 5'-1" 25'-5" 25'-5" 24'-2" 25'-5" 25'-5" 24'-1" 10' NO MORE THAN A "PLUS TOLERANCE SHALL BE ALLOWED. 7818 6'-6" 6'-6" I'-6" (6)#6 (6)#6 200' 79 58 A)WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION 8426 7' 7' 2'-2" (9)#6 (9)#6 I 2 3 C4) 5 OG 7 8 9 0 I 1704.4 OF THE I.B.C.,CONCRETE SHALL HAVE A MINIMUM CEMENT 1 202G 10' 10' 2'-2" (1 3)#6 (I 3)#6 5TRU CTU RAL CONTENT OF 5 SACKS PER CUBIC YARD OF CONCRETE. 15426 I 10' 12'-I O" 2'-2" (I 3)#6 (I 7)#6 NOTES/DETAILS B)DESIGN MIX(OTHER THAN AS SPECIFIED IN THIS TABLE)SHALL BE 'ALL REINFORCING TO BE LOCATED AT TOP AND BOTTOM OF FOOTINGS FOUNDATION PLAN SUBMITTED TO THE BUILDING OFFICIAL TWO WEEKS PRIOR TO FIRST USE. S- I .O 3Gx24(Arch D) U16RO597A Page 1 of 189 W= = � Version 2016.8.31 (8131116) 8�'rLBIIVC# 1r`SF'�'M� GROUP 1050 North Watery Lane Ph: (435)919-3100 Brigham City,UT 84302 Fax:(435)919-3101 STRUCTURAL DESIGN CALCULATIONS FOR HCI Steel Buildings LLC 17833 59th Ave NE, Suite C Arlington,WA 98223 PROJECT Top Cub Aircraft 17922 59th DR NE Arlington, WA 98223 NBSProjectNo. U16RO597A Design Engineer=Trevor Black,PE Stamping Engineer=Russ Skeem,PE PROJECT DATA Structural Design Calculations-Pages 1 to y�Ll R r 0C 2 201 ADO , 41179 Q Name: Russ Skeem,PE 1S'IL � �1 Title: Professional Engineer rs�rnvnt Affiliation: Nucor Building Systems Date: October 5,2016 Professional Seal The Professional Engineer whose seal appears on these Structural Design Calculations is employed by Nucor Buildings Group,a Member of MBMA,and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. M M Excellence from the ground up ACCNEDITF.A AC472 U16RO597A Page 2 of 189 ry V C O R Project No. U16RO597A B u I L 0 1 IV O S O R O u P Description: Top Cub Aircraft A DNIM N bF i'CM C PbRAT1bN Engineer: TWB Wind ]Loading per ASC]E 7-10 Date : 10/11/2016 Geometry (with AISI2007 Specification and 2010 Supplement to the 2006 MBMA Manual.) Version:2015.1.26(Date:01/26/15)By NBG-GS Building Name: Building A Building Type: Gable Roof: Nucor CFRTM Bldg.Width [B]:[200.0000' 0.0000' Dist.To Ridge [W]: 5.0000' Bldg.Length [D]: P �� Left Eave Ht. [LEH]: 22.0000' ' Right Eave Ht. [REH]: 22.0000' Bay CS Left Roof Slope: 0.50:12 Right Roof Slope: 0.50:12 L E H CE Bay Width [Bay]: 25.0000' GE J , Purlin Trib.Width [P]: 5.0000' - EW Girt Trib Ht. [GE]: 6.0000' SW Girt Trib.Ht. [GS]: 6.0000' B EW Girt Length: 20.0000' SW Girt Length: 25.0000' EW Col.Trib.Width ICE]: 20.0000' BSW Top-of-Parapet: FSW Top-of-Parapet: SW Col.Trib.Width [CS]: 25.0000' Opening Area: EW Top-of-Parapet: Loading Inform: Wind Speed: 110 mph Building Porosity: Enclosed Wind Exposure: C Interior Partition Walls? No General Loading Calculations h: 22.0000' Kd: 0.85 KZt: 1.00 Ri: 1.00 qh: 24.23 psf KZ or Kh: 0.92 G: 0.85 GCpi: f 0.18 Components and Cladding,Walls a= 8.80 ft. Tributary Pressure € Suction Suction Area Zones 4,5 Zone 4 Zone 5 Item W) (psf) (psf) (psf) e s� h Sidewall Wind Column 550 19.62 -21:80 -21.80 ........................................... ....................... ® ® Endwall Wind Column 440 19.84 -22.02 -22.23 a� D �a Sidewall Girt ... 208 . ...................... ..:._23.:27.....:............... ...-24.73...... . ........................ ...... ...... Endwall Girt 133 21.83 -24.01 -26.23 �\` ..............................................Wall Panel .........12 ... 25.86 ... ...._28.04.........-34.28..... ... :... . ..... .... . Note:Value of GCp in results above reduced by 10%per Note 5 of Figure 30.4-1 since slope angle is< 100. U16R0597A Page 3 of 189 Wind Loading Continued... [Wall Parapet Structural Case 1: Windward Total Load Maximum :Windward:: Leeward Case 2: Leeward Total Load Projection Kh_pa, qp ::Total Load..'Total Load Item (ft) (psf) (psf) (psf) BSW Parapet ................................... . ......... ................................ ...................................................................... FS��5'arapei .............................................. ............................................................................................................. EW Parapet ---..... .......... --- --- --- .............................................. ........... ......... ................................................................................. Components and Cladding,RoofsEmu] a 1- -1 a Applicable Roof Slope Angle= 2.39 deg 0 (L (3 a a= 8.80 ft. 7 _T Tributary Pressure Suction in Zones ............................................................................................................... Area All 1 2 2' 3 31 2 D211 (D (D Item (ft (psf) (psf) (psf) (psf) (psf) (psf) Purlin/Joist 208 16.00 -26.17 -31.01 -31.01 ...................................... 16.00 -28.59 -47.97 -72.20 Panel n Fastener 10 16.00 -28.59 -47.97 -72.20 -(27 T2�- a Values Below are for Overhang Portion of Roof 0 Purfin/Joist 208 ---- -33.24 -33.24 -19.38 ............................... .............................. ................................................................................................................ Panel 10 ---- : -41.19 -41.19 -67.84 �h ................ ............................................................ ............................................................................................................... Fastener 10 ---- -41.19 -41.19 -67.84 ........ .............. ..................... I ................................................................................................................... ............................................................................................ JMain Wind Force Resisting Systems (Transverse Wind Direction) ApplicableRoof Slope Angle= 2.39 deg a= 8.80 ft. Transverse Wind Direction ......................!............................................ ............................................................................................................... Item WIR W1L W2R W2L W3R W3L W411 W4L CI: 0.58 -0.11 0.22 -0.47 Load,(psf) 14.05 -2.67 5.33 -11.39 F Internal ...................... ........................................................................................................................................................................................ Suction io ---- ---- ---- ---- Suction C2: -0.51 -0.19 -0.87 -0.55 ---- Wind Load,(psf) -12.36 -4.60 -21.08 -13.33 Direction ......................................................................................... ............................................................................................................... C3: -0.19 -0.51 -0.55 -0.87 WINDWIRWIL Load,(psf) -4.60 -12.36 -13.33 -21.08 ...................... ....................................................................:............................................................................................................... W3R W3LC4: -0.11 0.58 -0.47 0.22 Load,(psf) -2.67 14.05 -11.39 5.33 ......................................................................................... ............................................................................................................... C5: -0.27 -0.27 -0.63 -0.63 Load,(psf) -6.54 -6.54 -15.26 -15.26 ---- ---- ---- ---- ....................................... ..................................................................................................................................... ............................ Internal C6: -0.27 -0.27 -0.63 -0.63 Internal Load,(psf) -6.54 -6.54 -15.26 -15.26 Net*(psf) 1.07 1.07 1.07 1.07 Wind Direction Edge Zone Pressure Coefficients ........................................................................................... WIND W2R W2L W1R& W1L& W2R& W2L& W4RW4L Item W311 W3L W4R W4L 6 2 CIE: 0.79 -0.25 0.43 -0.61 Load,(psf) 19.14 -6.06 10.42 -14.78 2E3 ...................... ......................................................................................... C2E: -0.89 -0.35 -1.25 -0.71 3E 1 Load,(psf) -21.56 -8.48 -30.28 -17.20 ...................... .................. ............................................. ........................... IE C3E: -0.35 : : -0.89 -0.71 -1.25 h Load 848 21.56 -17.20 -30.28 ..........?.... ........ ..... ..................................................................... 4 �P4 6:lik, -0.79 -0.61 0.43 5 Load'.(ps -6.06 19.14 -14.78 10.42 .................. ............................................................................................ ofs On 4E *Net Lat<16 psf.Add additional pressure to windward wall. Note:For Zone 2/2E or 3/3E;the windward zone width shall be 55.00 ft., 2a while the leeward zone width shall be 75.00 ft.per Figure 6-10 note 8. U16RO597A Page 4 of 189 Wind Loading Continued... Main Wind Force Resisting Systems (Longitudinal Wind Direction) Applicable Roof Slope Angle= 2.39 deg a= 8.80 ft. Longitudinal Wind Direction .............................................:.............................................I................................................................... ...........!Item W 5B W5F W6B WO W711 W7F W8B = W8F CI: -0.27 -0.27 -0.63 -0.63 Internal Suction Load,(psf) -6.54 -6.54 -15.26 -15.26 Suction ................ I �� ............................................................................................................................................................................................... S C2: -0.51 -0.19 -0.87 -0.55 Load,(psf) -12.36 -4.60 -21.08 -13.33 ......................................................................................... ................................................................................................................ C3: -0.19 -0.51 -0.55 -0.87 WIND W58 W5F Load,(psf) -4.60 -12.36 -13.33 -21.08 ......................................................................................... ............................................................................................................... W7B W7F C4: -0.27 = -0.27 -0.63 -0.63 Load,(psf) -6.54 -6.54 -15.26 -15.26 ......................................................................................... .............................................j................................................................... --------------- CIE: -0.30 -0.30 -0.66 -0.66 ------- ------- Load,(psf) -7.27 -7.27 -15.99 -15.99 ........................................................................................... ................................................................................................................... Internal C2E: -0.89 -0.35 -1.25 -0.71 Pressure Load,(psf) -21.56 -8.48 -30.28 -17.20 ......................................................................... ............................................................................................................... CM -0.35 -0.89 -0.71 -1.25 Load,(psf) -8.48 -21.56 -17.20 -30.28 ................ ......................................................................................... ............................................................................................................... WIND W6B W6F C4E- 030 -0.30 -0.66 -0.66 ---- W8BW8F Load,(psf) -7.27 -7.27 -15.99 -15.99 ................................................................................................................................................................................................................ End-Wall Pressure Coefficients ........................................................................................... W5B& W5F& W6B& WO& Item W7B W7F W8B W8F 6E 6 C5: 0.58 -0.11 0.22 -0.47 Load,(psf) 14.05 -2.67 5.33 -11.39 ...................... .......................................................................................... 2E 3 C6: -0.11 0.58 -0.47 0.22 3E Load,(psf) -2.67 14.05 -11.39 5.33 ...................... ............................................................................................ 1E C5E: 0.79 -0.25 0.43 -0.61 h Load,(psf) 19.14 -6.06 10.42 -14.78 5E 4 C6E: -0.25 0.79 -0.61 0.43 5 Load,(psf) -6.06 19.14 -14.78 10.42 4E Wind Uplift for Bracing Input: -8.48 psf Longitudinal Force Resisted by Bracing: 27.05 kip Total Longitudinal Net Pressure Applied to Building: 17.82 psf Total Longitudinal Force Applied to Building: 54.09 kip U16RO597A Page 5 of 189 SUMMARY OF DRIFT ON PURLINS/FRAMES DRIFT ON ENTRANCE 1 1 Normal Drift Version 2014.01.07,Date: 01/07/14 JOB NUMBERI Code# 17 Calculation Notes: Support Type Purlins Code Name IBC/ASCE 7•Drift reduced by difference between minimum and Code Name IBC/ASCE 7 (If'pur/ins",5"subtracted from Istspace Hr used 16.80 calculated uniform snow load. MBMA Occupancy Category II-96 for canti/everspan in moment dirt.mode% Pg used 25.00 Roof Dead Load 3.50 psf Typ.Support Spacing 5.00 ft Pf used U:17.50 L:21.00 Collateral Dead Load 5.00 psf Upper Roof Width(Wb) 116.50 ft Wb used 116.50 Roof Live Load 20.00 psf Upper Roof Dist.to Ridge(W) 116.50 ft D(pcf) 17.25 Ground Snow(Pg) 25.00 psf Upper Roof Slope 0.00 :12 hb(ft) 1.22 Sliding Snow: Exposure Factore(Ce),Upper: 1.00 Lower: 1.00 oof Step(Hr)/Valley Ht(hv) 16.80 ft hd(ft) 3.61 hd(ft) 0.00 Thermal Factor(Ct),Upper: 1.00 Lower: 1.20 Lower Roof Width(Wbi) 3.00 ft Drift MAX.(psf) 62.24 Drift MAX.(psf) 0.00 Roof Surface All Other Surfaces Lower Roof Dist.to Ridge(Wi) 3.00 ft Wd(ft) 14.43 Wd(ft) 0.00 Slope Factor(Cs),Upper: 1.00 lnwer: 1.00 Lower Roof Slope 1.00 :12 Drift MIN.(psf) 49.30 Drift MIN.(psf) 0.00 Snow Importance Factor(Is) 1.00 ❑+ Gable Structure Distance From Existingl 0.00 ft SLOPE(psf/ft) - 4.31 SLOPE(psf/ft) 0.00 Purlin Spacing(ft) 1.33 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 1 Purlin Global Location 1.33 6.31 11.29 16.28 21.26 26.24 31.23 36.21 41.19r17551.16 56.14 61.12 66.10 71.09 76.07 81.05 86,04 Effective Snow Load(psf) 31.18 0.00 0.00 0.00 Purlin Trib.Width(ft) 3.40 4.98 4.98 4.98 4.98 4.98 4.98 4.98 4.984.98 4.98 4.98 4.98 4.98 4.98 4.98 4.98 Drift Intensity @This Pt.(psf) 56.51 35.02 13.53 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Drift Snow(plf) = 113.40 28.45 0.00 0. 0.00 0.0 .00 0. 0.00 0.00 Sliding Snow(plf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof Dead+Collateral Dead(plf) 28.94 42.35 42.35 42.35 4 42.3542.35 42.35 42.35 42.35 42.35 42.35 Uniform Snow(plf) 41.97 12.31 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof Live(plf) 68.10 99.65 99.65 99.65 99.65 99.65 99.65 99.65 99.65 99.65 99.65 99.65 99.65 99.65 99.65 Total Snow(plf) 155.37 40.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.000.00 D+C+SNOW(plf) 184.31 83.10 4f35 42.35 42.35 42.35 42.35 42.35 42.35 42.35 42.35 42.35 42.35 42.35 42.35 42.35 42.35 D+C+LIVE(plf) 97.04 142.01 142.01 142.01 142.01 142.01 142.01 142.01 142.01142.01 142.01 142.01 142.01 142.01 142.01 142.01 142.01 r 3.00' 16.80' Dmin=49.30 psf rma� 3.61 1.22' Pf=21.00 psf 1 Nucor Building Systems 9/27/2016 U16RO597A Page 6 of 189 SUMMARY OF DRIFT ON PURLINS/FRAMES DRIFT ON MAIN FROM ENTRANCE BLDG Normal Drift Version 2014.01.07,Date: 01/07/14 JOB NUMBERI I Code# 17 Calculation Notes: Support Type Purlins Code Name IBC/ASCE 7•Drift reduced by difference between minimum and Code Name IBC/ASCE 7 (If'pur/ins",5"subtracted from Istspace Hr used 4.00 calculated uniform snow load. MBMA Occupancy Category II-96 for canti/everspan in moment dirt.mode% Pg used 25.00 Roof Dead Load 3.50 psf Typ.Support Spacing 5.00 ft Pf used U:17.50 L:21.00 Collateral Dead Load 5.00 psf Upper Roof Width(Wb) 7.00 ft Wb used 25.00 Roof Live Load 20.00 psf Upper Roof Dist.to Ridge(W) 7.00 ft D(pcf) 17.25 Ground Snow(Pg) 25.00 psf Upper Roof Slope 0.58 :12 hb(ft) 1.22 Sliding Snow: Exposure Factore(Ce),Upper: 1.00 Lower: 1.00 Roof Step(Hr)/Valley Ht(hv) 4.00 ft hd(ft) 2.78 hd(ft) 0.00 Thermal Factor(Ct),Upper: 1.00 Lower:1 1.20 Lower Roof Width(Wbi) 130.00 ft Drift MAX.(psf) 48.00 Drift MAX.(psf) 0.00 Roof Surface All Other Surfaces Lower Roof Dist.to Ridge(Wi) 65.00 ft Wd(ft) 11.67 Wd(ft) 0.00 Slope Factor(Cs),Upper: 1.00 Lower: 1.00 Lower Roof Slope 0.50 :12 Drift MIN.(psf) 0.00 Drift MIN.(psf) 0.00 Snow Importance Factor(Is) 1.00 ❑+ Gable Structure Distance From Existingl 0.00 ft SLOPE(psf/ft) - 4.11 SLOPE(psf/ft) 0.00 Purlin Spacing(ft) 1.33 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 t Purlin Global Location 1.33 6.33 11.32 16.32 21.31 26.31 31.31 36.30 41.30 46.29 51.29 56.28 61.28 66.28 71.27 76.27 81.26 86.26 Effective Snow Load(psf) 1.00 21.00 21.00 21.00 21.00 21.00 Purlin Trib.Width(ft) 3.41 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 Drift Intensity @ This Pt.(psf) 42.52 21.96 1.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 rift Snow(plf) 8.80 0.44 0.12 0.00 0.00 .00 0.00 0.00 Sliding Snow(plf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof Dead+Collateral Dead(plf) 29.02 42.46 42.46 42.46 42.46 4 42.46 42.46 42.46 42.46 42.46 42.46 Uniform Snow(plf) 62.84 116.13 101.90 105.71 104.69 104.97 104.89 104.91 104.91 104.91 104.91 104.91 104.91 104.91 104.91 104.91 104.91 104.91 Roof Live(plf) 68.27 99.91 99.91 99.91 99.91 99.91 99.91 99.91 99.91 99.91 99.91 99.91 99.91 99.91 99.91 99.91 Total Snow(plf) 183.67 247.19 110.70 105.71 104.81 104.97 104.90 104.91 104.91 104.91 104.91 104.91 104.91 104.91 104.91 104.91 104.91 104.91 +C+ 142.3 SNOW(plf) 212.69 289.65 153.17 148.18 147.28 147.43 147.37 147.37 147.37 147.37 147.37 147.37 147.37 147.37 147.37 147.37 D+C+LIVE(plf) 97.29 142.38 142.38 142.38 142.38 142.38 142.38 8 142.38 142.38 142.38 142.38 142.38 142.38 142.38 142.38 142.38 142.38 rDmax=48.00 psf First 80'of Wbi=130' 2.78 4.00' 11.67 1.22' Pf=21.00 psf �IZ5I I I I I I I I I I I L6 I I N 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Nucor Building Systems 9/23/2016 U16RO597A Page 7 of 189 SUMMARY OF DRIFT ON PURLINS/FRAMES DRIFTON 'IN FROM EW PARAPET' ' '•M EAVE TO RIDGE Edge Parapet Drift Version 2014.01.07,Date: 01/07/14 JOB NUMBERI Code# 17 Calculation Notes: Support Type Purlins Code Name IBC/ASCE 7•Drift reduced by difference between minimum and Code Name IBC/ASCE 7 (If'pur/ins',5"subtracted from 1st space Hr used 2.65 calculated uniform snow load. MBMA Occupancy Category II_96 for cantilever span in moment disc model.) Pg used 25.00 Roof Dead Load 3.50 psf Typ.Support Spacing 5.00 ft Pf used L:21.00 Collateral Dead Load 5.00 psf Upper Roof Width(Wb) 200.00 ft Wb used 200.00 Roof Live Load 20.00 psf Upper Roof Dist.to Ridge(W) 200.00 ft D(pcf) 17.25 Ground Snow(Pg) 25.00 psf Upper Roof Slope 0.00 :12 hb(ft) 1.22 Sliding Snow: Exposure Factore(Ce),Upper: 1.00 Lower: 1.00 oof Step(Hr)/Valley Ht(hv) 2.65 ft hd(ft) 1.43 hd(ft) 0.00 Thermal Factor(Ct),Upper: 1.00 Lower: 1.20 Lower Roof Width(Wbi) 200.00 ft Drift MAX.(psf) 24.64 Drift MAX.(psf) 0.00 Roof Surface All Other Surfaces Lower Roof Dist.to Ridge(Wi) 200.00 ft Wd(ft) 11.43 Wd(ft) 0.00 Slope Factor(Cs),Upper: 1.00 Lower: 1.00 Lower Roof Slopel 0.00 :12 Drift MIN.(psf) 0.00 Drift MIN.(psf) 0.00 Snow Importance Factor(Is) 1.00 ❑� Gable Structure Distance From Existingl 0.00 ft SLOPE(psf/ft) - 2.16 SLOPE(psf/ft) 0.00 Purlin Spacing(ft) 1.33 5.00 1 5.00 5.00 5.00 5.00 5.00 5.00 1 5.00 5.00 S. 5.00 5.00 5.00 5.00 5.00 5.00 5.00 1 Purlin Global Location 1.33 6.33 11.33 16.33 21.33 26.33 31.33 36.33 41.33 f142150 51.33 56.33 61.33 66.33 71.33 76.33 81.33 86.33 Effective Snow Load(psf) 21.00 1.00 Purlin Trib.Width(ft) 3.42 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.005.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 Drift Intensity @This Pt.(psf) 21.77 10.98 0.20 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Drift Snow(plf) 65.67 0.00 0.00 0.0 0.00 Sliding Snow(plf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof Dead+Collateral Dead(plf) 29.04 42.50 42. 42.50 42.50 42.50 4 42.50 42.50 Uniform Snow(plf) 62.89 116.23 101.99 105.81 104.78 101.06 104.98 105.00 105.00105.00 105.00 105.00 105.00 105.00 105.00 105.00 105.00 Roof Live(plf) 68.33 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Total Snow(plf) 124.75 181.90 105.23 105.81 104.80 105.06 104.99 105.00 105.00 105.00 105.00 105.00 105.00 105.00 105.00 105.00 105.00 D+C+SNOW(plf) 9 224.40 147.73 148.31 147.30 7.56 147.50 147.50 147.50 147.50 147.50 147.50 D+C+LIVE(plf) 97.37 142.50 142.50 142.50 142.50 142.50 142.50 142.50 142.50142.50 142.50 142.50 142.50 142.50 142.50 142.50 142.50 Dmax=24.64 psf First 80'of W bi=200' 1.43 2.65' 11.43' 1.22' Pf=21.00 psf I 6 I I I 6 I I I L I Lo I Lo I Lo I L I Lo I Lo I L 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Nucor Building Systems 9/23/2016 U16RO597A Page 8 of 189 SUMMARY OF DRIFT ON PURLINS/FRAMES DRIFT ON MAIN FROM EW PARAPET-AT RIDGE Edge Parapet Drift Version 2014.01.07,Date: 01/07/14 JOB NUMBERI Code# 17 Calculation Notes: Support Type Purlins Code Name IBC/ASCE 7•Drift reduced by difference between minimum and Code Name IBC/ASCE 7 (If'pur/ins",5"subtracted from Istspace Hr used 1.29 calculated uniform snow load. MBMA Occupancy Category 11-96 for canti/everspan in moment dirt.mode% Pg used 25.00 Roof Dead Load 3.50 psf Typ.Support Spacing 5.00 ft Pf used L:21.00 Collateral Dead Load 5.00 psf Upper Roof Width(Wb) 200.00 ft Wb used 200.00 Roof Live Load 20.00 psf Upper Roof Dist.to Ridge(W) 200.00 ft D(pcf) 17.25 Ground Snow(Pg) 25.00 psf Upper Roof Slope 0.00 :12 hb(ft) 1.22 Sliding Snow: Exposure Factore(Ce),Upper: 1.00 Lower: 1.00 oof Step(Hr)/Valley Ht(hv) 1.29 ft hd(ft) 0.00 hd(ft) 0.00 Thermal Factor(Ct),Upper: 1.00 Lower: 1.20 Lower Roof Width(Wbi) 200.00 ft Drift MAX.(psf) 0.00 Drift MAX.(psf) 0.00 Roof Surface All Other Surfaces Lower Roof Dist.to Ridge(Wi) 200.00 ft Wd(ft) 0.00 Wd(ft) 0.00 Slope Factor(Cs),Upper: 1.00 lower: 1.00 Lower Roof Slope 0.00 :12 Drift MIN.(psf) 0.00 Drift MIN.(psf) 0.00 Snow Importance Factor(Is) 1.00 ❑+ Gable Structure Distance From Existingl 0.00 ft SLOPE(psf/ft) 0.00 SLOPE(psf/ft) 0.00 Purlin Spacing(ft) 1.33 5.00 1 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 1 Purlin Global Location 1.33 6.33 11.33 16.33 21.33 26.33 31.33 36.33 41.33 46.33 51.33 56.33 61.33 66.33 71.33 76.33 81.33 86.33 ffective Snow Load(psf) 23.25 0 21.00 21.00 21.00 21.00 21.00 Purlin Trib.Width(ft) 3.42 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 Drift Intensity @This Pt.(psf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 rift Snow(plf) 0.00 .00 0.00 0.00 .00 0.00 0.00 0.00 0.00 0.00 Sliding Snow(plf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof Dead+Collateral Dead(plf) 29.04 42.50 42.50 42.50 12.11 42.50 42.50 42.50 42.50 42.50 42.50 42.50 42.50 Uniform Snow(plf) 62.89 116.23 101.99 105.81 104.78 105.06 104.98 105.00 105.00 105.00 105.00 105.00 105.00 105.00 105.00 105.00 105.00 105.00 Roof Live(plf) 68.33 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Total Snow(plf) 62.89 116.23 101.99 105.81 104.78 105.06 104.98 105.00 105.00 105.00 105.00 105.00 105.00 105.00 105.00 105.00 105.00 105.00 D+C+SNOW(plf) 91.93 158.73 144.49 148.31 147.28 1_ 147.48 147.50 147.50 147.50 147.50 147.50 147.50 147.50 147.50 147.50 147.50 D+C+LIVE(plf) 97.37 142.50 142.50 142.50 142.50 142.50 142.50 142.50 142.50 142.50 142.50 142.50 142.50 142.50 142.50 142.50 142.50 142.50 r - First 80'of Wbi=200' 1.29' .00' 1.22' Pf=21.00 psf N I N I I N I N I L I N I N I N I 6 I N I N 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Nucor Building Systems 9/23/2016 U16RO597A Page 9 of 189 SUMMARY OF DRIFT ON PURLINS/FRAMES DRIFT ON MAIN FROM EW PARAPET-AT SW STEEL LINE Edge Parapet Drift Version 2014.01.07,Date: 01/07/14 JOB NUMBERI Code# 17 Calculation Notes: Support Type Frames Code Name IBC/ASCE 7•Drift reduced by difference between minimum and Code Name IBC/ASCE 7 (If'pur/ins",5"subtracted from Istspace Hr used 4.00 calculated uniform snow load. MBMA Occupancy Category II-96 for canti/everspan in moment dirt.mode% Pg used 25.00 Roof Dead Load 3.50 psf Typ.Support Spacing 5.00 ft Pf used L:21.00 Collateral Dead Load 5.00 psf Upper Roof Width(Wb) 200.00 ft Wb used 200.00 Roof Live Load 20.00 psf Upper Roof Dist.to Ridge(W) 200.00 ft D(pcf) 17.25 Ground Snow(Pg) 25.00 psf Upper Roof Slope 0.00 :12 hb(ft) 1.22 Sliding Snow: Exposure Factore(Ce),Upper: 1.00 Lower: 1.00 oof Step(Hr)/Valley Ht(hv) 4.00 ft hd(ft) 2.78 hd(ft) 0.00 Thermal Factor(Ct),Upper: 1.00 Lower: 1.20 Lower Roof Width(Wbi) 200.00 ft Drift MAX.(psf) 48.00 Drift MAX.(psf) 0.00 Roof Surface All Other Surfaces Lower Roof Dist.to Ridge(Wi) 200.00 ft Wd(ft) 17.23 Wd(ft) 0.00 Slope Factor(Cs),Upper: 1.00 lower: 1.00 Lower Roof Slope 0.00 :12 Drift MIN.(psf) 0.00 Drift MIN.(psf) 0.00 Snow Importance Factor(Is) 1.00 ❑+ Gable Structure Distance From Existingl 0.00 ft SLOPE(psf/ft) - 2.79 SLOPE(psf/ft) 0.00 Frame Spacing(ft) 1.00 24.00 1 15.00 25.50 1 25.50 1 24.00 25.50 25.50 1 24.00 1 10.00 1 Frame Global Location 1.00 25.00 40.00 65.50 91.00 11tvu 140.50 166.00 190.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 ffective Snow Load(psf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Frame Trib.Width(ft) 13.00 19.50 20.25 25.50 24.75 24.75 25.50 24.75 17.00 5.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Drift Intensity @ This Pt.(psf) 45.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 rift Snow(plf) 48.80 6.91 = 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sliding Snow(plf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof Dead+Collateral Dead(plf) 110.50 165.75 172.13 216.75 21 210.38 42.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Snow(plf) 230.59 473.13 381.61 567.68 508.32 517.84 539.98 535.08 415.19 30.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof Live(plf) 260.00 390.00 405.00 510.00 495.00 495.00 100.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Snow(plf) 539.88 620.76 381.61 574.59 508.32 518.37 539.98 535.12 415.19 30.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 +C+SNOW(plf) 650.38 786.51 553.74 791.34 718.69 728.74 73.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D+C+LIVE(plf) 370.50 555.75 577.13 726.75 705.38 705.38 726.75 705.38 484.50 142.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 rDmax=4-v psf First 80'of Wbi=200' 2.78 4.00' 17.23' 1.22' Pf=21.00 psf 1 2 3 4 Nucor Building Systems 10/10/2016 U16RO597A Page10 of189 SUMMARY OF DRIFT ON PURLINS/FRAMES DRIFT ON MAIN FROM SW PARAPET Edge Parapet Drift Version 2014.01.07,Date: 01/07/14 JOB NUMBERI I Code# 17 Calculation Notes: Support Type Purlins Code Name IBC/ASCE 7•Drift reduced by difference between minimum and Code Name IBC/ASCE 7 (If'pur/ins",5"subtracted from Istspace Hr used 4.00 calculated uniform snow load. MBMA Occupancy Category II-96 for canti/everspan in moment dirt.mode% Pg used 25.00 Roof Dead Load 3.50 psf Typ.Support Spacing 5.00 ft Pf used L:21.00 Collateral Dead Load 5.00 psf Upper Roof Width(Wb) 7.00 ft Wb used 130.00 Roof Live Load 20.00 psf Upper Roof Dist.to Ridge(W) 7.00 ft D(pcf) 17.25 Ground Snow(Pg) 25.00 psf Upper Roof Slope 0.58 :12 hb(ft) 1.22 Sliding Snow: Exposure Factore(Ce),Upper: 1.00 Lower: 1.00 Roof Step(Hr)/Valley Ht(hv) 4.00 ft hd(ft) 2.78 hd(ft) 0.00 Thermal Factor(Ct),Upper: 1.00 Lower:1 1.20 Lower Roof Width(Wbi) 130.00 ft Drift MAX.(psf) 48.00 Drift MAX.(psf) 0.00 Roof Surface All Other Surfaces Lower Roof Dist.to Ridge(Wi) 65.00 ft Wd(ft) 11.67 Wd(ft) 0.00 Slope Factor(Cs),Upper: 1.00 Lower: 1.00 Lower Roof Slope 0.50 :12 Drift MIN.(psf) 0.00 Drift MIN.(psf) 0.00 Snow Importance Factor(Is) 1.00 ❑+ Gable Structure Distance From Existingl 0.00 ft SLOPE(psf/ft) - 4.11 SLOPE(psf/ft) 0.00 Purlin Spacing(ft) 1.33 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 t Purlin Global Location 1.33 6.33 11.32 16.32 21.31 26.31 31.31 36.30 41.30 46.29 51.29 56.28 61.28 66.28 71.27 76.27 81.26 86.26 Effective Snow Load(psf) 1.00 21.00 21.00 21.00 21.00 21.00 Purlin Trib.Width(ft) 3.41 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 Drift Intensity @ This Pt.(psf) 42.52 21.96 1.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 rift Snow(plf) 8.80 0.44 0.12 0.00 0.00 .00 0.00 0.00 Sliding Snow(plf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof Dead+Collateral Dead(plf) 29.02 42.46 42.46 42.46 42.46 4 42.46 42.46 42.46 42.46 42.46 42.46 Uniform Snow(plf) 62.84 116.13 101.90 105.71 104.69 104.97 104.89 104.91 104.91 104.91 104.91 104.91 104.91 104.91 104.91 104.91 104.91 104.91 Roof Live(plf) 68.27 99.91 99.91 99.91 99.91 99.91 99.91 99.91 99.91 99.91 99.91 99.91 99.91 99.91 99.91 99.91 Total Snow(plf) 183.67 247.19 110.70 105.71 104.81 104.97 104.90 104.91 104.91 104.91 104.91 104.91 104.91 104.91 104.91 104.91 104.91 104.91 +C+ 142.3 SNOW(plf) 212.69 289.65 153.17 148.18 147.28 147.43 147.37 147.37 147.37 147.37 147.37 147.37 147.37 147.37 147.37 147.37 D+C+LIVE(plf) 97.29 142.38 142.38 142.38 142.38 142.38 142.38 8 142.38 142.38 142.38 142.38 142.38 142.38 142.38 142.38 142.38 142.38 rDmax=48.00 psf First 80'of Wbi=130' 2.78 4.00' 11.67 1.22' Pf=21.00 psf �IZ5I I I I I I I I I I I L6 I I N 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Nucor Building Systems 9/23/2016 U16RO597A Page11 of189 SUMMARY OF DRIFT ON PURLINS/FRAMES DRIFT ON CANOPY - LEW MAIN BLDG Normal Drift Version 2014.01.07,Date: 01/07/14 JOB NUMBERI Code# 17 Calculation Notes: Support Type Purlins Code Name IBC/ASCE 7•Drift reduced by difference between minimum and Code Name IBC/ASCE 7 (If'pur/ins",5"subtracted from Istspace Hr used 16.50 calculated uniform snow load. MBMA Occupancy Category II-96 for canti/everspan in moment dirt.mode% Pg used 25.00 Roof Dead Load 3.50 psf Typ.Support Spacing 5.00 ft Pf used U:17.50 L:21.00 Collateral Dead Load 5.00 psf Upper Roof Width(Wb) 170.00 ft Wb used 170.00 Roof Live Load 20.00 psf Upper Roof Dist.to Ridge(W) 170.00 ft D(pcf) 17.25 Ground Snow(Pg) 25.00 psf Upper Roof Slope 0.00 :12 hb(ft) 1.22 Sliding Snow: Exposure Factore(Ce),Upper: 1.00 Lower: 1.00 oof Step(Hr)/Valley Ht(hv) 16.50 ft hd(ft) 4.29 hd(ft) 0.00 Thermal Factor(Ct),Upper: 1.00 Lower: 1.20 Lower Roof Width(Wbi) 3.00 ft Drift MAX.(psf) 74.07 Drift MAX.(psf) 0.00 Roof Surface All Other Surfaces Lower Roof Dist.to Ridge(Wi) 3.00 ft Wd(ft) 17.18 Wd(ft) 0.00 Slope Factor(Cs),Upper: 1.00 lnwer: 1.00 Lower Roof Slope 1.00 :12 Drift MIN.(psf) 61.13 Drift MIN.(psf) 0.00 Snow Importance Factor(Is) 1.00 ❑+ Gable Structure Distance From Existingl 0.00 ft SLOPE(psf/ft) - 4.31 SLOPE(psf/ft) 0.00 Purlin Spacing(ft) 1.33 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 1 Purlin Global Location 1.33 6.31 11.29 16.28 21.26 26.24 31.23 36.21 41.19 46.17 51.16 56.14 61.12 66.10 71.09 76.07 81.05 86,04 Effective Snow Load(psf) 35.93 0.00 0.00 0.00 Purlin Trib.Width(ft) 3.40 4.98 4.98 4.98 4.98 4.98 4.98 4.98 4.98 4.98 4.98 4.98 4.98 4.98 4.98 4.98 4.98 4.98 Drift Intensity @This Pt.(psf) 68.34 46.85 25.36 3.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Drift Snow(plf) = 137.04 35.38 0.00 0.00 0. 0.00 0.0 .00 0. 0.00 0.00 Sliding Snow(plf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof Dead+Collateral Dead(plf) 28.94 42.35 42.35 42.35 42.35 4 42.35 42.35 42.35 42.35 42.35 42.35 42.35 42.35 Uniform Snow(plf) 41.97 12.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof Live(plf) 68.10 99.65 99.65 99.65 99.65 99.65 99.65 � 99.65 99.65 99.65 99.65 99.65 99.65 99.61 99.65 99.65 99.65 Total Snow(plf) 179.01 47.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 00 0.00 0.00 0.00 D+C+SNOW(plf) 207.96 90.04 42.35 42.35 42.35 42.35 42.35 42.35 42.35 42.35 42.35 42.35 42.35 42.35 4: 35 42.35 42.35 42.35 D+C+LIVE(plf) 97.04 142.01 142.01 142.01 142.01 142.01 142.01 142.01 142.01 142.01 142.01 142.01 142.01 142.01 14: 142.01 142.01 142.01 r 3.00' 16.50' sf Dmin=61.13 psf 4.29 1.22' Pf=21.00 psf 1 Nucor Building Systems 9/23/2016 U16RO597A Page 12 of189 SUMMARY OF DRIFT ON PURLINS/FRAMES DRIFT ON MEZZANINE FROM MAIN BLDG Normal Drift Version 2014.01.07,Date: 01/07/14 JOB NUMBERI Code# 17 Calculation Notes: Support Type Purlins Code Name IBC/ASCE 7•Drift reduced by difference between minimum and Code Name IBC/ASCE 7 (If'pur/ins",5"subtracted from Istspace Hr used 11.25 calculated uniform snow load. MBMA Occupancy Category 11-96 for canti/everspan in moment dirt.mode% Pg used 25.00 Roof Dead Load 3.50 psf Typ.Support Spacing 5.00 ft Pf used U:17.50 L:21.00 Collateral Dead Load 5.00 psf Upper Roof Width(Wb) 136.00 ft Wb used 136.00 Roof Live Load 20.00 psf Upper Roof Dist.to Ridge(W) 65.00 ft D(pcf) 17.25 Ground Snow(Pg) 25.00 psf Upper Roof Slope 0.50 :12 hb(ft) 1.22 Sliding Snow: Exposure Factore(Ce),Upper: 1.00 Lower: 1.00 oof Step(Hr)/Valley Ht(hv) 11.25 ft hd(ft) 3.88 hd(ft) 0.00 Thermal Factor(Ct),Upper: 1.00 Lower: 1.20 Lower Roof Width(Wbi) 20.00 ft Drift MAX.(psf) 66.90 Drift MAX.(psf) 0.00 Roof Surface All Other Surfaces Lower Roof Dist.to Ridge(Wi) 20.00 ft Wd(ft) 15.51 Wd(ft) 0.00 Slope Factor(Cs),Upper: 1.00 Lower: 1.00 Lower Roof Slope 0.25 :12 Drift MIN.(psf) 0.00 Drift MIN.(psf) 0.00 Snow Importance Factor(Is) 1.00 ❑+ Gable Structure Distance From Existingl 0.00 ft SLOPE(psf/ft) - 4.31 SLOPE(psf/ft) 0.00 Purlin Spacing(ft) 0.00 4.33 1 4.33 4.33 4.33 4.33 4.33 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 1 Purlin Global Location 0.00 4.33 8.66 13.00 17.33 21.66 25.99 30.99 35.99 40.99 45.99 50.99 55.99 60.99 65.99 70.98 75.98 80,98 Effective Snow Load(psf) . 3 26.94 0.00 0.00 Purlin Trib.Width(ft) 1.75 4.33 4.33 4.33 4.33 4.33 4.67 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 Drift Intensity @ This Pt.(psf) 66.90 48.22 29.54 10.85 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Drift Snow(plf) 38.79 110.60 40.09 1.24 0. 0.00 0.0 0.00 0.00 0.00 0.00 Sliding Snow(plf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof Dead+Collateral Dead(plf) 144.87 36.83 36.83 36.83 36.83 42.49 42.49 42.49 42.49 42.49 42.49 42.49 42.49 42.49 Uniform Snow(plf) 35.85 103.35 86.99 94.59 78.05 12.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof Live(plf) 34.99 86.65 86.65 86.65 86.65 9 99.98 99.98 99.98 99.98 99.98 99.98 99.98 99.98 99.98 Total Snow(plf) 140.36 342.14 197.59 134.67 78.05 13.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D+C+SNOW(plf) 155.23 378.96 234.41 171.50 11qW 50.50 3 42.49 42.49 42.49 42.49 42.49 42.49 42.49 42.49 42.49 42.49 D+C+LIVE(plf) 49.86 123.47 123.47 123.47 123.47 123.47 132.97 142.47 142.47 142.47 142.47 142.47 142.47 142.47 142.47 142.47 142.47 142.47 r 20.00' 11.25' ax=66.90 psf I 3.88 15.51' 1.2 ' Pf=21.00 psf o ci In c� m 2 3 4 5 Nucor Building Systems 10/5/2016 U16RO597A Page13 of189 IBC 2012 Seismic Considerations: Input Data Equivalent Lateral Force Procedure(per ASCE 7,Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Building Data Input: Building A Project No.: U16RO597A Description: Top Cub Aircraft Nature of Occupancy Standard Buildings Engineer: TWB Gable/Single Slope Gable Date: 10/5/2016 Building Width 130.00 feet Building Length 200.00 feet Distance to Ridge(from BSW) 65.00 feet Roof Slope,s:12(slope to BSW) 0.50 :12 Low Eave Height(Front SW) 22.00 feet High Eave Height(Back SW) 22.00 feet Mean Roof Height 23.35 feet Roof Level Diaphragm Flexible * *Note:ASCE 7 states"Where diaphragms are not flexible,the design shall include the torsion moment Mezzanine Level Diaphragm Rigid * plus the accidental torsional moments caused by an assumed 5%displacement in either direction of the building masses. Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic calcs. Seismic Data Input: Short period response acceleration,Ss Ss— 1.042 **Note:ASCE 7 Section 11.4.2,states"Where the soil properties are not known in sufficient detail to 1-second period response acceleration,S, Sl= 0.354 determine the site class,Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site." As a result,Site Site Classification D ** Class D will be used on nearly all buildings. Roof Loading: ***Note:20%of flat roof snow load used in seismic dead load calculations per NBS standards when flat roof snow load is greater than 30 psf. DO NOT include snow drift loads in seismic dead load. Lateral Frame Self weight(SW) 4.00 psf Roof Dead Load(RDL) 3.40 psf Roof Collateral Load(CDL) 5.00 psf ****Note:Full Height Hardwall is applied at mean roof height(mrh)at Endwalls. Enter the height Roof Self Weight(Bracing,Beams etc.) 0.10 psf required to account for the full dead load of the wall. Roof Snow(Pf) 25.00 psf *** Exterior Wall#1(Left EW)Loads: Exterior Wall#3(Right EW)Loads: O Full Height Wall ®Full Height Wall w/Parapet 0 Full Height Wall O Full Height Wall w/Parapet O Partial Height Hardwall O Partial Height Hardwall w/Parapet 0 Partial Height Hardwall O Partial Height Hardwall w/Parapet ❑Exclude Wall in Lateral Seismic Calculations.(Shear Wall Supports Self Weight) ❑ Exclude Wall in Lateral Seismic Calculations.(Shear Wall Supports Self Weight) Wall Length 130.00 feet Wall Length 130.00 feet Top Elevation 26.00 feet **** Top Elevation 23.35 feet **** Wall Weight 3.00 psf Wall Weight 3.00 psf Exterior Wall#2(Front SW)Loads: Exterior Wall#4(Back SW)Loads: O Full Height Wall ®Full Height Wall w/Parapet ®Full Height Wall O Full Height Wall w/Parapet O Partial Height Hardwall O Partial Height Hardwall w/Parapet O Partial Height Hardwall O Partial Height Hardwall w/Parapet ❑Exclude Wall in Longitudinal Seismic Calculations.(Shear Wall Supports Self Weight) ❑ Exclude Wall in Longitudinal Seismic Calculations.(Shear Wall Supports Self Weight) Top Elevation 26.00 feet Top Elevation 22.00 feet Wall Weight 3.00 psf Wall Weight F 6.50 psf Interior Wall#5(Partition)Loads: Note:The weight of a concrete or masonry wall may be excluded from the seimic load calculations for lateral/longitudinal seismic force resisting systems,provided that details permit p Full Height Wall O Full Height Wall w/Parapet unrestrained movement of the seismic force resisting system relative to the wall. (This O Partial Height Hardwall O Partial Height Hardwall w/Parapet exclusion does not apply to metal panel walls,wood,EIFS,or other flexible wall systems that are attached to the building framing at several points.) Per MBMA"Seismic Design Guide for ❑Exclude Wall in Lateral Seismic Calculations.(Shear Wall Supports Self Weight) Metal Building Systems. Top Elevation 23.35 feet **** Wall Weight 2.50 psf Page 1 of 10/5/2016 U16RO597A Page14 of189 IBC 2012 Seismic Considerations:(Continued) Input Data Equivalent Lateral Force Procedure(per ASCE 7 Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Project No.: U16RO597A Description: Top Cub Aircraft Engineer: TWB Date: 10/5/2016 Mezzanine#1 Loads: Mezzanine#2 Loads: Floor Dead 38.50 psf Floor Dead Floor Collateral 5.00 psf Floor Collateral Estimated Joist weight 5.00 psf Estimated Joist weight Floor Live 50.00 psf **** Floor Live ❑Storage Q Partition loading [0 storage ❑Partition loading Partition load 15.00 psf Partition load Elevation 11.00 feet Elevation ****Note:1)25%percent of Floor Live Load used when mezzanine is designed for Storage.(Typical storage loads are 125 psf or greater.) Put in full live load! Crane Loads:Aisle#1 Crane Loads:Aisle#2 Number of Aisles with this crane info. Number of Aisles with this crane info. Crane Type:(TR/UH/Mono) TRDG Crane Type:(TR/UH/Mono) TRDG Crane Beam+Channel Crane Beam+Channel Independent Crane Column Independent Crane Column Rail Wt Rail Wt 0.00 plf 0.00 plf Bridge Wt. Bridge Wt. Hoist&Trolley Hoist&Trolley Elevation Elevation Crane Loads:Aisle#3 Number of Aisles with this crane info. Crane Type:(TR/UH/Mono) TRDG Crane Beam+Channel Independent Crane Column Rail Wt 0.00 plf Bridge Wt. Hoist&Trolley Elevation Page 2 of 8 10/5/2016 U16RO597A Page15 of189 IBC 2012 Lateral Seismic Calculations: Lateral Cates.(1) Equivalent Lateral Force Procedure(per ASCE 7,Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Frame Description/Location: FRAMELINE 1 Project No.: U16R0597A Building Data Input Echo: Building A Description: Top Cub Aircraft Engineer: TWB Occupancy Category II Date: 10/5/2016 Seismic Force Resisting System Post&Beam Gable/Single Slope Gable Width 130.00 feet Length 200.00 feet Distance to Ridge 65.00 feet Roof Slope,s:12 0.50 :12 Low Eave Height 22.00 feet High Eave Height 22.00 feet Mean Roof Height 23.35 feet Bay Width 13.00 feet Frame Located at Bay: Left Endwall O Interior Frame p Right Endwall O Int.Frame w/Partition Hardwall(SW)Information: Roof Concentrated Load information: Wall Length Exterior Wall 92(Front SW): 13.00 feet Wall Length Exterior Wall 94(Back SW): 13.00 feet Roof concentrated loads: Mezzanine Information: Crane Information: Is Mez#1 or#2 Considered a Story? YES Loading Area-Mezzanine#1: 1755.00 sq.ft. Quantity of Cranes/Bay-Aisle#1: Concentrated Loads-Mezzanine#l: 3.50 kips Length of Runway-Aisle#1: ** Loading Area-Mezzanine#2: Quantity of Cranes/Bay-Aisle#2: Concentrated Loads-Mezzanine#2: Length of Runway-Aisle#2: ** Seismic Data Input Echo: Quantity of Cranes/Bay-Aisle#3: Length of Runway-Aisle#3: ** Short period response acceleration,Ss Ss= 1.042 1-second period response acceleration,Sl Sl= 0.354 *Note: Enter quantity of cranes for one aisle only,DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length,DO NOT double runway length as other seismic Occupancy Importance Factor,Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv=1.69 ***Note: ASCE 7-Sections 12.2.3,12.2.3.1 through 12.2.3.3 states,"Where different seismic force-resisting Max spectral response for short periods(Eq 11.4-1): Sms=1.129 systems are used in combination to resist seismic forces in the same direction of structural response, Max spectral response for 1-second period(Eq 11.4-2): Sm1=0.599 other than those combinations considered as dual systems,the more stringent system limitation Design spectral response for short periods(Eq 11.4-3): Sds=0.752 contained in Table 12.2-1 shall apply." The value of the response modification coefficient,R,used Design spectral response for 1-second periods(Eq 11.44): Shc=0.399 for design in the direction under consideration shall not be greater than the least value of R for any Seismic Design Category: D of the systems utilized in that direction. The deflection amplification factor,Cd,and the over- Response Modification Coefficient,R: 3.25 *** strength factor,Q.,shall be consistent with R required in that direction;excluding buildings with a System Overstrength Factor,no: 2 *** risk category of I or II,and flexible diaphragms. In which case,resisting elements are permitted to Deflection Modification Factor,Cd: 3.25 *** be designed for the least value of R for each independent line of reference. Building Period Coefficient,Ct: 0.02 Approximate Fundamental Period,Ta(Eq 12.8-7): 0.212 Seismic Load Output: Seismic Base Shear,V(Eq 12.8-1) 33.19 kips Seismic Response Coefficient,Cs(Eq 12.8-1 to 12.8-6) 0.232 Distribution Exponent,k 0.00 Alt.Roof Weight: Alt.Panel Load: Multistory Distribution 16.70 psf 0.050 kips/ft Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads W, hx Factor,C,., F, M Roof Weight: Panel Load: Roof Loads 21143 lbs 23.35 feet 21143 4.90 kips 114.32 ft-kips 15.85 psf 0.048 kip.1ft Exterior Wall#1(Left EW)Loads 10140 lbs 13.00 feet 10140 2.35 kips 30.52 ft-kips Frame Concentrated Loads Load Elevation Exterior Wall#2(Front SW)Loads 1014 lbs 13.00 feet 1014 0.23 kips 3.05 ft-kips 0.148 kips 20.67 feet Exterior Wall#4(Back SW)Loads 1859 lbs 11.00 feet 1859 0.43 kips 4.73 ft-kips 0.229 kips 20.67 feet Crane Aisle#1 O lbs Crane Aisle#2 0 lbs - - Crane Aisle#3 O lbs Mezzanine#1 114943 lbs 11.00 feet 114943 26.61 kips 292.74 ft-kips 26.61 kips 11.00 feet Mezzanine#2 0 lbs - - Totals 149099lbs - 149099 34.52 kips 445.37 ft-kips Frame Base Shear: 33.191 kips Page 3 of 8 10/5/2016 U16RO597A Page16 of189 IBC 2012 Lateral Seismic Calculations: Lateral Cates.(2) Equivalent Lateral Force Procedure(per ASCE 7,Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Frame Description/Location: FRAMELINE 3 Project No.: U16R0597A Building Data Input Echo: Building A Description: Top Cub Aircraft Engineer: TWB Occupancy Category II Date: 10/5/2016 Seismic Force Resisting System Post&Beam Gable/Single Slope Gable Width 130.00 feet Length 200.00 feet Distance to Ridge 65.00 feet Roof Slope,s:12 0.50 :12 Low Eave Height 22.00 feet High Eave Height 22.00 feet Mean Roof Height 23.35 feet Bay Width 20.00 feet Frame Located at Bay: p Le:ft Endwall ®Interior Frame p Right Endwall O Int.Frame w/Partition Hardwall(SW)Information: Roof Concentrated Load information: Wall Length Exterior Wall 92(Front SW): 20.00 feet Wall Length Exterior Wall 94(Back SW): 20.00 feet Roof concentrated loads: Mezzanine Information: Crane Information: Is Mez#1 or#2 Considered a Story? YES Loading Area-Mezzanine#1: 1620.00 sq.ft. Quantity of Cranes/Bay-Aisle#1: Concentrated Loads-Mezzanine#l: 7.00 kips Length of Runway-Aisle#1: ** Loading Area-Mezzanine#2: Quantity of Cranes/Bay-Aisle#2: Concentrated Loads-Mezzanine#2: Length of Runway-Aisle#2: ** Seismic Data Input Echo: Quantity of Cranes/Bay-Aisle#3: Length of Runway-Aisle#3: ** Short period response acceleration,Ss Ss= 1.042 1-second period response acceleration,Sl Sl= 0.354 *Note: Enter quantity of cranes for one aisle only,DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length,DO NOT double runway length as other seismic Occupancy Importance Factor,Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv=1.69 ***Note: ASCE 7-Sections 12.2.3,12.2.3.1 through 12.2.3.3 states,"Where different seismic force-resisting Max spectral response for short periods(Eq 11.4-1): Sms=1.129 systems are used in combination to resist seismic forces in the same direction of structural response, Max spectral response for 1-second period(Eq 11.4-2): Sm1=0.599 other than those combinations considered as dual systems,the more stringent system limitation Design spectral response for short periods(Eq 11.4-3): Sds=0.752 contained in Table 12.2-1 shall apply." The value of the response modification coefficient,R,used Design spectral response for I-second periods(Eq 11.44): Shc=0.399 for design in the direction under consideration shall not be greater than the least value of R for any Seismic Design Category: D of the systems utilized in that direction. The deflection amplification factor,Cd,and the over- Response Modification Coefficient,R: 3.25 *** strength factor,Q.,shall be consistent with R required in that direction;excluding buildings with a System Overstrength Factor,no: 2 *** risk category of I or II,and flexible diaphragms. In which case,resisting elements are permitted to Deflection Modification Factor,Cd: 3.25 *** be designed for the least value of R for each independent line of reference. Building Period Coefficient,Ct: 0.02 Approximate Fundamental Period,Ta(Eq 12.8-7): 0.212 Seismic Load Output: Seismic Base Shear,V(Eq 12.8-1) 33.55 kips Seismic Response Coefficient,Cs(Eq 12.8-1 to 12.8-6) 0.232 Distribution Exponent,k 0.00 Alt.Roof Weight: Alt.Panel Load: Multistory Distribution 13.36psf 0.062 kips/ft Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads W, hx Factor,C, F, M Roof Weight: Panel Load: Roof Loads 32528 lbs 23.35 feet 32528 7.53 kips 175.88 ft-kips 12.51 psf 0.058 kips/ft Interior Wall#5(Partition)Loads 0 lbs Frame Concentrated Loads Load Elevation Exterior Wall#2(Front SW)Loads 1560 lbs 13.00 feet 1560 0.36 kips 4.70 ft-kips 0.227 kips 20.67 feet Exterior Wall#4(Back SW)Loads 2860 lbs 11.00 feet 2860 0.66 kips 7.28 ft-kips 0.352 kips 20.67 feet Crane Aisle#1 0 lbs Crane Aisle#2 0 lbs - - Crane Aisle#3 0 lbs Mezzanine#1 109870 lbs 11.00 feet 109870 25.44 kips 279.82 ft-kips 25.44 kips 11.00 feet Mezzanine 42 O lbs Totals 1468181bs - 146818 33.99 kips 467.68 ft-kips Frame Base Shear: 33.549 kips Pagc 4 of 8 10/5/2016 U16RO597A Page17 of189 IBC 2012 Lateral Seismic Calculations: Lateral Cates.(3) Equivalent Lateral Force Procedure(per ASCE 7,Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Frame Description/Location: FRAMELINE 4,6,7&9 Project No.: U16R0597A Building Data Input Echo: Building A Description: Top Cub Aircraft Engineer: TWB Occupancy Category II Date: 10/10/2016 Seismic Force Resisting System Rigid Frame Gable/Single Slope Gable Width 130.00 feet Length 200.00 feet Distance to Ridge 65.00 feet Roof Slope,s:12 0.50 :12 Low Eave Height 22.00 feet High Eave Height 22.00 feet Mean Roof Height 23.35 feet Bay Width 24.79 feet Frame Located at Bay: p Le:ft Endwall ®Interior Frame p Right Endwall O Int.Frame w/Partition Hardwall(SW)Information: Roof Concentrated Load information: Wall Length Exterior Wall 92(Front SW): 24.79 feet Wall Length Exterior Wall 94(Back SW): 24.79 feet Roof concentrated loads: Mezzanine Information: Crane Information: Is Mez#1 or#2 Considered a Story? Loading Area-Mezzanine#1: Quantity of Cranes/Bay-Aisle#1: Concentrated Loads-Mezzanine#1: Length of Runway-Aisle#1: ** Loading Area-Mezzanine#2: Quantity of Cranes/Bay-Aisle#2: Concentrated Loads-Mezzanine#2: Length of Runway-Aisle#2: ** Seismic Data Input Echo: Quantity of Cranes/Bay-Aisle#3: Length of Runway-Aisle#3: ** Short period response acceleration,Ss Ss= 1.042 1-second period response acceleration,Sl Sl= 0.354 *Note: Enter quantity of cranes for one aisle only,DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length,DO NOT double runway length as other seismic Occupancy Importance Factor,Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv=1.69 ***Note: ASCE 7-Sections 12.2.3,12.2.3.1 through 12.2.3.3 states,"Where different seismic force-resisting Max spectral response for short periods(Eq 11.4-1): Sms=1.129 systems are used in combination to resist seismic forces in the same direction of structural response, Max spectral response for 1-second period(Eq 11.4-2): Sm1=0.599 other than those combinations considered as dual systems,the more stringent system limitation Design spectral response for short periods(Eq 11.4-3): Sds=0.752 contained in Table 12.2-1 shall apply." The value of the response modification coefficient,R,used Design spectral response for I-second periods(Eq 11.44): Shc=0.399 for design in the direction under consideration shall not be greater than the least value of R for any Seismic Design Category: D of the systems utilized in that direction. The deflection amplification factor,Cd,and the over- Response Modification Coefficient,R: 3.25 *** strength factor,Q.,shall be consistent with R required in that direction;excluding buildings with a System Overstrength Factor,no: 2.5 *** risk category of I or II,and flexible diaphragms. In which case,resisting elements are permitted to Deflection Modification Factor,Cd: 3.25 *** be designed for the least value of R for each independent line of reference. Building Period Coefficient,Ct: 0.028 Approximate Fundamental Period,Ta(Eq 12.8-7): 0.348 Seismic Load Output: Seismic Base Shear,V(Eq 12.8-1) 10.05 kips Seismic Response Coefficient,Cs(Eq 12.8-1 to 12.8-6) 0.232 Distribution Exponent,k 0.00 Alt.Roof Weight: Alt.Panel Load: Multistory Distribution 13.36 psf 0.077 kips/ft Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads W, hx Factor,C x F, M Roof Weight: Panel Load: Roof Loads 40321 lbs 23.35 feet 40321 9.34 kips 218.02 ft-kips 12.51 psf 0.072 kips/ft Interior Wall#5(Partition)Loads 0 lbs A Frame Concentrated Loads Load Elevation Exterior Wall#2(Front SW)Loads 1934 lbs 13.00 feet 1934 0.45 kips 5.82 ft-kips 0.282 kips 20.67 feet Exterior Wall#4(Back SW)Loads 3545 lbs 11.00 feet 3545 0.82 kips 9.03 ft-kips 0.437 kips 20.67 feet Crane Aisle#1 O lbs Crane Aisle#2 0 lbs - - Crane Aisle#3 O lbs Mezzanine#1 0lbs 11.00 feet 11.00 feet Mezzanine#2 0 lbs - - Totals 45800 lbs - 45800 10.60 kips 232.87 ft-kips Frame Base Shear: 10.054 kips Page 1 of 1 10/10/2016 U16RO597A Page18 of189 IBC 2012 Lateral Seismic Calculations: Lateral Cates.(4) Equivalent Lateral Force Procedure(per ASCE 7,Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Frame Description/Location: FRAMELINE 5&8 Project No.: U16R0597A Building Data Input Echo: Building A Description: Top Cub Aircraft Engineer: TWB Occupancy Category II Date: 10/5/2016 Seismic Force Resisting System Rigid Frame Gable/Single Slope Gable Width 130.00 feet Length 200.00 feet Distance to Ridge 65.00 feet Roof Slope,s:12 0.50 :12 Low Eave Height 22.00 feet High Eave Height 22.00 feet Mean Roof Height 23.35 feet Bay Width 25.50 feet Frame Located at Bay: p Le:ft Endwall ®Interior Frame p Right Endwall O Int.Frame w/Partition Hardwall(SW)Information: Roof Concentrated Load information: Wall Length Exterior Wall 92(Front SW): 25.50 feet Wall Length Exterior Wall 94(Back SW): 25.50 feet Roof concentrated loads: Mezzanine Information: Crane Information: Is Mez#1 or#2 Considered a Story? Loading Area-Mezzanine#1: Quantity of Cranes/Bay-Aisle#1: Concentrated Loads-Mezzanine#1: Length of Runway-Aisle#1: ** Loading Area-Mezzanine#2: Quantity of Cranes/Bay-Aisle#2: Concentrated Loads-Mezzanine#2: Length of Runway-Aisle#2: ** Seismic Data Input Echo: Quantity of Cranes/Bay-Aisle#3: Length of Runway-Aisle#3: ** Short period response acceleration,Ss Ss= 1.042 1-second period response acceleration,Sl Sl= 0.354 *Note: Enter quantity of cranes for one aisle only,DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length,DO NOT double runway length as other seismic Occupancy Importance Factor,Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv=1.69 ***Note: ASCE 7-Sections 12.2.3,12.2.3.1 through 12.2.3.3 states,"Where different seismic force-resisting Max spectral response for short periods(Eq 11.4-1): Sms=1.129 systems are used in combination to resist seismic forces in the same direction of structural response, Max spectral response for 1-second period(Eq 11.4-2): Sm1=0.599 other than those combinations considered as dual systems,the more stringent system limitation Design spectral response for short periods(Eq 11.4-3): Sds=0.752 contained in Table 12.2-1 shall apply." The value of the response modification coefficient,R,used Design spectral response for 1-second periods(Eq 11.44): Shc=0.399 for design in the direction under consideration shall not be greater than the least value of R for any Seismic Design Category: D of the systems utilized in that direction. The deflection amplification factor,Cd,and the over- Response Modification Coefficient,R: 3.25 *** strength factor,Q.,shall be consistent with R required in that direction;excluding buildings with a System Overstrength Factor,no: 2.5 *** risk category of I or II,and flexible diaphragms. In which case,resisting elements are permitted to Deflection Modification Factor,Cd: 3.25 *** be designed for the least value of R for each independent line of reference. Building Period Coefficient,Ct: 0.028 Approximate Fundamental Period,Ta(Eq 12.8-7): 0.348 Seismic Load Output: Seismic Base Shear,V(Eq 12.8-1) 10.34 kips Seismic Response Coefficient,Cs(Eq 12.8-1 to 12.8-6) 0.232 Distribution Exponent,k 0.00 Alt.Roof Weight: Alt.Panel Load: Multistory Distribution 13.36 psf 0.079 kips/ft Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads W, hx Factor,C x F, M Roof Weight: Panel Load: Roof Loads 41473 lbs 23.35 feet 41473 9.60 kips 224.25 ft-kips 12.51 psf 0.074 kips/ft Interior Wall#5(Partition)Loads 0 lbs A Frame Concentrated Loads Load Elevation Exterior Wall#2(Front SW)Loads 1989 lbs 13.00 feet 1989 0.46 kips 5.99 ft-kips 0.290 kips 20.67 feet Exterior Wall#4(Back SW)Loads 3647 lbs 11.00 feet 3647 0.84 kips 9.29 ft-kips 0.449 kips 20.67 feet Crane Aisle#1 O lbs Crane Aisle#2 0 lbs - - Crane Aisle#3 O lbs Mezzanine#1 0lbs 11.00 feet 11.00 feet Mezzanine#2 0 lbs - - Totals 47109lbs - 47109 10.91 kips 239.53 ft-kips Frame Base Shear: 10.341 kips Page 6 of 8 10/5/2016 U16RO597A Page19 of189 IBC 2012 Lateral Seismic Calculations: Lateral Cates.(5) Equivalent Lateral Force Procedure(per ASCE 7,Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Frame Description/Location: FRAMELINE 10 Project No.: U16R0597A Building Data Input Echo: Building A Description: Top Cub Aircraft Engineer: TWB Occupancy Category II Date: 10/5/2016 Seismic Force Resisting System Rigid Frame Gable/Single Slope Gable Width 130.00 feet Length 200.00 feet Distance to Ridge 65.00 feet Roof Slope,s:12 0.50 :12 Low Eave Height 22.00 feet High Eave Height 22.00 feet Mean Roof Height 23.35 feet Bay Width 17.00 feet Frame Located at Bay: p Le:ft Endwall ®Interior Frame p Right Endwall O Int.Frame w/Partition Hardwall(SW)Information: Roof Concentrated Load information: Wall Length Exterior Wall 92(Front SW): 17.00 feet Wall Length Exterior Wall 94(Back SW): 17.00 feet Roof concentrated loads: Mezzanine Information: Crane Information: Is Mez#1 or#2 Considered a Story? Loading Area-Mezzanine#1: Quantity of Cranes/Bay-Aisle#1: Concentrated Loads-Mezzanine#1: Length of Runway-Aisle#1: ** Loading Area-Mezzanine#2: Quantity of Cranes/Bay-Aisle#2: Concentrated Loads-Mezzanine#2: Length of Runway-Aisle#2: ** Seismic Data Input Echo: Quantity of Cranes/Bay-Aisle#3: Length of Runway-Aisle#3: ** Short period response acceleration,Ss Ss= 1.042 1-second period response acceleration,Sl Sl= 0.354 *Note: Enter quantity of cranes for one aisle only,DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length,DO NOT double runway length as other seismic Occupancy Importance Factor,Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv=1.69 ***Note: ASCE 7-Sections 12.2.3,12.2.3.1 through 12.2.3.3 states,"Where different seismic force-resisting Max spectral response for short periods(Eq 11.4-1): Sms=1.129 systems are used in combination to resist seismic forces in the same direction of structural response, Max spectral response for 1-second period(Eq 11.4-2): Sm1=0.599 other than those combinations considered as dual systems,the more stringent system limitation Design spectral response for short periods(Eq 11.4-3): Sds=0.752 contained in Table 12.2-1 shall apply." The value of the response modification coefficient,R,used Design spectral response for I-second periods(Eq 11.44): Shc=0.399 for design in the direction under consideration shall not be greater than the least value of R for any Seismic Design Category: D of the systems utilized in that direction. The deflection amplification factor,Cd,and the over- Response Modification Coefficient,R: 3.25 *** strength factor,Q.,shall be consistent with R required in that direction;excluding buildings with a System Overstrength Factor,no: 2.5 *** risk category of I or II,and flexible diaphragms. In which case,resisting elements are permitted to Deflection Modification Factor,Cd: 3.25 *** be designed for the least value of R for each independent line of reference. Building Period Coefficient,Ct: 0.028 Approximate Fundamental Period,Ta(Eq 12.8-7): 0.348 Seismic Load Output: Seismic Base Shear,V(Eq 12.8-1) 6.89 kips Seismic Response Coefficient,Cs(Eq 12.8-1 to 12.8-6) 0.232 Distribution Exponent,k 0.00 Alt.Roof Weight: Alt.Panel Load: Multistory Distribution 13.36 psf 0.053 kips/ft Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads W, hx Factor,C,.. F, M Roof Weight: Panel Load: Roof Loads 27649 lbs 23.35 feet 27649 6.40 kips 149.50 ft-kips 12.51 psf 0.049 kips/ft Interior Wall#5(Partition)Loads 0 lbs A Frame Concentrated Loads Load Elevation Exterior Wall#2(Front SW)Loads 1326 lbs 13.00 feet 1326 0.31 kips 3.99 ft-kips 0.193 kips 20.67 feet Exterior Wall#4(Back SW)Loads 2431 lbs 11.00 feet 2431 0.56 kips 6.19 ft-kips 0.300 kips 20.67 feet Crane Aisle#1 O lbs Crane Aisle#2 0 lbs - - Crane Aisle#3 O lbs Mezzanine#1 O lbs 11.00 feet 11.00 feet Mezzanine#2 O lbs - Totals 31406 lbs - 31406 7.27 kips 159.68 ft-kips Frame Base Shear: 6.894 kips Page 7 of 8 10/5/2016 U16RO597A Page 20 of 189 IBC 2012 Lateral Seismic Calculations: Lateral Cates.(1) Equivalent Lateral Force Procedure(per ASCE 7,Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Frame Description/Location: FRAMELINE 11 Project No.: U16R0597A Building Data Input Echo: Building A Description: Top Cub Aircraft Engineer: TWB Occupancy Category II Date: 10/5/2016 Seismic Force Resisting System Post&Beam Gable/Single Slope Gable Width 130.00 feet Length 200.00 feet Distance to Ridge 65.00 feet Roof Slope,s:12 0.50 :12 Low Eave Height 22.00 feet High Eave Height 22.00 feet Mean Roof Height 23.35 feet Bay Width 5.50 feet Frame Located at Bay: 0 Le:ft Endwall O Interior Frame ®Right Endwall O Int.Frame w/Partition Hardwall(SW)Information: Roof Concentrated Load information: Wall Length Exterior Wall 92(Front SW): 5.50 feet Wall Length Exterior Wall 94(Back SW): 5.50 feet Roof concentrated loads: Mezzanine Information: Crane Information: Is Mez#1 or#2 Considered a Story? Loading Area-Mezzanine#1: Quantity of Cranes/Bay-Aisle#1: Concentrated Loads-Mezzanine#1: Length of Runway-Aisle#1: ** Loading Area-Mezzanine#2: Quantity of Cranes/Bay-Aisle#2: Concentrated Loads-Mezzanine#2: Length of Runway-Aisle#2: ** Seismic Data Input Echo: Quantity of Cranes/Bay-Aisle#3: Length of Runway-Aisle#3: ** Short period response acceleration,Ss Ss= 1.042 1-second period response acceleration,Sl Sl= 0.354 *Note: Enter quantity of cranes for one aisle only,DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length,DO NOT double runway length as other seismic Occupancy Importance Factor,Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv=1.69 ***Note: ASCE 7-Sections 12.2.3,12.2.3.1 through 12.2.3.3 states,"Where different seismic force-resisting Max spectral response for short periods(Eq 11.4-1): Sms=1.129 systems are used in combination to resist seismic forces in the same direction of structural response, Max spectral response for 1-second period(Eq 11.4-2): Sm1=0.599 other than those combinations considered as dual systems,the more stringent system limitation Design spectral response for short periods(Eq 11.4-3): Sds=0.752 contained in Table 12.2-1 shall apply." The value of the response modification coefficient,R,used Design spectral response for I-second periods(Eq 11.44): Shc=0.399 for design in the direction under consideration shall not be greater than the least value of R for any Seismic Design Category: D of the systems utilized in that direction. The deflection amplification factor,Cd,and the over- Response Modification Coefficient,R: 3.25 *** strength factor,Q.,shall be consistent with R required in that direction;excluding buildings with a System Overstrength Factor,no: 2 *** risk category of I or II,and flexible diaphragms. In which case,resisting elements are permitted to Deflection Modification Factor,Cd: 3.25 *** be designed for the least value of R for each independent line of reference. Building Period Coefficient,Ct: 0.02 Approximate Fundamental Period,Ta(Eq 12.8-7): 0.212 Seismic Load Output: Seismic Base Shear,V(Eq 12.8-1) 3.29 kips Seismic Response Coefficient,Cs(Eq 12.8-1 to 12.8-6) 0.232 Distribution Exponent,k 0.00 LRoof oofWeight: Alt.Panel Load: Multistory Distribution 9.74psf 0.025 kips/ft Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base MomentFrame Uniform LoadsW, hx Factor,Cx F, M Weight: Panel Load:Roof Loads 8945lbs 23.35 feet 8945 2.07 kips 48.37 ft-kips8.89psf 0.024 kips/ftExterior Wall#3(Right EW)Loads 91081bs 11.69 feet 9108 2.11 kips 24.65 ft-kipsFrame Concentrated Loads Load Elevation Exterior Wall#2(Front SW)Loads 429 lbs 13.00 feet 429 0.10 kips 1.29 ft-kips 0.062 kips 20.67 feet Exterior Wall#4(Back SW)Loads 787 lbs 11.00 feet 787 0.18 kips 2.00 ft-kips 0.097 kips 20.67 feet Crane Aisle#1 O lbs Crane Aisle#2 O lbs - - Crane Aisle#3 O lbs Mezzanine#1 O lbs 11.00 feet - 11.00 feet Mezzanine#2 O lbs - - Totals 19269 lbs - 19269 4.46 kips 76.31 ft-kips Frame Base Shear: 3.286 kips Page 1 of 1 10/5/2016 U16RO597A Page 21 of 189 IBC 2012 Longitudinal Seismic Calculations: Longitudinal calm Equivalent Lateral Force Procedure(per ASCE 7,Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Building Data Input Echo: Building A Project No.: U16R0597A Description: Top Cub Aircraft Occupancy Category II Engineer: TWB Low SW Force Resisting System X-Bracing Date: 10/5/2016 High SW Force Resisting System X-Bracing Gable/Single Slope Gable Width 130.00 feet Length 200.00 feet Distance to Ridge 65.00 feet Roof Slope,s:12 0.50 :12 Low Eave Height 22.00 feet High Eave Height 22.00 feet Mean Roof Height 23.35 feet Hardwall Information: Roof Concentrated Load Information: Wall Length Exterior Wall#2(Front SW): 200.00 feet Wall Length Exterior Wall 94(Back SW): 200.00 feet Roof concentrated loads: Qry._ Wall Length Interior Wall#5(Partition): 130.00 feet Mezzanine Information: Crane Information: Is Mez#1 or#2 Considered a Story? YES Loading Area-Mezzanine#1: 3300.00 sq.ft. Quantity of Cranes-Aisle#1: Concentrated Loads-Mezzanine#1: 7.00 kips Length of Runway-Aisle#1: Quantity of Ind.Crane Columns-Aisle#1: Loading Area-Mezzanine#2: Concentrated Loads-Mezzanine#2: Quantity of Cranes-Aisle#2: Length of Runway-Aisle#2: Seismic Data Input Echo: Quantity of Ind.Crane Columns-Aisle#2: Short period response acceleration,Ss Ss= 1.042 Quantity of Cranes-Aisle#3: 1-second period response acceleration,Sl S1= 0.354 Length of Runway-Aisle#3: Quantity of Ind.Crane Columns-Aisle#3: Seismic Data Output: *Note: Enter quantity of cranes for one aisle only,DO NOT increase the Occupancy Importance Factor,Ie 1.00 crane quantities when crane information is used for more than one aisle. Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv=1.69 Max spectral response for short periods(Eq 11.4-1): Sms=1.129 **Note: ASCE 7-Sections 12.2.3,12.2.3.1 through 12.2.3.3 states,"Where different seismic force-resisting Max spectral response for 1-second period(Eq 11.4-2): Sml=0.599 systems are used in combination to resist seismic forces in the same direction of structural response, Design spectral response for short periods(Eq 11.4-3): Sds=0.752 other than those combinations considered as dual systems,the more stringent system limitation Design spectral response for 1-second periods(Eq 11.4-4): Shc=0.399 contained in Table 12.2-1 shall apply." The value of the response modification coefficient,R,used Seismic Design Category: D for design in the direction under consideration shall not be greater than the least value of R for any Response Modification Coefficient,R: 3.25 * of the systems utilized in that direction. The deflection amplification factor,Cd,and the over- System Overstrength Factor,no: 2 ** strength factor,4",shall be consistent with R required in that direction;excluding buildings with a Deflection Modification Factor,Cd: 3.25 ** risk category of I or II,and flexible diaphragms. In which case,resisting elements are permitted to Building Period Coefficient,Ct: 0.02 be designed for the least value of R for each independent line of reference. Approximate Fundamental Period,Ta(Eq 12.8-7): 0.212 Seismic Load Output: Seismic Base Shear,V(Eq 12.8-1) 138.27 kips Seismic Response Coefficient,Cs(Eq 12.8-1 to 12.8-6) 0.232 Distribution Exponent,k 0.00 Multistory Distribution Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. 4F Seismic Force Seismic Base Moment W, h, Factor,C,, & F, M Roof Loads 325282 lbs 23.35 feet 325282 75.31 kips 1758.84 ft-kips Bracing Uniform Loads Exterior Wall#1(Left EW)Loads 10140 lbs 13.00 feet 10140 2.35 kips 30.52 ft-kips Roof Snow: 25.00 psf Seismic Dead W: 12.90 psf Exterior Wall#3(Right EW)Loads 9108 lbs 11.69 feet 9108 2.11 kips 24.65 ft-kips Total Seismic W: 12.90 psf Seismic Factor: 0.232 Interior Wall#5(Partition)Loads 0lbs 11.69 feet Bracing Concentrated Loads Load Elevation Exterior Wall#2(Front SW)Loads 15600 lbs 13.00 feet 15600 3.61 kips 46.95 ft-kips 2.134 kips 22.00 feet Exterior Wall#4(Back SW)Loads 28600 lbs 11.00 feet 28600 6.62 kips 72.84 ft-kips 3.311 kips 22.00 feet Crane Aisle#1 0 lbs Crane Aisle#2 O lbs Crane Aisle#3 0 lbs Mezzanine#1 2165501bs 11.00 feet 216550 50.14 kips 551.51 ft-kips 55.15 kips 11.00 feet Mezzanine#2 0 lbs Totals 605280 lbs 605280 140.14 kips 2485.31 ft-kips Bracing Base Shear:1 138.270 kips Page 8 of 8 10/5/2016 U16RO597A Page 22 of 189 IBC 2012 Seismic Considerations: Input Data Equivalent Lateral Force Procedure(per ASCE 7,Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Building Data Input: Building B Project No.: U16RO597A Description: Top Cub Aircraft Nature of Occupancy Standard Buildings Engineer: TWB Gable/Single Slope Single Sloe Date: 10/10/2016 Building Width 6.67 feet Building Length 16.00 feet Distance to Ridge(from BSW) Roof Slope,s:12(slope to BSW) -0.58 :12 Low Eave Height(Front SW) 25.97 feet High Eave Height(Back SW) 26.29 feet Mean Roof Height 26.13 feet Roof Level Diaphragm Rigid * *Note:ASCE 7 states"Where diaphragms are not flexible,the design shall include the torsion moment Mezzanine Level Diaphragm Rigid * plus the accidental torsional moments caused by an assumed 5%displacement in either direction of the building masses. Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic calcs. Seismic Data Input: Short period response acceleration,Ss Ss— 1.042 **Note:ASCE 7 Section 11.4.2,states"Where the soil properties are not known in sufficient detail to 1-second period response acceleration,S, Sl= 0.354 determine the site class,Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site." As a result,Site Site Classification D ** Class D will be used on nearly all buildings. Roof Loading: ***Note:20%of flat roof snow load used in seismic dead load calculations per NBS standards when flat roof snow load is greater than 30 psf. DO NOT include snow drift loads in seismic dead load. Lateral Frame Self weight(SW) 28.00 psf Roof Dead Load(RDL) 6.40 psf Roof Collateral Load(CDL) 5.00 psf ****Note:Full Height Hardwall is applied at mean roof height(mrh)at Endwalls. Enter the height Roof Self Weight(Bracing,Beams etc.) 0.10 psf required to account for the full dead load of the wall. Roof Snow(Pf) 25.00 psf *** Exterior Wall#1(Left EW)Loads: Exterior Wall#3(Right EW)Loads: *Full Height Wall O Full Height Wall w/Parapet 0 Full Height Wall O Fell Height Wall w/Parapet O Partial Height Hardwall O Partial Height Hardwall w/Parapet O Partial Height Hardwall O Partial Height Hardwall w/Parapet ❑Exclude Wall in Lateral Seismic Calculations.(Shear Wall Supports Self Weight) ❑ Exclude Wall in Lateral Seismic Calculations.(Shear Wall Supports Self Weight) Wall Length 6.67 feet Wall Length 6.67 feet Top Elevation 26.13 feet **** Top Elevation 26.13 feet **** Wall Weight 40.00 psf Wall Weight 40.00 psf Exterior Wall#2(Front SW)Loads: Exterior Wall#4(Back SW)Loads: O Full Height Wall O Full Height Wall w/Parapet ®Full Height Wall O Full Height Wall w/Parapet O Partial Height Hardwall O Partial Height Hardwall w/Parapet O Partial Height Hardwall O Partial Height Hardwall w/Parapet ❑Exclude Wall in Longitudinal Seismic Calculations.(Shear Wall Supports Self Weight) ❑ Exclude Wall in Longitudinal Seismic Calculations.(Shear Wall Supports Self Weight) Top Elevation 25.97 feet Top Elevation 26.29 feet Wall Weight F 40.00 psf Wall Weight 40.00 psf Interior Wall#5(Partition)Loads: Note:The weight of a concrete or masonry wall may be excluded from the seimic load calculations for lateral/longitudinal seismic force resisting systems,provided that details permit p Full Height Wall O Full Height Wall w/Parapet unrestrained movement of the seismic force resisting system relative to the wall. (This O Partial Height Hardwall O Partial Height Hardwall w/Parapet exclusion does not apply to metal panel walls,wood,EIFS,or other flexible wall systems that are attached to the building framing at several points.) Per MBMA"Seismic Design Guide for ❑Exclude Wall in Lateral Seismic Calculations.(Shear Wall Supports Self Weight) Metal Building Systems. Top Elevation 26.13 feet **** Wall Weight 2.50 psf Page 1 of4 10/10/2016 U16RO597A Page 23 of 189 IBC 2012 Seismic Considerations:(Continued) Input Data Equivalent Lateral Force Procedure(per ASCE 7 Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Project No.: U16RO597A Description: Top Cub Aircraft Engineer: TWB Date: 10/10/2016 Mezzanine#1 Loads: Mezzanine#2 Loads: Floor Dead 10.00 psf Floor Dead Floor Collateral 5.00 psf Floor Collateral Estimated Joist weight Estimated Joist weight Floor Live **** Floor Live ❑Storage ❑Partition loading [0 storage ❑Partition loading Partition load Partition load Elevation 10.00 feet Elevation ****Note:1)25%percent of Floor Live Load used when mezzanine is designed for Storage.(Typical storage loads are 125 psf or greater.) Put in full live load! Crane Loads:Aisle#1 Crane Loads:Aisle#2 Number of Aisles with this crane info. Number of Aisles with this crane info. Crane Type:(TR/UH/Mono) TRDG Crane Type:(TR/UH/Mono) TRDG Crane Beam+Channel Crane Beam+Channel Independent Crane Column Independent Crane Column Rail Wt Rail Wt 0.00 plf 0.00 plf Bridge Wt. Bridge Wt. Hoist&Trolley Hoist&Trolley Elevation Elevation Crane Loads:Aisle#3 Number of Aisles with this crane info. Crane Type:(TR/UH/Mono) TRDG Crane Beam+Channel Independent Crane Column Rail Wt 0.00 plf Bridge Wt. Hoist&Trolley Elevation Page 2 of 4 10/10/2016 U16RO597A Page 24 of 189 IBC 2012 Lateral Seismic Calculations: Lateral Cates.(1) Equivalent Lateral Force Procedure(per ASCE 7,Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Frame Description/Location: Project No.: U16R0597A Building Data Input Echo: Building B Description: Top Cub Aircraft Engineer: TWB Occupancy Category I1 Date: 10/10/2016 Seismic Force Resisting System Post&Beam Gable/Single Slope Single Slope Width 06.67 feet Length 16.00 feet Distance to Ridge 00.00 feet Roof Slope,s:12 -0.58 :12 Low Eave Height 25.97 feet High Eave Height 26.29 feet Mean Roof Height 26.13 feet Bay Width 8.00 feet Frame Located at Bay: Left Endwall O Interior Frame p Right Endwall O Int.Frame w/Partition Hardwall(SW)Information: Roof Concentrated Load information: Wall Length Exterior Wall 92(Front SW): 8.00 feet Wall Length Exterior Wall 94(Back SW): 8.00 feet Roof concentrated loads: Mezzanine Information: Crane Information: Is Mez#1 or#2 Considered a Story? NO Loading Area-Mezzanine#1: 108.00 sq.ft. Quantity of Cranes/Bay-Aisle#1: Concentrated Loads-Mezzanine#1: Length of Runway-Aisle#1: ** Loading Area-Mezzanine#2: Quantity of Cranes/Bay-Aisle#2: Concentrated Loads-Mezzanine#2: Length of Runway-Aisle#2: ** Seismic Data Input Echo: Quantity of Cranes/Bay-Aisle#3: Length of Runway-Aisle#3: ** Short period response acceleration,Ss Ss= 1.042 1-second period response acceleration,Sl Sl= 0.354 *Note: Enter quantity of cranes for one aisle only,DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length,DO NOT double runway length as other seismic Occupancy Importance Factor,Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv=1.69 ***Note: ASCE 7-Sections 12.2.3,12.2.3.1 through 12.2.3.3 states,"Where different seismic force-resisting Max spectral response for short periods(Eq 11.4-1): Sms=1.129 systems are used in combination to resist seismic forces in the same direction of structural response, Max spectral response for 1-second period(Eq 11.4-2): Sm1=0.599 other than those combinations considered as dual systems,the more stringent system limitation Design spectral response for short periods(Eq 11.4-3): Sds=0.752 contained in Table 12.2-1 shall apply." The value of the response modification coefficient,R,used Design spectral response for 1-second periods(Eq 11.44): Shc=0.399 for design in the direction under consideration shall not be greater than the least value of R for any Seismic Design Category: D of the systems utilized in that direction. The deflection amplification factor,Cd,and the over- Response Modification Coefficient,R: 3.25 *** strength factor,Q.,shall be consistent with R required in that direction;excluding buildings with a System Overstrength Factor,no: 2 *** risk category of I or I1,and flexible diaphragms. In which case,resisting elements are permitted to Deflection Modification Factor,Cd: 3.25 *** be designed for the least value of R for each independent line of reference. Building Period Coefficient,Ct: 0.02 Approximate Fundamental Period,Ta(Eq 12.8-7): 0.231 Seismic Load Output: Seismic Base Shear,V(Eq 12.8-1) 3.71 kips Seismic Response Coefficient,Cs(Eq 12.8-1 to 12.8-6) 0.232 Distribution Exponent,k 0.00 Alt.Roof Weight: Alt.Panel Load: Multistory Distribution 261.66 psf 0.485 kips/ft Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads W, hx Factor,C x F, M Roof Weight: Panel Load: Roof Loads 2109 lbs 26.13 feet 2109 0.49 kips 12.76 ft-kips 104.87 psf 0.194 kips/ft Exterior Wall#1(Left EW)Loads 69681bs 13.06 feet 6968 1.61 kips 21.08 ft-kips Frame Concentrated Loads Load Elevation Exterior Wall#2(Front SW)Loads 8310 lbs 12.98 feet 8310 1.92 kips 24.98 ft-kips 1.014 kips 24.63 feet Exterior Wall#4(Back SW)Loads 8413 lbs 13.15 feet 8413 1.95 kips 25.61 ft-kips 1.026 kips 24.96 feet Crane Aisle#1 O lbs Crane Aisle#2 O lbs - Crane Aisle#3 O lbs -- -- Mezzanine#1 1620 lbs 10.00 feet 1620 0.38 kips 3.75 ft-kips 0.38 kips 10.00 feet Mezzanine 42 O lbs - - Totals 27420 lbs - 27420 6.35 kips 88.17 ft-kips Frame Base Shear: 3.710 kips Page 3 of 4 10/10/2016 U16RO597A Page 25 of 189 IBC 2012 Longitudinal Seismic Calculations: Longitudiml Ca1cs. Equivalent Lateral Force Procedure(per ASCE 7,Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Building Data Input Echo: Building B Project No.: U16R0597A Description: Top Cub Aircraft Occupancy Category II Engineer: TWB Low SW Force Resisting System X-Bracing Date: 10/10/2016 High SW Force Resisting System X-Bracing Gable/Single Slope Single Slope Width 06.67 feet Length 16.00 feet Distance to Ridge 00.00 feet Roof Slope,s:12 -0.58 :12 Low Eave Height 25.97 feet High Eave Height 26.29 feet Mean Roof Height 26.13 feet Hardwall Information: Roof Concentrated Load Information: Wall Length Exterior Wall#2(Front SW): 16.00 feet Wall Length Exterior Wall 94(Back SW): 16.00 feet Roof concentrated loads: Qty._ Wall Length Interior Wall#5(Partition): 6.67 feet Mezzanine Information: Crane Information: Is Mez#1 or#2 Considered a Story? NO Loading Area-Mezzanine#1: 108.00 sq.ft. Quantity of Cranes-Aisle#1: Concentrated Loads-Mezzanine#1: Length of Runway-Aisle#1: Quantity of Ind.Crane Columns-Aisle#1: Loading Area-Mezzanine#2: Concentrated Loads-Mezzanine#2: Quantity of Cranes-Aisle#2: Length of Runway-Aisle#2: Seismic Data Input Echo: Quantity of Ind.Crane Columns-Aisle#2: Short period response acceleration,Ss Ss= 1.042 Quantity of Cranes-Aisle#3: 1-second period response acceleration,Sl S1= 0.354 Length of Runway-Aisle#3: Quantity of Ind.Crane Columns-Aisle#3: Seismic Data Output: *Note: Enter quantity of cranes for one aisle only,DO NOT increase the Occupancy Importance Factor,Ie 1.00 crane quantities when crane information is used for more than one aisle. Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv=1.69 Max spectral response for short periods(Eq 11.4-1): Sms=1.129 **Note: ASCE 7-Sections 12.2.3,12.2.3.1 through 12.2.3.3 states,"Where different seismic force-resisting Max spectral response for 1-second period(Eq 11.4-2): Sml=0.599 systems are used in combination to resist seismic forces in the same direction of structural response, Design spectral response for short periods(Eq 11.4-3): Sds=0.752 other than those combinations considered as dual systems,the more stringent system limitation Design spectral response for 1-second periods(Eq 11.4-4): Shc=0.399 contained in Table 12.2-1 shall apply." The value of the response modification coefficient,R,used Seismic Design Category: D for design in the direction under consideration shall not be greater than the least value of R for any Response Modification Coefficient,R: 3.25 ** of the systems utilized in that direction. The deflection amplification factor,Cd,and the over- System Overstrength Factor,no: 2 ** strength factor,4",shall be consistent with R required in that direction;excluding buildings with a Deflection Modification Factor,Cd: 3.25 ** risk category of I or II,and flexible diaphragms. In which case,resisting elements are permitted to Building Period Coefficient,Ct: 0.02 be designed for the least value of R for each independent line of reference. Approximate Fundamental Period,Ta(Eq 12.8-7): 0.231 Seismic Load Output: Seismic Base Shear,V(Eq 12.8-1) 7.13 kips Seismic Response Coefficient,Cs(Eq 12.8-1 to 12.8-6) 0.232 Distribution Exponent,k 0.00 Multistory Distribution Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. 4F Seismic Force Seismic Base Moment W, h, Factor,C„ d& F, M Roof Loads 4218 lbs 26.13 feet 4218 0.98 kips 25.52 ft-kips Bracing Uniform Loads Exterior Wall#1(Left EW)Loads 6968 lbs 13.06 feet 6968 1.61 kips 21.08 ft-kips Roof Snow: 25.00 psf Seismic Dead W: 104.87psf Exterior Wall 93(Right EW)Loads 6968 lbs 13.06 feet 6968 1.61 kips 21.08 ft-kips Total Seismic W: 104.87psf Seismic Factor: 0.255 Interior Wall#5(Partition)Loads 0lbs 13.06 feet Bracing Concentrated Loads Load Elevation Exterior Wall#2(Front SW)Loads 16619 lbs 12.98 feet 16619 3.85 kips 49.96 ft-kips 1.924 kips 25.97 feet Exterior Wall#4(Back SW)Loads 16827 lbs 13.15 feet 16827 3.90 kips 51.21 ft-kips 1.948 kips 26.29 feet Crane Aisle#1 0 lbs Crane Aisle#2 O lbs Crane Aisle#3 0 lbs Mezzanine#1 1620 lbs 10.00 feet 1620 0.38 kips 3.75 ft-kips 0.41 kips 10.00 feet Mezzanine#2 0 lbs Totals 53220 Ibs - 53220 12.32 kips 172.60 ft-kips Bracing Base Shear: 7.133 kips Page 4 of 4 10/10/2016 U16RO597A Page 26 of 189 ry LJ C IO FR PROJECT: MEZZANINE PAGE : BUILDINGS GROUP CLIENT: DESIGN BY: JOB NO. : DATE: REVIEW BY: Rotation Analysis of Rigid Diaphragm now- INPUT DATA&DESIGN SUMMARY Ax: 3 ASCE typically 3,NBCC use 2,wind use 1 DIAPHRAGM FORCES Fpx= 55.15 kips Fpy= 55.15 kips DIAPHRAGM EDGE COORDINATES LATERAL FRAME LOCATION,RELATIVE RIGIDITY,&FRAME LINE FORCES Start Point End Point Frame Start Point End Point Relative Frame F(kips) Relative 100%+ X(ft) Y(ft) X(ft) Y(ft) line X(ft) Y(ft) X(ft) Y(ft) R @ Fpx @ FPy Sxe(in) 30% 0 0 0 135 Line 1 0.1 20.6667 0.1 45.6667 523 38.6 30.0 0.07 47.58 0 135 25 135 Line A 25 114 40 114 660 45.3 1.3 0.07 45.71 25 135 25 0 25 0 0 0 Line L 25 0 0 0 33 23.9 1.3 0.72 24.26 Line 3 X 25 96.83333 25 70.3333 523 38.6 29.9 0.07 47.56 Unhide rows for more inputs U16RO597A Page 27 of189 DIAPHRAGM MASS MOMENT OF INERTIA CENTER OF MASS CENTER OF RIGIDITY A= 3375.0 ftZ M= Wt/32.174,kips-sect/ft(Wt/384,kips-sec 2/in) Xcm= 12.5 It Xry= 12.6 ft I,= 19975781 ft' IzC= 1571 M, kips-ft-sec2 Ycm= 67.5 ft Ycg= 108.6 ft ICY= 14674219 ft' ( 226200 M, kips-in-sec Z) 25,135 CG CM 25,0 ANALYSIS DETERMINE CENTER OF RIGIDITY Frame Relative Direction Rx Ry Xg Y9 RxYg RyXg Number R 0 R Cos2O R Sin20 (ft) (ft) Line 1 523 90.0 0.0 523.0 0.1 33.2 0.0 52.3 Line A 660 0.0 660.0 0.0 32.5 114.0 75240.0 0.0 Xcg=E RyXg/E Ry= 12.6 It 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 Ycg=E RxYg/E Rx= 108.6 It Line L 33 0.0 33.0 0.0 12.5 0.0 0.0 0.0 Line 3 X 523 90.0 0.0 523.0 25.0 83.6 0.0 13075.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 U16RO597A Page 28 of189 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 (cont'd) 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 E 693.0 1046.0 75240.0 13127.3 DETERMINE ECCENTRICITY(ASCE 7-05 12.8.4.2/CBC 1630.6) Actual Additional Total @ Fpx Total @ Fpy CG-CM 5%&AX Case 1 Case 2 Case 3 Case 4 AX= 3 (ASCE 7-05 12.8.4.3) ex(ft) 0.1 3.8 3.8 -3.7 ey(ft) 41.1 20.3 61.3 20.8 U16RO597A Page 29 of 189 (cont'd) DETERMINE FRAME FORCES Frame rX ry Ty TX r.2 Ry r,2 RX FX(kips) Fy(kips) Number (ft) (ft) Case 1 Case 2 Case 3 Case 4 Case 1 Case 2 Case 3 Case 4 Line 1 -12.5 -75.4 209.6 -204.1 3381.9 1148.3 81066 0 38.6 13.1 30.0 25.2 Line A 20.0 5.4 209.6 -204.1 3381.9 1148.3 0 19450 31.3 45.3 -1.3 1.3 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 Line L 0.0 -108.6 209.6 -204.1 3381.9 1148.3 0 388996 23.9 9.8 1.3 -1.3 Line 3 X 12.5 -25.0 209.6 -204.1 3381.9 1148.3 81066 0 -38.6 -13.1 25.2 29.9 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 U16RO597A Page 30 of189 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 (cont'd) 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 E 162133 408446 Fx=(Fpx Rx)/(E Rx)-[Tx(Rx ry+Ry rx)/(E rye Rx+E rx'Ry)1 Fy=(FPy Ry)/(E Ry)-[Ty(Ry rx+Rx ry)/(E rxZ Ry+E ryZ Rx)] U16RO597A Page 31 of 189 NUCOR BUILDING SYSTEMS-Mezzanine Beam Design(13th) PROJECT INFORMATION: Version: 1.20 Project Number: U16RO597A Description: Top Cub Aircraft Engineer: TWB Date: 10/4/2016 MEZZANINE LOADING: Dead,(psf): 38.5 Collateral,(psf): 5 Live,(psf): 65 Est.Joist Wt. (psf): ' 5 w I (Refer to Econ.Joist Gude,Vulcraft Steel Joist and Girders Catalog) Z Y � � I w 0 Z E MEZZANINE DIMENSIONS: w w i U Z Top of Mezzanine,(ft.): 11 Slab&Deck Thickness,(in.): 4 w Joist Seat Depth,(in.): 2.5 v a Total Joist Depth,(in.): 20 w Beam Depth,(in.): 23.5 m FINISH FLOOR U Requested Provided A-Finish Floor to top of Mezzanine: 11.00 11.00 OK B-Minimum required clearance under joist: 9.00 9.00 OK C-Minimum required clearance under support beams: 8.50 8.50 OK D-Minimum required clearance under frame: 7.50 7.50 OK E-Ed e of slab/Deck setback from steel line: 0.17 0.17 OK F-Clearance under knee: 18.50 18.50 OK 10/4/2016 INPUT U16RO597A Page 32 of 189 Version: 1.2 Description: Top Cub Aircraft Project Number: U16RO597A Engineer: TWB Beam Mark= MB1 FLOOR DEAD LOAD(unfactored): SHEAR AT LEFT,KIPS= 8.385 MAX. DEFLECTION(IN)= 0.219 Member Length,ft.= 25.000 SHEAR AT RIGHT,KIPS= 8.385 DEFLECTION= L/1372 Unbraced Length,ft.= 8.333 MOMENT,FT.-KIPS= 52.407 Tributary Width,ft.= 13.000 FLOOR LIVE LOAD(unfactored): SHEAR AT LEFT,KIPS= 10.563 1 MAX.DEFLECTION(IN)= 0.275 Floor Dead+Col.Load,psf= 43.500 SHEAR AT RIGHT,KIPS= 10.563 DEFLECTION= L/1089 Floor Live Load,psf= 65.000 MOMENT,FT.-KIPS= 66.016 Dead+Col.+Live Load,psf= 108.50 TOTAL LOAD(unfactore ft Estimated Joist Weight,psf= 5.000 SHEAR AT LEFT,KIPS= 18.948 MAX.DEFLECTION(IN)= 0.494 SHEAR AT RIGHT,KIPS= 18.948 DEFLECTION= L 16071 MOMENT,FT.-KIPS= 118.422 Moment of Inertia(1),in.^4= 929.620 STRENGTH RESULTS SECTION GEOMETRY eu JOIST WEIGHT w=0.065KLF COMBINED OK(SR=0.86) Wide-flange/Built-up Sect.: BU BEAM WEIGHT w=0.040KLF SHEAR OK(SR=0.25) Section Description: BU22x40 FDL w=0.566KLF Enter WF-Section: FLL w=0.845KLF Total Depth,in.= 22.250 TOTAL w=1.516KLF Web Thickness,in.= 0.275 O.Flange Width,in.= 6.000 O.Flange Thickness,in.= 0.500 I.Flange Width,in.= 6.000 I.Flange Thickness,in.= 0.500 25.000 FT. MATERIAL INFORMATION 55 • P=18.948K P=18.948K Material Strength F ,ksi= 55 Flange Yield Strength F f,ksi= 55 Web Yield Strength Fyw,ksi= 55 Ultimate Strength Fu,ksi= 70 10/4/2016 MB 1 U16RO597A Page 33 of 189 Version: 12 Description: Top Cub Aircraft Project Number: U16RO597A Engineer: TWB Beam Mark= MB2 FLOOR DEAD LOAD(unfactored): SHEAR AT LEFT,KIPS= 0.741 MAX.DEFLECTION(IN)= 0.012 Member Length,ft.= 19.000 SHEAR AT RIGHT,KIPS= 0.741 DEFLECTION= L/18445 Unbraced Length,ft.= 19.000 MOMENT,FT.-KIPS= 3.521 Tributary Width,ft.= 1.000 FLOOR LIVE LOAD(unfactored): SHEAR AT LEFT,KIPS= 0.618 MAX.DEFLECTION(IN)= 0.010 Floor Dead+Col.Load,psf= 43.500 SHEAR AT RIGHT,KIPS= 0.618 DEFLECTION= L/22140 Floor Live Load,psf= 65.000 MOMENT,FT.-KIPS= 2.933 Dead+Col.+Live Load,psf= 108.50 TOTAL LOAD(unfactored): Estimated Joist Weight,psf= 5.000 SHEAR AT LEFT,KIPS 1.359= MAX.DEFLECTION(IN)= 0.023 SHEAR AT RIGHT,KIPS= 1.359 DEFLECTION= L/10062 MOMENT,FT.-KIPS= 6.454 Moment of Inertia(I),in.^4= 638.192 STRENGTH RESULTS SECTION GEOMETRY eu JOIST WEIGHT w=0.005KLF COMBINED OK(SR=0.48) Wide-flange/Built-up Sect.: BU BEAM WEIGHT w=0.030KLF SHEAR OK(SR=0.03) Section Description: BU22x30 FDL w=0.044KLF Enter WF-Section: FLL w=0.065KLF Total Depth,in.= 21.750 TOTAL w=0.143KLF Web Thickness,in.= 0.220 O.Flange Width,in.= 8.000 O.Flan Re Thickness,in.= 0.250 1 j I.Flange Width,in.= 8.000 I.Flange Thickness,in.= 0.250 19.000 FT. MATERIAL INFORMATION ss IV P=1.359K P=1.359K Material Strength F ,ksi= 55 Flange Yield Strength F f,ksi= 55 Web Yield Strength Fyw,ksi= 55 Ultimate Strength Fu,ksi= 70 10/4/2016 M132 U16RO597A Page 34 of 189 PIRG CROUP Version: 1.2 Description: Top Cub Aircraft Project Number: U16RO597A Engineer: TWB Beam Mark= MB3 FLOOR DEAD LOAD(unfactored): SHEAR AT LEFT,KIPS= 0.714 MAX.DEFLECTION(IN)= 0.001 Member Length,ft.= 7.000 SHEAR AT RIGHT,KIPS= 0.714 DEFLECTION= L/105652 Unbraced Length,ft.= 7.000 MOMENT,FT.-KIPS= 1.249 Tributary Width,ft.= 3.750 FLOOR LIVE LOAD(unfactored): SHEAR AT LEFT,KIPS= 0.853 MAX.DEFLECTION(IN)= 0.001 Floor Dead+Col.Load,psf= 43.500 SHEAR AT RIGHT,KIPS= 0.853 DEFLECTION= L/88398 Floor Live Load,psf= 65.000 MOMENT,FT.-KIPS= 1.493 Dead+Col.+Live Load,psf= 108.50 TOTAL LOAD(unfactored): Estimated Joist Weight,psf= 5.000 SHEAR AT LEFT,KIPS= 1.567 MAX.DEFLECTION(IN)= 0.002 SHEAR AT RIGHT,KIPS= 1.567 DEFLECTION= L/48129 MOMENT,FT.-KIPS= 2.742 Moment of Inertia(I),in.^4= 477.844 STRENGTH RESULTS SECTION GEOMETRY eu JOIST WEIGHT w=0.019KLF COMBINED OK(SR=0.08) Wide-flange/Built-up Sect.: BU BEAM WEIGHT w=0.022KLF SHEAR OK(SR=0.19) Section Description: BU22x22 FDL w=0.163KLF Enter WF-Section: FLL w=0.244KLF Total Depth,in.= 21.750 TOTAL w=0.448KLF Web Thickness,in.= 0.164 O.Flange Width,in.= 6.000 O.Flange Thickness,in.= 0.250 1.Flange Width,in.= 6.000 1.Flange Thickness,in.= 0.250 7.000 FT. MATERIAL INFORMATION 55 P=1.567K P=1.567K Material Strength F ,ksi= 55 Flange Yield Strength F f,ksi= 55 Web Yield Strength Fyw,ksi= 55 Ultimate Strength Fu,ksi= 70 10/4/2016 M133 U16RO597A Page 35 of 189 ME&WILDInes CROUP Version: 1.2 Description: Top Cub Aircraft Project Number: U16RO597A Engineer: TWB Beam Mark= MB4 FLOOR DEAD LOAD(unfactored): SHEAR AT LEFT,KIPS= 2.303 MAX.DEFLECTION(IN)= 0.026 Member Length,ft.= 19.000 SHEAR AT RIGHT,KIPS= 2.303 DEFLECTION= L/8648 Unbraced Length,ft.= 9.500 MOMENT, FT.-KIPS= 10.938 Tributary Width,ft.= 4.167 FLOOR LIVE LOAD(unfactored): SHEAR AT LEFT,KIPS= 2.573 MAX.DEFLECTION(IN)= 0.029 Floor Dead+Col.Load,psf= 43.500 SHEAR AT RIGHT,KIPS= 2.573 DEFLECTION= L/7740 Floor Live Load,psf= 65.000 MOMENT, FT.-KIPS= 12.221 Dead+Col.+Live Load,psf= 108.50 TOTAL LOAD(unfactored): Estimated Joist Weight,psf= 5.000 SHEAR AT LEFT,KIPS= 4.876 =EFLECTION(IN)= 0.056 SHEAR AT RIGHT,KIPS= 4.876DEFLECTION= L/4084 MOMENT,FT.-KIPS= 23.159 Moment of Inertia(1),in.^4= 929.620 STRENGTH RESULTS SECTION GEOMETRY eu JOIST WEIGHT w=0.021 KLF COMBINED OK(SR=0.47) Wide-flange/Built-up Sect.: BU BEAM WEIGHT w=0.040KLF SHEAR OK(SR=0.06) Section Description: BU22x40 FDL w=0.181 KLF Enter WF-Section: FLL w=0.271 KLF Total Depth,in.= 22.250 TOTAL w=0.513KLF Web Thickness,in.= 0.275 O.Flange Width,in.= 6.000 O.Flange Thickness,in.= 0.500 1 1 I.Flange Width,in.= 6.000 1.Flange Thickness,in.= 0.500 19.000 FT. MATERIAL INFORMATION 55 • P=4.876K P=4.876K Material Strength F ,ksi= 55 Flange Yield Strength F f,ksi= 55 Web Yield Strength Fyw,ksi= 55 Ultimate Strength Fu,ksi= 70 10/4/2016 M134 U16RO597A Page 36 of 189 N L..J C 0 Q Spreadsheet Revision Number: 1.2 B U E L.D 1 IV G S GROUP Latest Revision Date: 1/26/2015 A DIVISION OF NUCOR CORPORATION BEAM-COLUMN S.S. (AISC 13th Edition) Project No. : U16RO597A Description: Top Cub Aircraft MAIN REPORT:DESIGN SUMMARY Engineer: TWB Date: 10/4/2016 GENERAL INFORMATION San and Lo ing Conditions (ENTER DATA/N GRAY SHADED CELLS!) MBl MB2 MB3 MB4 Remarks Member Length Lbx ft. 25.00 19.00 7.00 19.00 Assumes Lbx=L Unbraced Length-Minor Li,y ft. 8.33 19.00 7.00 9.50 Consideration of Tension Field Action for Shear FALSE FALSE FALSE FALSE <=See cell comment&Chapter G. Clear Distance between Transverse Stiffeners a in. <=See cell comment&Section G2. Lateral-torsional buckling factor Cb 1.000 1.000 1.000 1.000 <= See cell comment Kx Factor K. 1.000 1.000 1.000 1.000 Ky Factor Ky 1.000 1.000 1.000 1.000 Kz Factor K. 1.000 1.000 1 1.000 1.000 <= See cell comment SzcmN GEOMETRY outside flange(OF) Select Wide-flange or Built-up Section: BU BU BU BU -- y-axis bof -� Section Description: BU22x40 BU22x30 BU22x22 BU22x40 Enter AT-Section: t Total Depth d in. 22.250 21.750 21.750 22.250 of Web Thickness tW in. 0.275 0.220 0.164 0.275 x-axis d Outside Flange Width bof in. 6.000 8.000 6.000 6.000 t w Outside Flange Thickness tof in. 0.500 0.250 0.250 0.500 Inside Flange Width bif in. 6.000 8.000 6.000 6.000 Inside Flange Thickness of in. 0.500 0.250 0.250 0.500 t t if MATER/AL/NFORMAT/ON uisidc flange(IF) b if Material Strength Fy ksi 55 55 55 55 Elastic Modulus E ksi 29,000 29,000 29,000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 11,200 11,200 Standard for steel shown Flange Yield Strength Fyf ksi 55 55 55 55 Web Yield Strength FyW ksi 55 55 55 55 Ultimate Strength F I ksi 70 70 70 70 APPL/ED LOADS Factor of Safety(Allowable Stress Factor) Sf 1.000 1.000 1.000 1.000 Axial(compression=>+pos., tension=>-neg.) Pa kips 64.582 24.000 63.924 Factored Shear(absolute value) Vx kips 18.948 1.359 3.067 4.876 Major Axis(x-axis) Factored Moment(outside flange in compression=>+pos.' Mx ft-kip 118.422 6.454 7.992 23.159 Shear(absolute value) Vy kips Moment(absolute value M ft-kipMinor Axis(y-axis) Design Results: ASD OK OK OK OK Remarks ASD Combined Strength Ratio CSR 0.858 0.475 0.078 0.467 Eq.HI-la or Hl-lb ASD Shear Strength Ratio(x-axis) V�Nrx 0.246 0.034 0.188 0.063 Major Axis(x-axis) ASD Shear Strength Ratio(y-axis) VryNcy 0.000 0.000 0.000 0.000 Minor Axis(y-axis) Total Deflection Results (Major-axis) OK OK OK OK Remarks Total Deflection Limits(about x-axis) L/240 L/240 L/240 L/240 Limits as numerals(i.e.360=L/360) Unfactored Maximum Deflection(about x-axis) Amax in. 1.250 in. 0.950 in. 0.350 in. 0.950 in. Unfactored Member Deflection(about x-axis) Ax-axis in. 0.494 in. 0.023 in. 0.002 in. 0.056 in. Ax_axis<_Amax Deflection Results Minor-axis OK OK OK OK Remarks Deflection Limits(about y-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e.360=L/360) Maximum Deflection(about y-axis) Amax in. 0.556 in. 1.267 in. 0.467 in. 0.633 in. Member Deflection(about y-axis) Ay-axis in. 0.000 in. 0.000 in. 0.000 in. 0.000 in. Ay-axis<_Amax Main Report U16RO597A Page 37 of 189 Nucor Building Systems MEZZ BEAM Page: Of: Design Calculations MB3 STAIR LOADS By: Date: 10/4/2016 Check: Date: X Rev.: 2013.12.31 Date: 12/31/2013 a b c model w e -r-r-r- r r r Partially Distributed Uniform ws�—►11, &Linear Loads(+),w(klf) (modelled as equivalent uniform load) a b Point Loads P(kips) x(feet) P P 3.0000 3.5000 Point Load(+),p(kips) 1= P2= l i i i l i i i i i Uniform Load(+) w(klf) p3= P4= P5= Span=L / p6= P7= A B p8= Span: 7.0000 Feet P9= P10= P11= P12= Full Span Uniform Loads Linear and Partially Distributed Uniform Loads P13= w(klf) ws(klf) we(klf) a(ft) b(ft) P14= w1= 11 = P15= w2= 12= P16= w3= 13= P17= w4= 14= P18= w5= 15= p19= 16= P20= End Reactions(Kips) R^ 1.50 RB 1.50 Shear Envelope(Kips) Umax= 1.50 Umin= -1.50 Moment Envelope(Ft-Kips) MA= 0.0000 MB= 0.0000 Minterior + 5.2500 Minterior 0.0000 Pin-Pin Simple Span Beam: Input U16RO597A Page 38 of 189 Version: 1.2 Description: Top Cub Aircraft Project Number: U16RO597A Engineer: TWB Beam Mark= MBS FLOOR DEAD LOAD(unfactored): SHEAR AT LEFT,KIPS= 5.479 MAX. DEFLECTION(IN)= 0.088 Member Length,ft.= 22.000 SHEAR AT RIGHT,KIPS= 5.479 DEFLECTION= L/2999 Unbraced Length,ft.= 22.000 MOMENT,FT.-KIPS= 30.137 Tributary Width,ft.= 9.500 FLOOR LIVE LOAD(unfactored): SHEAR AT LEFT,KIPS= 6.793 MAX.DEFLECTION(IN)= 0.109 Floor Dead+Col.Load,psf= 43.500 SHEAR AT RIGHT,KIPS= 6.793 DEFLECTION= L/2420 Floor Live Load,psf= 65.000 MOMENT,FT.-KIPS= 37.359 Dead+Col.+Live Load,psf= 108.50 TOTAL LOAD(unfactore ft Estimated Joist Weight,psf= 5.000 SHEAR AT LEFT,KIPS= 12.272 =EFLECTION(IN)= 0.197 SHEAR AT RIGHT,KIPS= 12.272DEFLECTION= L/1339 MOMENT,FT.-KIPS= 67.496 Moment of Inertia(1),in.^4= 1028.602 STRENGTH RESULTS SECTION GEOMETRY eu JOIST WEIGHT w=0.048KLF COMBINED OK(SR=0.96) Wide-flange/Built-up Sect.: BU BEAM WEIGHT w=0.037KLF SHEAR OK(SR=0.75) Section Description: BU23x37 FDL w=0.413KLF Enter WF-Section: FLL w=0.618KLF Total Depth,in.= 22.500 TOTAL w=1.116KLF Web Thickness,in.= 0.164 O.Flange Width,in.= 6.000 O.Flange Thickness,in.= 0.625 I.Flange Width,in.= 6.000 I.Flange Thickness,in.= 0.625 22.000 FT. MATERIAL INFORMATION 55 P=12.272K P=12.272K Material Strength F ,ksi= 55 Flange Yield Strength F f,ksi= 55 Web Yield Strength Fyw,ksi= 55 Ultimate Strength Fu,ksi= 70 10/4/2016 MB 1 U16RO597A Page 39 of 189 N L.J C 0 FR Spreadsheet Revision Number: 1.2 B U I L. JD I N G S GROUP Latest Revision Date: 1/26/2015 A DIVISION OF NUCOR CORPORATION BEAM-COLUMN S.S. (AISC 13th Edition) Project No. : U16RO597A Description: Top Cub Aircraft MAIN REPORT: DESIGN SUMMARY Engineer: TWB Date: 10/4/2016 GENERAL INFORMATION San and Lo ing Conditions (ENTER DATA/N GRAY SHADED CELLS!) MB5 MB2 MB3 MB4 Remarks Member Length Lb. ft. 22.00 19.00 7.00 19.00 Assumes Lbx=L Unbraced Length-Minor Lby ft. 22.00 19.00 7.00 9.50 Consideration of Tension Field Action for Shear FALSE FALSE FALSE FALSE <=See cell comment&Chapter G. Clear Distance between Transverse Stiffeners a in. <=See cell comment&Section G2. Lateral-torsional buckling factor Cb 1.000 1.000 1.000 1.000 <= See cell comment Kx Factor K. 1.000 1.000 1.000 1.000 Ky Factor Ky 1.000 1.000 1.000 1.000 Kz Factor K. 1.000 1 1.000 1 1.000 1.000 <= See cell comment SECTION GEOMETRY outside flaurgc(OF) Select Wide-flange or Built-up Section: BU BU BU BU -- y-axis bof -� Section Description: BU23x37 BU22x30 BU22x22 BU22x40 Enter AT-Section: t Total Depth d in. 22.500 21.750 21.750 22.250 °f Web Thickness tw in. 0.164 0.220 0.164 0.275 Outside Flange Width bof in. 6.000 8.000 6.000 6.000 a-axis t d w Outside Flange Thickness tof in. 0.625 0.250 0.250 0.500 Inside Flange Width bif in. 6.000 8.000 6.000 6.000 Inside Flange Thickness of in. 0.625 0.250 0.250 0.500 t t if MAT1°R/AL INFORMAT/ON msidc flangc(IF) b if Material Strength Fy ksi 55 55 55 55 Elastic Modulus E ksi 29,000 29,000 29,000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 11,200 11,200 Standard for steel shown Flange Yield Strength Fyf ksi 55 55 55 55 Web Yield Strength FyW ksi 55 55 55 55 Ultimate Strength F I ksi 70 70 70 70 APPL w LOADS Factor of Safety(Allowable Stress Factor) Sf 1.000 1.000 1.000 1.000 Axial(compression=>+pos., tension=>-neg.) Pa kips Factored Shear(absolute value) Vx kips 12.272 1.359 1.567 4.876 Major Axis(x-axis) Factored Moment(outside flange in compression=>+pos. Mx ft-kip 67.496 6.454 2.742 23.159 Shear(absolute value) Vy kips Minor Axis(y-axis) Moment absolute value M ft-kip Design Results: ASD OK OK OK OK Remarks ASD Combined Strength Ratio CSR 0.958 0.096 0.027 0.125 Eq.Hl-la or Hl-lb ASD Shear Strength Ratio(x-axis) Vr Nax 0.752 0.034 0.096 0.063 Major Axis(x-axis) ASD Shear Strength Ratio(y-axis) V,yN�y 0.000 0.000 0.000 0.000 Minor Axis(y-axis) Total Deflection Results (Major-axis) OK OK OK OK Remarks Total Deflection Limits(about x-axis) L/240 L/240 L/240 L/240 Limits as numerals(i.e.360=L/360) Unfactored Maximum Deflection(about x-axis) Amax in. 1.100 in. 0.950 in. 0.350 in. 0.950 in. Unfactored Member Deflection(about x-axis) Ax-axis in. 0.197 in. 0.023 in. 0.002 in. 0.056 in. Ax_axis<_Amax Deflection Results Minor-axis OK OK OK OK Remarks Deflection Limits(about y-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e.360=L/360) Maximum Deflection(about y-axis) Amax in. 1.467 in. 1.267 in. 0.467 in. 0.633 in. Member Deflection(about y-axis) Ay-axis in. 0.000 in. 0.000 in. 0.000 in. 0.000 in. Ay-axis<_A,,,ax Main Report U 16R0597A � �� O r� �� Page 40 of 189 r4 U C O FR Project: J Sheet of BUILDING SYSTEMS - UTAH, LLC Date P.O. Box 907 �r / J By 1050 No. Watery Lane bpr,� rA5 IA �(��h��rR Brigham City, UT 84302 Job Number: Per T4 It 16A Ad- FUf,lvr -�., sDr SGr,4✓s s co'l 0. � L-// 'Al flAotll' DS7 Wj 2C OA D!rJ y " �, a39 rl� 39 d, ( � = 13y3 r/� -4110WA140 140 7 to / r A4/1�'"I as , -- - = 1310 �1� VERCO'S IAPMO REPORT WAS USED FOR THESE CALCULATIONS U16RO597A Page 41 of189 5 Oct 2016 13:43:56-DIAPHRAGM CHECK-TOP CUB AIRCRAFT.sm DIAPHRAGM CHECK : JOB: Pappas Farms JOB#: U16GO597A Bldg: TOP CUB AIRCRAFT ENGR: TWB �y DATE: 10/05/16 Collector c� V Collector MEZZANINE LONGITUDINAL MEZZANINE SEISMIC MASS, M:= 73. 6 kip MAXIMUM DIAPHRAGM SHEAR, Vm= 2•Q Q:= 2 MINIMUM TRANSFER LENGTH, L:= 20 ft DIAPHRAGM SHEAR, V d'= Lm V d= 3. 68 kip ft ROLL FORCE: N/A COLLECTOR CONNX: FASTENER CAPACITY, C•= 5611bf SPACING, S:= V d S= 1 . 8293 in U16RO597A Page 42 of189 5 Oct 2016 13:43:56-DIAPHRAGM CHECK-TOP CUB AIRCRAFT.sm Chord O O YY' p`C ' ' L 4 Chwd O Oiophrom W; M (►) MEZZANINE LATERAL MAXIMUM SHEAR, Vm= 2•Q Q:= 2 MINIMUM TRANSFER LENGTH, L:= 118 ft DIAPHRAGM SHEAR, Vd:= Lm Vd= 0. 6237 kip ROLL FORCE: NUMBER OF JOISTS, n:= 31 V F m R n FR= 2 .3742kip PER JOIST END COLLECTOR CONNX: FASTENER CAPACITY, C:= 561lbf C SPACING, S:= V d S= 0 . 8994 ft U16RO597A Page 43 of 189 " W C O M Project No. : U16RO597A B U I L v I N G S G R O U P Description: LEW BRACING A DIVISION OF NUCOR CORPORATION Engineer: TWB Bracing Components (AISC 14th Edition) Date : 10/4/2016 per MBMA Research Project 506(©1992)&AISC Steel Construction Manual(14th Edition) Version:2015.04.09(Date:04/09/15)ByNBG-GS GENERAL INFORMATION: Select Brace Type: Design Method, (ASD/LRFD/LSD): - APPLIED LOADS: Height Load Magnitude(kip)by Load Case Load Location: (ft.) WL EQ CR CS Tier Height(a+b),h Q+b : 32.0875 5.500 6.580 Tier Height(b),h b: 9.0000 0.000 47.600 LOAD COMBINATIONS: Load Case Combination Name: Comb.# Active ASR WL EQ CR CS 0.6 WL 1 Y 1.00 0.600 0.7 p EQ(ABC,p=1.0) 2 Y 1.00 0.700 0.7 p EQ(DEF,p=1.3) 3 Y 1.00 0.910 0.7 S2 EQ(CDEF Special) 4 Y 1.20 1.400 0.5(0.6 WL)+CR 5 N 1.00 0.300 1.000 CS 6 N 1.50 1.000 7 N 1.00 8 N 1.00 Case Reactions: Load I Horiz. Vert. Case (+=Right) (+=Up) WL -5.500 -7.049 EQ -54.180 -25.569 CR CS U16RO597A Page 44 of 189 ry V C O R Project No. : U16RO597A B lI I L 0 1 IV G S G R O u P Description: LEW BRACING A Di`191aN aF TT"cbR CCFOURATIUN Engineer: TWB Bracing Components (AISC both Edition) Date : 10/4/2016 per MBMA Research Project 506(©1992)&AISC Steel Construction Manual(14th Edition) Version:2015.04.09(Date:04/09/15)By NBG-GS GENERAL INFORMATION: Select Brace Type: Tier Post&Beam(EW) Design Method, (ASD/LRFD/LSD): ASD *Note: The"Applied Horizontal Load"shall be the resultant from the Brace Critical Load: (a) ❑ Manual Load Input! controlling load combination including combinations with over- Allowable Stress Ratio,ASR: 1.20 strength factors for connection analysis. Applied Load: (0.7 n EQ(CDEF Special) 9.212 kips.* AP M LOAD(a)+ RICNT Multi Tiered Brace Critical Load: (a+b) Top o E Allowable Stress Ratio,ASR: 1.20 D � BRAZE CLEVIS(-) II Applied Load: (0.7 n EQ(CDEF Special) 75.852 kips.* I aQ I L I�RrSSEMBLr I a BRACE GEOMETRY: 0 Single 0 DoubleUJ Select Brace Size: Design Rod Only 14 w II 11 t�) II No.of Braces,n: 1 a II I o Module Width,b: 25.0000 ft. w I APPLIEDTURNBUCKLE II LOAD(.ib)i-RIGHT Tier Height(a),h,,: 23.6084 ft. Q it BM e BRACE sTRvr PIPE I TIFF TOP OF Alternate Height: 22.5667 ft. -- - I STIFFENER STIFFENER I `t AO BRACE CLEVIS(TTP.J I 0 Clevis Connection Required! I II L © RAOSSEMBLY MT I Q Multi Tiered Brace: 0 Single (0) Double II MK. / II � Select Brace Size(b): Design Brace Size jj II w Tier Height(b),h b: 9.0000 ft. II , II II I w 12'TURNBUCKLE I ~ I I COLUMN PROPERTIES: FINISH FLOOR Section Designation: None I MODULE WIDTH, b I L DF COLUMN Web Depth,dw:(wF=TDtalDepth,d) -- in. Web Thickness,t,: -- in. Flange Width,bf: -- in. Flange Thickness,tf. -- in. ❑ Rotate Column 90° Brace w/Hillside Washer Results: Tot. Lateral Drift: 0.762 Memb. Mat. Member Axial Axial Stress Min.tom, Brace Lateral ID Orient. Elev. I Code Description (k) Allowed Ratio (in.) Elong. Drift(in.) B1 / Tier a RB7 7/8"Rod 12.640 14.400 I 0.878 Clevis 0.292 0.401 B2 \ Tier a RB7 7/8"Rod 12.373 14.400 0.859 Clevis 0.280 0.376 B3 / Tier RBO SEE ANGLE BRACING B4 \ Tier b RBO Gusset Plate Connection Results: Gusset Plate Information Memb. Weld I Gusset at Member Min.t, Height Width Thick. Weld Bolt Dia. ID Ratio Ratio Code Description (in.) (A) (B) (t� (in.) (db) B1 0.494 '' 0A97 -' RB7 7/8"Rod 0.065 6.000 6.000 0.500 3/16 1"0 B2 0.494 '' 0.497 RB7 7/8"Rod 0.065 6.000 6.000 0.500 3/16 1110 B3 1.110 1.187 RBO 1 1/4"Rod 0.245 8.000 8.000 1.000 5/16 1'/4"0 B4 1.110 1.187 RBO 1 1/4"Rod 0.245 8.000 8.000 1.000 5/16 1'/4"0 U16RO597A Page 45 of 189 N V C 0 F=2 Project No. : U16RO597A BUILD 1 M O S GROUP Description: LEW BRACING A EIMSION OF NUCOR CORPORATION Engineer: TWB Bracing Components(AISC 14th]Edition) Date: 10A/2016 per MBMA Research Project 506(01992)&AISC Steel Construction Manual(14th Edition) Version:2015.04.09(Date:04/09/15)ByNBG-GS GENERAL INFORMATION: ❑ Non-Standard Gusset Plate! Gusset Plate Height, A: 6.00 in. Gusset Plate Width, B: 6.00 in. Gusset Plate Thickness, tg: 1/2 in. AKR Gusset Plate Material: A572 Gr.50 JB Gusset Plate Weld, W: 3/16 in. v Bolt Diameter, db: 1"c Bolt Material: A325 �M Rn Frame Geometry: ev F - -- Q Base Stiffener Thickness, tbase: 1/2 in. Top Stiffener Thickness, ttop: 1/2 in. W Base Stiffener Width, bbase: 2.5 in. Top Stiffener Width, btop: 2.5 in. ' en Required Tensile Strength, R: 12.640 kips Vert. Component Strength, R,,: 8.655 kips Horiz.Component Strength, Rh: 9.212 kips Vertical Eccentricity, e,,: 1.367 in. Horizontal Eccentricity, eh: 3.350 in. Minimum Web Thickness, t,,,: 0.065 in. WELD INFORMATION: Moment,M=R,, (e J-R h (e ) = 16.40 in.-k Vertical Force,f„ —R„ = 0.58 k/in. 2Lweld Momentof Inertia,Ip =Ix+Iy = 33.32 in.3 Horizontal Force,fh =Rh 2Lweld 0.61 k/in. *Section Modulus,Sx =I p c = 9.21 in.' *Section Modulus,Sy =I P = 83.31 in.2 y x *Flexure Force,fbh =M�Sx = 0.89 k/in. *Flexure Force,fb„_'�/2Sy = 0.10 k/in. Resultant Force,fr = (fbh+A Y+l.fbv+fv Y = 1.65 k/in. Gusset Plate Results: OK Remarks ASD Allowable Strength Ratio 0.497 See AISC Section A ASD Allowable Strength 0.494 x =0.6 F_(Sin 0)(S,,Id) Nominal Weld Strength (Gusset) Rn/S2 k/in. 3.341 =0.75(LRFD), n=2.00(ASD) Nominal Flexural Strength (Gusset) Mn/n in-kips 156.500 Mo=Per AISC Section F11 Nominal Tensile Yielding Strength (Gusset) Rn/S2 kips 79.502 R =Fy Ag =0.90(LRFD), 92=1.67(ASD) Nominal Shear Yielding Strength (Gusset) Rn/52 kips 105.154 x =0.6 Fy Ag; Where�=1.00, 0=1.50 Nominal Shear Rupture Strength (Gusset) Rn/O kips 83.301 R =0.6 F.A Nominal Rupture Strength at Bolt (Gusset) R.A2 kips 62.112 Rn=min(2 t b�ffF.,0.6 F.As) Nominal Bearing Strength (Gusset) Rn/O kips 27.000 R =1.2 L�t F <_1.8 Apb Fy Nominal Bolt Shear Strength (Gusset) R.A2 kips 25.447 R„=F_Ab =0.75(LRFD), Q=2.00(ASD) ASD Weld Strength Ratio Rn/S2 I kips 25.447 Minimum from above. U16RO597A Page 46 of 189 ry LJ C 0 Q Project No. : U16RO597A 113 U I L. 0 I M G S G R O U P Description : LEW BELOW MEZZ A DIVISION OF NUCOR CORPORAMN Engineer : TWB Angle Bracing (AISC 14th Edition) Date : 10/5/2016 per AISC Steel Construction Manual(14th Edition)and CAN/CSA S16-09-A National Standard of Canada Version:2015.9.14(Date:09/14/15)By NBG-GS GENERAL INFORMATION: Design Method, (ASD/LRFD/LSD): MWMW Allowable Stress Ratio,ASR: 1.20 *Note: The"Applied Horizontal Load"shall be the resultant from the Applied Horizontal Load: 75.852 kips.* controlling load combination including combinations with over-strength factors for connection analysis. Brace Geometry: Select Brace Type: Side Wall Brace Struts No. of Braced Bays,n: 1 -o APPLIED LOAD+ — RIGHT i Module Width,b: 25.0000 ft. STIFFENER J PIPE BRACE STRUT B W r-° - II TOP OF Tier Height,h: 9.0000 ft. (TP.) ; STIFFENER II ® BRACE CLEVIS (TP.) II Column Properties: W 12X26 1 I Total Column Depth, dC: 12.2 in. ® \ (2)ANGLE BRACES—__ II Web Thickness,tom,: 0.230 in. II II Flange Width,bf: 6.49 in. II \ II Flange Thickness,tf: 0.38 in. ❑ Column Base Elev. (B.F.F.) II II W BRACE INFORMATION: O Single 0 Double I / © II Select Brace Size: L4X3X1/2 PLATE (T®YP)/y Angle Brace Material: A36 I 1 11 No. of Bolts/Connx,nb: 2 1 1 Bolt Spacing, S: 3.75 FINISH FLOOR Bolt Diameter, db: 1"0 1 I WP MODULE WIDTH, b 1 &%OF Bolt Material: A490 COLUMN APPLIED LOADS: SLENDERNESS LIMITS: Required Tensile Strength, RU: 80.560 kips. Slenderness Ratio, L/r.: 251 OK AISC DIMENSION CRITERIA: Required End Distance, lv: 1.75 in. Required Edge Distance, l h: 1.25 in. Required Bolt Spacing, S: 2.6667 in. Drift: 0.1449 in. Stick Len: 25.0000' DESIGN RESULTS: Rigidity: 523.4 k/in Total Sys Wt: 1595 lb Combined Tension& Shear Results: OK Remarks ASD Allowable Strength Ratio 0.791 See AISC Section J4 Nominal Tensile Yielding Strength (Angle) R„/Q kips 140.120 R„=Fy As =0.90(LRFD), 0=1.67(ASD) Nominal Tensile Rupture Strength (Angle) R„/Q kips 121.707 R.=F.Aeff Nominal Block Shear Strength (Angle) R„/92 kips 101.088 R =0.6 F A_+F A !<0.6 Fy Ate,+F.At Nominal Bearing Strength (Angle) R„/92 kips 84.825 R =1.2 Le t F !—2.4d t F Nominal Shear Strength (Bolts) R/S2 kips 117.810 R =F_Ab =0.75(LRFD), Q=2.00(ASD) ASD Allowable Strength R/S2I kips 1 101.790 Minimum from above. U16RO597A Page 47 of 189 ry V C C3 R Project No. : U16RO597A B U I L. 0 I IV G S G R CO U P Description: LEW BELOW MEZZ A DMsroN of NUCDR CDRPDRATroN Engineer: TWB Angle Bracing (AISC 14th Edition) Date: 10/5/2016 per AISC Steel Construction Manual(14th Edition)and CAN/CSA S16-09-A National Standard of Canada Version:2015.9.14(Date:09/14/15)By NBG-GS GENERAL INFORMATION: Angle Clearance @ Column: 3/4 in. Gusset Plate Thickness, tg: 1 in. Gusset Plate Material: A572 Gr. 50 Gusset Height Override: 25 in. B Base Plate Thickness, tbase: 3/8 in. R� Top Stiffener Thickness, trap: 3/8 in. W / Base Plate Width, bbase: 8 in. , 4Top Stiffener Width, b,p: 4 in. nM f e C9 �/ Required Tensile Strength, R: 80.56 kips R Vert.Component Strength, R,: 27.14 kips W n Horiz.Component Strength, Rh: 75.85 kips F F Vertical Eccentricity, e,,: 7.60 in. ° Horizontal Eccentricity, eh: 8.75 in. A 4, °° ° ° 1 Gusset Plate Height, A: 25.0000 in. Gusset Plate Width, B: 16.0000 in. Splice Plate Size, C: l"x 4"x 18.5"F}r 36 ksi Gusset Plate Weld, W: 5/16 in. Minimum WEB Thickness: 0.229 in. WELD INFORMATION: Moment,M= R h (e )+ R, (e h) = 813.53 in.-k Vertical Force,f„ -RY2Lweld = 0.47 k/in. Momentof Inertia I =I +I = 1845.04 in.3 Horizontal Force, Rh = 1.31 k/in. p x y fh 2Lweld *Section Modulus,Sx =I p c = 130.10 in.2 *Section Modulus,Sy =I p c = 7061.99 in.2 y x *Flexure Force,fbh=�12Sx = 3.13 k/in. *Flexure Force,fbv='2Sy = 0.06 k/in. Resultant Force,fr = (fbh+.f h 1 +(,+f„1 = 4.47 k/in. DESIGN RESULTS: Gusset Plate Results: OK Remarks ASD Allowable Strength Ratio 0.430 See AISC Section 74 ASD Weld Strength Ratio 0.803 R„=0.6 F_(sin 0)(S_ld) Nominal Weld Strength (Gusset) R/S2 k/in. 5.568 0=0.75(LRFD), Q=2.00(ASD) Nominal Flexural Strength (Gusset) Mn/K2 in-kips 4981.417 M„=Per AISC section F11 0=0.90(LRFD), Q=1.67(ASD) Nominal Shear Yielding Strength (Gusset) R,,/Q kips 1781.136 R„=0.6Fy A,; where 0=1.00, Q=1.50 Nominal Shear Rupture Strength (Gusset) R„/92 kips 1658.460 R„=0.6F„A_ Nominal Block Shear Strength (Gusset) R„/92 kips 245.226 R„=0.6 F„A_+F„A,<-0.6 Fy As +F.Ant Nominal Bearing Strength (Gusset) R„/92 kips 187.200 R„=1.2 L,t F <-2.4d t F„ rw� I �=0.75(EKED), sn=2.00(ASD) ASD Allowable Strength R„/S2 I kips 1 187.200 Minimum from above. U16RO597A Page 48 of 189 " V C 0 R Project No. : U16RO597A B U R L U I N G S GROUP Description: MAIN FL'S 6-7 A DIVISION OF NUCOR CORPORATION Engineer: TWB Bracing Components (AISC 14th Edition) Date : 10/4/2016 per MBMA Research Project 506(C 1992)&AISC Steel Construction Manual(14th Edition) Version:2015.04.09(Date:04/09/15)ByNBG-GS GENERAL INFORMATION: Select Brace Type: Design Method, (ASD/LRFD/LSD): - APPLIED LOADS: Height Load Magnitude(kip)by Load Case Load Location: (ft.) WL EQ CR CS Tier Height,h: 21.1667 6.770 20.780 LOAD COMBINATIONS: Load Case Combination Name: Comb.# Active ASR WL EQ CR CS 0.6 WL 1 Y 1.00 0.600 0.7 p EQ(ABC,p=1.0) 2 Y 1.00 0.700 0.7 p EQ(DEF,p=1.3) 3 Y 1.00 0.910 0.7 92 EQ(CDEF Special) 4 Y 1.20 1.400 0.5(0.6 WL)+CR 5 N 1.00 0.300 1.000 CS 6 N 1.50 1.000 7 N 1.00 8 N 1.00 Case Reactions: Load Horiz. F Vert. Case (+=Right)I (+=up) WL -6.770 -5.971 EQ -20.780 -18.327 CR CS U16RO597A Page 49 of 189 V C 0 R Project No. U16RO597A B IIJ I L O I N O S O N O U P Description: MAIN FL'S 6-7 ADTVMMONOPNUOORCORPORATION Engineer: TWB Bracing Components (AISC both Edition) Date : 10/4/2016 per MBMA Research Project 506(©1992)&AISC Steel Construction Manual(14th Edition) Version:2015.04.09(Date:04/09/15)By NBG-GS GENERAL INFORMATION: Select Brace Type: OFLong.Brace(SW) Design Method, (ASD/LRFD/LSD): ASD *Note: The"Applied Horizontal Load"shall be the resultant from the Brace Critical Load. (a) ❑ Manual Load Input! controlling load combination including combinations with over- Allowable Stress Ratio,ASR: 1.20 strength factors for connection analysis. Applied Load: (0.7 n EQ(CDEF Special) 29.092 kips.* CAP PLATE Q Single QQ Dble tTYP, APPLIED LOAD+=RIGHT TOP OF BRACE GEOMETRY: ou DAP Pure Select Brace Size: RBO- P/4"Rod I O BRACE CLEVIS CTYP., No.of Braces,n: 1 II ROD ASSEMBLY II I B MN.RD-- Module Width,b: 24.0000 ft. II II Tier Height,h: 21.1667 ft. II II II II � COLUMN PROPERTIES: Section Designation: BU13xl5 II i \ ® II Web Depth,dµ,:1wF=TDtalDDpth,dl 12.0 in. I� �TYP., II IF 12 TURNBUCKLE I Web Thickness,tW: 0.15 in. I e I Flange Width,bf: 5.0 in. FINIS„ FLOOR Flange Thickness,tf: 0.25 in. 1 MODULE WIDTH, b DF COLUMN ❑ Rotate Column 90- Brace w/Hillside Washer Results: OK Tot. Lateral Drift: 0.265 Memb. Mat. Member Axial Axial Stress Min. Brace Lateral ID Orient. Elev. Code Description (k) Allowed Ratio (in.) Elong. Drift(in.) B1 / Tier a RBO 1 1/4"Rod 19.335 29.600 0.653 Clevis 0.199 0.265 B2 \ Tier a RBO 1 1/4"Rod 19.335 29.600 0.653 Clevis 0.199 0.265 Gusset Plate Connection Results: 111111111111111,' x Gusset Plate Information Memb. Weld Gusset Mat. Member Min.tW Height Width Thick. Weld Bolt Dia. ID Ratio Ratio Code Description (in.) (A) (B) (t9) (in.) (db) B1 0.699 0.573 RBO 1 1/4"Rod 0.155 8.000 8.000 1.000 5/16 1'/4"0 B2 0.699 0.573 RBO 1 1/4"Rod 0.155 8.000 8.000 1.000 5/16 1'/4"0 U16RO597A Page 50 of189 1�1 LJ C 0 R Project No. : U16RO597A B u I L v I IV G S G R O u P Description: MAIN FUS 6-7 A OSI N aF ivucbR caRPaeA I N Engineer: TWB Bracing Components(AISC 14tia]Edition) Date: 10/4/2016 per MBMA Research Project 506((01992)&AISC Steel Construction Manual(14th Edition) Version:2015.04.09(Date:04/09/15)ByNBG-GS GENERAL INFORMATION: ❑ Non-Standard Gusset Plate! Gusset Plate Height, A: 8.00 in. Gusset Plate Width, B: 8.00 in. Gusset Plate Thickness, tg: 1/1 in. �/R Gusset Plate Material: A572 Gr.50 B Gusset Plate Weld, W: 5/16 in. R Bolt Diameter, db: 1'/4"o W Bolt Material: A325 e �M— Rh Frame Geometry: El Base-PlateLocated B.F.F. "T �-- -- -- Q Base Plate Thickness, tba,e: 1/ in. T W Top Stiffener Thickness, tt"p: 1/2 in. FF Base Plate Width, bbase: 8 in. e : Top Stiffener Width, bt"p: 3 in. Required Tensile Strength, R: 38.670 kips Vert. Component Strength, R,,: 25.476 kips Horiz.Component Strength, Rh: 29.092 kips Vertical Eccentricity, e,,: 0.563 in. Horizontal Eccentricity, eh: 3.313 in. Minimum Web Thickness, t,,,: 0.155 in. WELD INFORMATION: Moment,M=R,, (e J-R h (e ) = 68.02 in.-k Vertical Force,f„ —R„ = 1.27 k/in. 2Lweld Momentof Inertia,Ip =Ix+I y = 76.07 in.3 Horizontal Force,fh =Rh 2Lweld 1.45 k/in. *Section Modulus,Sx =I p = 15.81 in.Z *Section Modulus,Sy =I p = 173.87 in.2 c y x *Flexure Force,fbh =M�Sx = 2.15 k/in. *Flexure Force,fb„_'�/2Sy = 0.20 k/in. Resultant Force,fr = (fbh+A Y+W,+fv Y = 3.89 k/in. Gusset Plate Results: OK Remarks ASD Allowable Strength Ratio 0.573 See AISC Section A ASD Allowable Strength 0.699 x =0.6 F_(Sin 0)(S,,Id) Nominal Weld Strength (Gusset) Rn/S2 k/in. 5.568 =0.75(LRFD), n=2.00(ASD) Nominal Flexural Strength (Gusset) Mn/n in-kips 570.928 Mo=Per AISC Section F11 Nominal Tensile Yielding Strength (Gusset) Rn/S2 kips 243.395 R =Fy Ag =0.90(LRFD), 92=1.67(ASD) Nominal Shear Yielding Strength (Gusset) Rn/52 kips 291.439 It =0.6 Fy Ag; Where�=1.00, 0=1.50 Nominal Shear Rupture Strength (Gusset) Rn/O kips 235.314 R.=0.6 F.A Nominal Rupture Strength at Bolt (Gusset) Rn/Q kips 159.836 Rn=min(2 t b�ffF.,0.6 F.A5) Nominal Bearing Strength (Gusset) Rn/O kips 67.500 It =1.2 L�t F <_1.8 Apb Fy Nominal Bolt Shear Strength (Gusset) Rn/Q kips 79.522 R„=F_Ab =0.75(LRFD), Q=2.00(ASD) ASD Weld Strength Ratio Rn/S2 I kips 67.500 Minimum from above. U16RO597A Page 51 of189 " W C O M Project No. : U16RO597A B U I L v I N G S G R O U P Description: MAIN FSW BETWEEN FL 3-4 A DIVISION OF NUCOR CORPORATION Engineer: TWB Bracing Components (AISC 14th Edition) Date : 10/4/2016 per MBMA Research Project 506(©1992)&AISC Steel Construction Manual(14th Edition) Version:2015.04.09(Date:04/09/15)ByNBG-GS GENERAL INFORMATION: Select Brace Type: Design Method, (ASD/LRFD/LSD): - APPLIED LOADS: Height Load Magnitude(kip)by Load Case Load Location: (ft.) WL EQ CR CS Tier Height(a+b),h Q+b : 20.0000 6.770 20.780 Tier Height(b),h b: 9.0000 0.000 0.000 7 LOAD COMBINATIONS: Load Case Combination Name: Comb.# Active ASR WL EQ CR CS 0.6 WL 1 Y 1.00 0.600 0.7 p EQ(ABC,p=1.0) 2 Y 1.00 0.700 0.7 p EQ(DEF,p=1.3) 3 Y 1.00 0.910 0.7 S2 EQ(CDEF Special) 4 Y 1.20 1.400 0.5(0.6 WL)+CR 5 N 1.00 0.300 1.000 CS 6 N 1.50 1.000 7 N 1.00 8 N 1.00 Case Reactions: Load I Horiz. Vert. Case (+=Right) (+=UP) WL -6.770 -9.027 EQ -20.780 -27.707 CR CS U16RO597A Page 52 of189 ry V C O R Project No. : U16RO597A B U I L D I N G S G R OUP Description: MAIN FSW BETWEEN FL 3-4 A FIVW N aF NUCC)R CCFOURAT1UN Engineer: TWB Bracing Components (AISC both Edition) Date : 10/4/2016 per MBMA Research Project 506(©1992)&AISC Steel Construction Manual(14th Edition) Version:2015.04.09(Date:04/09/15)By NBG-GS GENERAL INFORMATION: Select Brace Type: Tier Long.Brace(SW) Design Method, (ASD/LRFD/LSD): ASD *Note: The"Applied Horizontal Load"shall be the resultant from the Brace Critical Load. (a) ❑ Manual Load Input! controlling load combination including combinations with over- Allowable Stress Ratio,ASR: 1.20 strength factors for connection analysis. Applied Load: (0.7 n EQ(CDEF Special) 29.092 kips.* cAP Pu APPLIED LOAD(a)f RIGHT TOP OF CAP PLATE Multi Tiered Brace Critical Load. (a+b) II BRACE CLEWS IT-) II Allowable Stress Ratio ASR: 1.20 Applied Load: (0.7 n EQ(CDEF Special) 29.092 kips.' I WO ASSEMBLY o © \ MK.RD___ II � II BRACE GEOMETRY: 0 Single * Double II II ~ Select Brace Size: RBO- 1'/4" Rod II (TIP.) II w No.of Braces,n: 1 12'TURNBUCKLE Tier Height(a),h,,: 1 1.0000 II (�yJ Module Width,b: 15.0000 ft. i eAPPLIED LOAD -RRIGM- OF B BRACE �I ~ OT OM ft. (TFE_IEk BU PIP STIFFENER II TOP OF STIFFENER BRACE CLEWS C".) L 0 Single * Double II ROD pSEYBLY II Multi Tiered Brace: I © II Select Brace Size(b): RBO- 1'/4" Rod II II II II Tier Height(b),h b: 9.0000 ft. ILt LJ II 12'TURNBUCKLE II � COLUMN PROPERTIES: II I Section Designation: None FINISH FLOOR Web Depth,d,,L,:(WF=Total Depth,d) -- in. l MODULE WIDTH, b I COL OF COW OF Web Thickness,tW: -- in. Flange Width,bf: -- in. Flange Thickness,tf. -- in. ❑ Rotate Column 90° Brace w/Hillside Washer Results: OK Tot. Lateral Drift: 0.236 Memb. Mat. Member Axial Axial Stress Min.tW Brace Lateral ID Orient. Elev. Code Description (k) Allowed Ratio (in.) I Elong. Drift(in.) B 1 / Tier a RBO 1 1/4"Rod 17.890 29.600 0.604'' '' Clevis 0.105 0.129 B2 \ Tier a RBO 1 1/4"Rod 17.890 29.600 0,604 Clevis 0.105 0.129 B3 / Tier b RBO 1 1/4"Rod 16.792 29.600 0.567 Clevis 0.092 0.107 B4 \ Tier b RBO 1 1/4"Rod 16.792 29.600 0.567 Clevis 0.092 0.107 Gusset Plate Connection Results: OK Gusset Plate Information Memb. Weld I Gusset at Member Min. t,,, Height Width Thick. Weld Bolt Dia. ID Ratio Ratio Code Description (in.) (A) (B) (t� (in.) (db) B1 0.681-- 0.530 '-' RBO 1 1/4"Rod 0.150 8.000 8.000 1.000 5/16 1'/4"0 B2 0.681 0.530 RBO 1 1/4"Rod 0.150 8.000 8.000 1.000 5/16 1'/4"0 B3 0.586 0.498 RBO 1 1/4"Rod 0.130 8.000 8.000 1.000 5/16 1'/4"0 B4 0.586 0.498 RBO 1 1/4"Rod 0.130 8.000 8.000 1.000 5/16 1'/4"0 U16RO597A Page 53 of189 N V C 0 F=2 Project No. : U16RO597A BUILD 1 M O S GROUP Description: MAIN FSW BETWEEN FL 3-4 A DMSION OF NUCOR CORPORATION Engineer: TWB Bracing Components(AISC 14th]Edition) Date: 10/4/2016 per MBMA Research Project 506((01992)&AISC Steel Construction Manual(14th Edition) Version:2015.04.09(Date:04/09/15)ByNBG-GS GENERAL INFORMATION: ❑ Non-Standard Gusset Plate! Gusset Plate Height, A: 8.00 in. Gusset Plate Width, B: 8.00 in. Gusset Plate Thickness, tg: 1/1 in. AKR Gusset Plate Material: A572 Gr.50 B Gusset Plate Weld, W: 5/16 in. R, Bolt Diameter, db: 1'/4"o W Bolt Material: A325 �M_ Rh Frame Geometry: e„ Base Stiffener Thickness, tbase: 1/2 in. T Q Top Stiffener Thickness, tt"p: 1/2 in. W Base Stiffener Width, bbase: 2.5 in. Top Stiffener Width, bt"p: 2.5 in. ' en Required Tensile Strength, R: 35.779 kips Vert. Component Strength, R,,: 20.828 kips Horiz.Component Strength, Rh: 29.092 kips Vertical Eccentricity, e,,: 0.395 in. LIN Horizontal Eccentricity, eh: 3.434 in. Minimum Web Thickness, t,,,: 0.150 in. WELD INFORMATION: Moment,M=R,, (e J-R h (e ) = 60.04 in.-k Vertical Force,f„ —R„ = 1.10 k/in. 2Lweld Momentof Inertia,Ip =Ix+Iy = 67.90 in.3 Horizontal Force,fh =Rh 2Lweld 1.53 k/in. *Section Modulus,Sx =I p = 14.62 in.Z *Section Modulus,Sy =I p = 215.00 in.2 c y x *Flexure Force,fbh =M�Sx = 2.05 k/in. *Flexure Force,fb„_'�/2Sy = 0.14 k/in. Resultant Force,fr = (fbh+A Y+W,+fv Y = 3.79 k/in. Gusset Plate Results: OK Remarks ASD Allowable Strength Ratio 0.530 See AISC Section A ASD Allowable Strength 0.681 x =0.6 F_(Sin 0)(S,,Id) Nominal Weld Strength (Gusset) Rn/S2 k/in. 5.568 =0.75(LRFD), n=2.00(ASD) Nominal Flexural Strength (Gusset) Mn/n in-kips 570.928 Mo=Per AISC Section F11 Nominal Tensile Yielding Strength (Gusset) Rn/S2 kips 262.140 R =Fy Ag =0.90(LRFD), 92=1.67(ASD) Nominal Shear Yielding Strength (Gusset) Rn/52 kips 329.823 x =0.6 Fy Ag; Where�=1.00, 0=1.50 Nominal Shear Rupture Strength (Gusset) Rn/O kips 266.307 R.=0.6 F.A Nominal Rupture Strength at Bolt (Gusset) RnA2 kips 180.311 Rn=min(2 t b�ffF.,0.6 F.A5) Nominal Bearing Strength (Gusset) Rn/O kips 67.500 It =1.2 L�t F <_1.8 Apb Fy Nominal Bolt Shear Strength (Gusset) R.A2 kips 79.522 R„=F_Ab =0.75(LRFD), Q=2.00(ASD) ASD WeldStrengt Ratio Rn/S2 I kips 67.500 Minimum from above. U16RO597A Page 54 of189 N V C 0 F=2 Project No. : U16RO597A BUILD 1 M O S GROUP Description: MAIN FSW BETWEEN FL 3-4 A DMSION OF NUCOR CORPORATION Engineer: TWB Bracing Components(AISC 14th]Edition) Date: 10/4/2016 per MBMA Research Project 506(01992)&AISC Steel Construction Manual(14th Edition) Version:2015.04.09(Date:04/09/15)ByNBG-GS GENERAL INFORMATION: ❑ Non-Standard Gusset Plate! Gusset Plate Height, A: 8.00 in. Gusset Plate Width, B: 8.00 in. Gusset Plate Thickness, tg: 1/1 in. 41FR Gusset Plate Material: A572 Gr.50 B Gusset Plate Weld, W: 5/16 in. Bolt Diameter, db: 1'/4"O W Bolt Material: A325 �M- Rh Frame Geometry: ❑ Base-Plate Located B.F.F. Base Plate Thickness, tba,e: 1/2 in. T w Top Stiffener Thickness, tt"p: 1/2 in. FF Base Plate Width, bbase: 8 in. t, Top Stiffener Width, bt"p: 2.5 in. Required Tensile Strength, R: 33.585 kips Vert. Component Strength, R,,: 16.781 kips Horiz.Component Strength, Rh: 29.092 kips Vertical Eccentricity, e,,: 0.395 in. Horizontal Eccentricity, eh: 3.434 in. Minimum Web Thickness, t,,,: 0.130 in. WELD INFORMATION: Moment,M=R,, (e h)-R h (e ) = 46.14 in.-k Vertical Force,f„ —R„ = 0.88 k/in. 2Lweld Momentof Inertia,Ip =Ix+Iy = 67.90 in.3 Horizontal Force,fh =Rh 2Lweld 1.53 k/in. *Section Modulus,Sx =I p c = 14.62 in. *Section*Section Modulus,Sy =I P = 215.00 in.2 y x *Flexure Force,fbh =M�Sx = 1.58 k/in. *Flexure Force,fb„_'�/2Sy = 0.11 k/in. Resultant Force,fr = (fbh+AY+W,+fv Y = 3.26 k/in. Gusset Plate Results: OK Remarks ASD Allowable Strength Ratio 0.498 See AISC Section A ASD Allowable Strength 0.586 x =0.6 F_(Sin 0)(S,,Id) Nominal Weld Strength (Gusset) Rn/f2 k/in. 5.568 =0.75(LRFD), n=2.00(ASD) Nominal Flexural Strength (Gusset) Mn/f2 in-kips 570.928 Mo=Per AISC Section F11 Nominal Tensile Yielding Strength (Gusset) Rn/f2 kips 293.141 R.=Fy Ag =0.90(LRFD), 92=1.67(ASD) Nominal Shear Yielding Strength (Gusset) Rn/f2 kips 384.269 It =0.6 Fy Ag; Where�=1.00, 0=1.50 Nominal Shear Rupture Strength (Gusset) Rn/O kips 310.267 R.=0.6 F.A Nominal Rupture Strength at Bolt (Gusset) Rn/f2 kips 178.278 Rn=min(2 t b�ffF.,0.6 F.A5) Nominal Bearing Strength (Gusset) Rn/O kips 67.500 It =1.2 L�t F <_1.8 Apb Fy Nominal Bolt Shear Strength (Gusset) R./K2 kips 79.522 R„=F_Ab =0.75(LRFD), Q=2.00(ASD) ASD Weld Strength Ratio Rn/S2 I kips 67.500 Minimum from above. U16RO597A Page 55 of189 " V C 0 R Project No. : U16RO597A B U R L U I M G S GROUP Description: MAIN BSW BETWEEN FL 3-4 A DIVISION OF NUCOR CORPORATION Engineer: TWB Bracing Components (AISC 14th Edition) Date : 10/4/2016 per MBMA Research Project 506(©1992)&AISC Steel Construction Manual(14th Edition) Version:2015.04.09(Date:04/09/15)ByNBG-GS GENERAL INFORMATION: Select Brace Type: Design Method, (ASD/LRFD/LSD): - APPLIED LOADS: Height Load Magnitude(kip)by Load Case Load Location: (ft.) WL EQ CR CS Tier Height(a+b),h Q+b : 20.0000 6.770 20.780 Tier Height(b),h b: 9.0000 0.000 45.660 LOAD COMBINATIONS: Load Case Combination Name: Comb.# Active ASR WL EQ CR CS 0.6 WL 1 Y 1.00 0.600 0.7 p EQ(ABC,p=1.0) 2 Y 1.00 0.700 0.7 p EQ(DEF,p=1.3) 3 Y 1.00 0.910 0.7 S2 EQ(CDEF Special) 4 Y 1.20 1.400 0.5(0.6 WL)+CR 5 N 1.00 0.300 1.000 CS 6 N 1.50 1.000 7 N 1.00 8 N 1.00 Case Reactions: Load I Horiz. Vert. Case (+=Right) (+=UP) WL -6.770 -9.929 EQ -66.440 -63.961 CR CS U16RO597A Page 56 of189 V C ID R Project No. : U16RO597A B IIJ I L O I N G S O R O U P Description: MAIN BSW BETWEEN FL 3-4 ADNISIONOTNUOORCORPORATION Engineer: TWB Bracing Components (AISC both Edition) Date : 10/4/2016 per MBMA Research Project 506(©1992)&AISC Steel Construction Manual(14th Edition) Version:2015.04.09(Date:04/09/15)By NBG-GS GENERAL INFORMATION: Select Brace Type: Tier Long.Brace(SW) Design Method, (ASD/LRFD/LSD): ASD *Note: The"Applied Horizontal Load"shall be the resultant from the Brace Critical Load. (a) ❑ Manual Load Input! controlling load combination including combinations with over- Allowable Stress Ratio,ASR: 1.20 strength factors for connection analysis. Applied Load: (0.7 n EQ(CDEF Special) 20.58 kips.* DAP`LA ttyp,) P➢PUED LOAD(R)4-RIOHr TOP OF CAP PLATE Multi Tiered Brace Critical Load. (a+b) II BRACE DLEYS(TYP.) II Allowable Stress Ratio ASR: 1.20 Applied Load: (0.7 n EQ(CDEF Special) 87.22 kips.' I ROD AssE II o RD__ BRACE GEOMETRY: 0 Single Double II II = Select Brace Size: Design Rod On� II c®) II = No.of Braces,n: 1 I 12'TURNBUCKLE II W Module Width,b: 15.0000 ft. I a PPUED LOAD cBR'A')E 57RMTI°"'� \ �I ~ BOTTOM OF PIP snFFENER Tier Height(a),h Q: 11.0000 ft. s mP;ER BD II TOPOF STIFFENER OBRACE CLEVS OYP.) L ROD ASSEMBLY II Multi Tiered Brace: 0 Single Q Double I © K.RD___ II Select Brace Size(b): Design Brace Size II II Tier Height(b),h b: 9.0000 ft. II II w II II = c,®.>I II I w I 12'TURNBUCKLE II � COLUMN PROPERTIES: II I Section Designation: None FINISH FLOOR Web Depth,dµ,:(wF=TOW Depth,d) -- in. 1 MODULE WIDTH, b I &Cor COLUMN Web Thickness,tw: -- in. Flange Width,bf: -- in. Flange Thickness,tf. -- in. ❑ Rotate Column 90D Brace w/Hillside Washer Results: Tot. Lateral Drift: 0.848 Memb. I I Mat. Member Axial Axial Stress Min.tw Brace Lateral ID Orient. Elev. I Code Description (k) Allowed Ratio (in.) Elong. Drift(in.) B1 / Tier a RB7 7/8"Rod 13.956 14.400 0.969 Clevis 0.319 0.433 B2 \ Tier a RB7 7/8"Rod 13.956 14.400 0.969 Clevis 0.319 0.433 B3 / Tier RBO SEE ANGLE BRACING B4 \ Tier b RBO Gusset Plate Connection Results: Gusset Plate Information Memb. Weld I Gusset at Member Min.tw Height Width Thick. Weld Bolt Dia. ID Ratio Ratio Code Description (in.) (A) (B) (t� (in.) (db) B1 0.965 -' 0.54$---- R137 7/8"Rod 0.128 8.000 8.000 1.000 3/16 1"0 B2 0.965 0.548 RB7 7/8"Rod 0.128 8.000 8.000 1.000 3/16 1to0 B3 1.277 1.365 RBO 1 1/4"Rod 0.282 8.000 8.000 1.000 5/16 1'/4"0 B4 1.277 1.365 RBO 1 1/4"Rod 0.282 8.000 8.000 1.000 5/16 1'/4"0 U16RO597A Page 57 of189 1�1 LJ C 0 R Project No. : U16RO597A B u I L v I IV G S G R O u P Description: MAIN BSW BETWEEN FL 3-4 AMOSI NbFNuCCFRURtPbRATYbN Engineer: TWB Bracing Components(AISC 14tia]Edition) Date: 10/4/2016 per MBMA Research Project 506((01992)&AISC Steel Construction Manual(14th Edition) Version:2015.04.09(Date:04/09/15)ByNBG-GS GENERAL INFORMATION: ❑ Non-Standard Gusset Plate! Gusset Plate Height, A: 8.00 in. Gusset Plate Width, B: 8.00 in. Gusset Plate Thickness, tg: 1/1 in. Gusset Plate Material: A572 Gr.50 lev -e / Gusset Plate Weld, W: 3/16 in. Bolt Diameter, db: 1"0 Bolt Material: A325 Rn Frame Geometry:Base Stiffener Thickness, tbase: 1/2 in. Top Stiffener Thickness, ttop: 1/2 in. Base Stiffener Width, bbase: 2.5 in. Top Stiffener Width, btop: 2.5 in. ' en Required Tensile Strength, R: 27.912 kips \ Vert. Component Strength, R,,: 18.856 kips Horiz.Component Strength, Rh: 20.580 kips Vertical Eccentricity, e,,: 0.395 in. Horizontal Eccentricity, eh: 3.434 in. Minimum Web Thickness, t,,,: 0.128 in. WELD INFORMATION: Moment,M=R,, (e J-R h (e ) = 56.63 in.-k Vertical Force,f„ —R„ = 0.99 k/in. 2Lweld Momentof Inertia,Ip =Ix+I y = 67.90 in.3 Horizontal Force,fh =Rh 2Lweld 1.08 k/in. *Section Modulus,Sx =I p = 14.62 in.Z *Section Modulus,Sy =I p = 215.00 in.2 c y x *Flexure Force,fbh =M�Sx = 1.94 k/in. *Flexure Force,fb„_'�/2Sy = 0.13 k/in. Resultant Force,f, = (fbh+AY+W,+fv Y = 3.22 k/in. Gusset Plate Results: OK Remarks ASD Allowable Strength Ratio 0.548 See AISC Section A ASD Allowable Strength 0.965 x =0.6 F_(Sin 0)(S,,Id) Nominal Weld Strength (Gusset) Rn/S2 k/in. 3.341 =0.75(LRFD), n=2.00(ASD) Nominal Flexural Strength (Gusset) Mn/n in-kips 570.928 Mo=Per AISC Section F11 Nominal Tensile Yielding Strength (Gusset) Rn/S2 kips 247.912 R =Fy Ag =0.90(LRFD), 92=1.67(ASD) Nominal Shear Yielding Strength (Gusset) Rn/52 kips 284.212 R =0.6 Fy Ag; Where�=1.00, 0=1.50 Nominal Shear Rupture Strength (Gusset) Rn/O kips 238.138 R =0.6 F.A Nominal Rupture Strength at Bolt (Gusset) RnA2 kips 155.872 Rn=min(2 t b�ffF.,0.6 F.A5) Nominal Bearing Strength (Gusset) Rn/O kips 54.000 R =1.2 L�t F <_1.8 Apb Fy Nominal Bolt Shear Strength (Gusset) R.A2 kips 50.894 R„=F_Ab =0.75(LRFD), Q=2.00(ASD) ASD Weld Strength Ratio Rn/S2 I kips 50.894 Minimum from above. U16RO597A Page 58 of189 1�1 LJ C 0 FR Project No. : U16RO597A B U I L. E0 I N G S GROUP Description : BSW BETWEEN FL 3-4 A DIVISION OF NUCOR CORPORAMN Engineer : TWB Angle Bracing (AISC 14th ]Edition) Date : 10/4/2016 per AISC Steel Construction Manual(14th Edition)and CAN/CSA S16-09-A National Standard of Canada Version:2015.9.14(Date:09/14/15)By NBG-GS GENERAL INFORMATION: Design Method, (ASD/LRFD/LSD): Allowable Stress Ratio,ASR: 1.20 *Note: The"Applied Horizontal Load"shall be the resultant from the Applied Horizontal Load: 93.016 kips.* controlling load combination including combinations with over-strength factors for connection analysis. Brace Geometry: Select Brace Type: Side Wall Brace Struts No. of Braced Bays,n: 1 -o APPLIED LOAD+ - RIGHT i Module Width,b: 15.0000 ft. o J PIPE BRACE STRUT IF- - STIFFENER II TOP OF Tier Height,h: 9.0000 ft. (TP.) _ _ _ B1 W I ° STIFFENER II ® BRACE CLEVIS (TP.) II Column Properties: Built-Up Column Web Depth, dam,: 20.0 in. ® \ (2)ANGLE BRACES—__ II Web Thickness,tom,: 0.275 in. II II Flange Width,bf: 8.0 in. Flange Thickness,tf: 0.375 in. ❑ Column Base Elev. (B.F.F.) II II W BRACE INFORMATION: O Single Q Double I / © ( ) II Select Brace Size: L4X3X1/2 PLATE/y Angle Brace Material: A36 I I No. of Bolts/Connx,nb: 2 I I Bolt Spacing, S: 3.75 FINISH FLOOR Bolt Diameter, db: 1'/4"0 1 I WP MODULE WIDTH, b 1 &%OF Bolt Material: A490 COLUMN APPLIED LOADS: SLENDERNESS LIMITS: Required Tensile Strength, RU: 108.319 kips. Slenderness Ratio, L/r.: 165 OK AISC DIMENSION CRITERIA: Required End Distance, lv: 2.25 in. Required Edge Distance, l h: 1.625 in. Required Bolt Spacing, S: 3.3333 in. Drift: 0.1409 in. Stick Len: 17.0000' DESIGN RESULTS: Rigidity: 660.3 k/in Total Sys Wt: 1117 lb Combined Tension& Shear Results: OK Remarks ASD Allowable Strength Ratio 0.878 See AISC Section J4 Nominal Tensile Yielding Strength (Angle) R„/Q kips 140.120 R„=Fy As =0.90(LRFD), 0=1.67(ASD) Nominal Tensile Rupture Strength (Angle) R„/Q kips 116.046 R.=F.Aeff Nominal Block Shear Strength (Angle) R„/92 kips 102.863 R =0.6 F A_+F A,!-0.6 Fy Ate,+F.At Nominal Bearing Strength (Angle) R„/92 kips 110.925 R =1.2 Le t F !-2.4d t F Nominal Shear Strength (Bolts) R/S2 kips 184.078 R =F_Ab =0.75(LRFD), Q=2.00(ASD) ASD Allowable Strength R/S2 I kips 1 123.435 Minimum from above. U16RO597A Page 59 of189 ry V C 0 R Project No. : U16RO597A B U I L D I N G S GROUP Description: BSW BETWEEN FL 3-4 A DIVISION OF NUCOR CORPORATION Engineer: TWB Angle Bracing (AISC 14th Edition) Date: 10/4/2016 per AISC Steel Construction Manual(14th Edition)and CAN/CSA S16-09-A National Standard of Canada Version:2015.9.14(Date:09/14/15)By NBG-GS GENERAL INFORMATION: Angle Clearance @ Column: 3/4 in. Gusset Plate Thickness, tg: 1 in. Gusset Plate Material: A572 Gr. 50 Gusset Height Override: 25 in. B Base Plate Thickness, tbase: 3/8 in. A,Rv Top Stiffener Thickness, trap: 3/8 in. W / Base Plate Width, bbase: 8 in. Top Stiffener Width, b,p: 4 in.Required Tensile Strength, R: 108.32 kipsRVert.Component Strength, R,: 55.51 kips Wn Horiz.Component Strength, Rh: 93.02 kips F F Vertical Eccentricity, e,,: 7.21 in. ° ° ° ° °° ° Horizontal Eccentricity, eh: 5.81 in. °° ° ° Gusset Plate Height, A: 25.0000 in. Gusset Plate Width, B: 12.0000 in. Splice Plate Size, C: V x 4.5"x 19.5"Fy=50 ksi Gusset Plate Weld, W: 5/16 in. Minimum WEB Thickness: 0.263 in. WELD INFORMATION: Moment,M= R h (e )+ R, (e h) = 992.76 in.-k Vertical Force,f„ —RY2Lweld = 0.96 k/in. Momentof Inertia I =I +I = 1842.11 in. Horizontal Force, Rh = 1.61 k/in. p x y fh 2Lweld *Section Modulus,Sx =I p c = 129.98 in.' *Section Modulus,Sy =I p c = 7127.60 in.' y x *Flexure Force,fbh=�12Sx = 3.82 k/in. *Flexure Force,fbv='2Sy = 0.07 k/in. Resultant Force,fr = (fbh+.f h 1 +(,+f„1 = 5.53 k/in. DESIGN RESULTS: Gusset Plate Results: OK Remarks ASD Allowable Strength Ratio 0.475 See AISC Section J4 ASD Weld Strength Ratio 0.993 R„=0.6 F_(sin 0)(S_ld) Nominal Weld Strength (Gusset) R/S2 k/in. 5.568 0=0.75(LRFD), Q=2.00(ASD) Nominal Flexural Strength (Gusset) Mn/K2 in-kips 5158.218 M„=Per AISC Section Fll 0=0.90(LRFD), Q=1.67(ASD) Nominal Shear Yielding Strength (Gusset) R,,/Q kips 1170.871 R„=0.6Fy A,; where 0=1.00, Q=1.50 Nominal Shear Rupture Strength (Gusset) R„/92 kips 1078.811 R„=0.6F„A_ Nominal Block Shear Strength (Gusset) R„/92 kips 251.025 R„=0.6 F„A_+F„A,<-0.6 Fy As +F.Ant Nominal Bearing Strength (Gusset) R„/92 kips 228.150 R„=1.2 L,t F <—2.4d t F„ rw� I �=0.75(EKED), sn=2.00(ASD) ASD Allowable Strength R„/S2 I kips 1 228.150 Minimum from above. U16RO597A Page 60 of 189 N LJ C C3 R Project No. : U16RO597A BUILvEN05 GROUP Description: LINE A DIVISION OF NUCOR CORPORATION Engineer: TWB Bracing Components (AISC 14th Edition) Date : 10/4/2016 per MBMA Research Project 506(©1992)&AISC Steel Construction Manual(14th Edition) Version:2015.04.09(Date:04/09/15)ByNBG-GS GENERAL INFORMATION: Select Brace Type: Design Method, (ASD/LRFD/LSD): - APPLIED LOADS: Height Load Magnitude(kip)by Load Case Load Location: (ft.) WL EQ CR CS Tier Height(a+b),h Q+b : 34.6000 9.000 8.110 Tier Height(b),h b: 11.0000 0.000 47.600 LOAD COMBINATIONS: Load Case Combination Name: Comb.# Active ASR WL EQ CR CS 0.6 WL 1 Y 1.00 0.600 0.7 p EQ(ABC,p=1.0) 2 Y 1.00 0.700 0.7 p EQ(DEF,p=1.3) 3 Y 1.00 0.910 0.7 S2 EQ(CDEF Special) 4 Y 1.20 1.400 0.5(0.6 WL)+CR 5 N 1.00 0.300 1.000 CS 6 N 1.50 1.000 7 N 1.00 8 N 1.00 Case Reactions: Load Horiz. Vert. Case (+=Right) (+=Up) WL -9.000 -12.456 EQ -55.710 -32.168 CR CS U16RO597A Page 61 of 189 N Li C 0 M Project No. : U16RO597A B U 1 L ID 1 N G S GROUP Description: LINE 3 ADM910NOTNUCORCORPORATION Engineer: TWB Bracing Components (AISC both Edition) Date : 10/4/2016 per MBMA Research Project 506(©1992)&AISC Steel Construction Manual(14th Edition) Version:2015.04.09(Date:04/09/15)By NBG-GS GENERAL INFORMATION: Select Brace Type: Tier Post&Beam(EW) Design Method, (ASD/LRFD/LSD): ASD *Note: The"Applied Horizontal Load"shall be the resultant from the Brace Critical Load: (a) ❑ Manual Load Input! controlling load combination including combinations with over- Allowable Stress Ratio,ASR: 1.20 strength factors for connection analysis. Applied Load: (0.7 n EQ(CDEF Special) 11.354 kips.* . UED LMD(R)+ RIGHT Multi Tiered Brace Critical Load: (a+b) Top Allowable Stress Ratio,ASR: 1.20 Gu BR GE 0.EV 5(TR.) II Applied Load: (0.7 n EQ(CDEF Special) 77.994 kips.* I aQ I s L ROD RASSENBLT I TJ BRACE GEOMETRY: O Single * DoubleUJ Select Brace Size: Design Rod 0nW1 w II ®a II No.of Braces,n: 1 z II 12'TURNBUCKLE I J Module Width,b: 25.0000 ft. WM UEO LOAD(R+E)+ RIGHTTier Height(a),h,,: 23.6000 ft. a BD a BRACE S RV BOTTOM DF sTFFENER TOP OF Alternate Height: 23.6000 ft. ---- I STIFFENER STIFFENER I � O BRACE CLEVIS(TIP.) I ROD ASSEMBLT II Multi Tiered Brace: O Single * Double II II Select Brace Size(b): Design Brace Size II II w Tier Height(b),h b: 11.0000 ft. II , II II I w 12"TURNBUCKLE I ~ I I COLUMN PROPERTIES: ^NIS" FLOOR Section Designation: None I MODULE WIDTH, b I :c OF COLUUN Web Depth,dw:(wF=Total Depth,d) -- in. Web Thickness,tµ,: -- in. Flange Width,bf: -- in. Flange Thickness,tf. -- in. ❑ Rotate Column 90° Brace w/Hillside Washer Results: Tot. Lateral Drift: 0.742 Memb. I I Mat. Member Axial Axial Stress Min.tµ, Brace Lateral ID Orient. Elev. I Code Description (k) Allowed Ratio (in.) Elong. Drift(in.) B1 / Tier a RB6 3/4"Rod 7.788 10.400 0.749 Clevis 0.247 0.339 B2 \ Tier a RB6 3/4"Rod 7.788 10.400 0.749 Clevis 0.247 0.339 B3 / Tier RBO SEE ANGLE BRACING B4 \ Tier b RBO Gusset Plate Connection Results: Gusset Plate Information Memb. Weld Gusset Mat. Member Min.tw Height Width Thick. Weld Bolt Dia. ID Ratio Ratio Code Description (in.) (A) (B) (t� (in.) (db) B1 0.542 '' 0.306---'' R136 3/4"Rod 0.072 8.000 8.000 1.000 3/16 1T10 B2 0.542 '' 0.306 RB6 3/4"Rod 0.072 8.000 8.000 1.000 3/16 1to0 B3 1.290 1.254 RBO 1 1/4"Rod 0.285 8.000 8.000 1.000 5/16 1'/4"0 B4 1.290 1.254 RBO 1 1/4"Rod 0.285 8.000 8.000 1.000 5/16 1'/4"0 U16RO597A Page 62 of 189 ry V C 0 R Project No. : U16RO597A BUILDINGS GROUP Description: LINE 3 A DIVISION OF NDCOR CO"ORATION Engineer: TWB Bracing Components(AISC 14tia]Edition) Date: 10/4/2016 per MBMA Research Project 506(01992)&AISC Steel Construction Manual(14th Edition) Version-2015.04.09(Dnte:04/09/15)ByNBG-GS GENERAL INFORMATION: ❑ Non-Standard Gusset Plate! Gusset Plate Height, A: 8.00 in. Gusset Plate Width, B: 8.00 in. Gusset Plate Thickness, tg: 1/1 in. Gusset Plate Material: A572 Gr.50 B / Gusset Plate Weld, W: 3/16 in. Bolt Diameter, db: 1"0 W Bolt Material: A325 Frame Geometry: e„ (1M— _�_ Base Stiffener Thickness, tbase: 1/2 in. Q Top Stiffener Thickness, ttop: 1/2 in. W 7 Base Stiffener Width, bbase: 2.5 in. Top Stiffener Width, btop: 2.5 in. ' en Required Tensile Strength, R: 15.576 kips Vert. Component Strength, R,,: 10.663 kips Horiz.Component Strength, Rh: 11.354 kips Vertical Eccentricity, e,,: 0.395 in. Horizontal Eccentricity, eh: 3.434 in. Minimum Web Thickness, t,,,: 0.072 in. WELD INFORMATION: Moment,M=R,, (e J-R h (e ) = 32.14 in.-k Vertical Force,f„ —R„ = 0.56 k/in. 2Lweld Momentof Inertia,Ip =Ix+I y = 67.90 in.3 Horizontal Force,fh =Rh 2Lweld 0.60 k/in. *Section Modulus,Sx =I p = 14.62 in.Z *Section Modulus,Sy =I p = 215.00 in.2 c y x *Flexure Force,fbh =M�Sx = 1.10 k/in. *Flexure Force,fb„_'�/2Sy = 0.07 k/in. Resultant Force,fr = (fbh+AY+W,+fv Y = 1.81 k/in. Gusset Plate Results: OK Remarks ASD Allowable Strength Ratio 0.306 See AISC Section A ASD Allowable Strength 0.542 x =0.6 F_(Sin 0)(S,,Id) Nominal Weld Strength (Gusset) Rn/S2 k/in. 3.341 =0.75(LRFD), n=2.00(ASD) Nominal Flexural Strength (Gusset) Mn/n in-kips 570.928 M.=Per AISC Section F11 Nominal Tensile Yielding Strength (Gusset) Rn/S2 kips 246.478 R =Fy Ag =0.90(LRFD), 92=1.67(ASD) Nominal Shear Yielding Strength (Gusset) Rn/52 kips 280.464 x =0.6 Fy Ag; Where�=1.00, Q=1.50 Nominal Shear Rupture Strength (Gusset) Rn/O kips 234.998 R.=0.6 F.A Nominal Rupture Strength at Bolt (Gusset) RnA2 kips 153.817 Rn=min(2 t b�ffF.,0.6 F.As) Nominal Bearing Strength (Gusset) Rn/O kips 54.000 It =1.2 L�t F <_1.8 Apb Fy Nominal Bolt Shear Strength (Gusset) R.A2 kips 50.894 R„=F_Ab =0.75(LRFD), Q=2.00(ASD) ASD Weld Strength Ratio R/S2 I kips 50.894 Minimum from above. U16RO597A Page 63 of 189 ry LJ C 0 Q Project No. : U16RO597A B U I L. 0 I M G S G R O U P Description : LINE 3 BELOW MEZZ A DIVISION OF NUCOR CORPORAMN Engineer : TWB Angle Bracing (AISC 14th ]Edition) Date : 10/4/2016 per AISC Steel Construction Manual(14th Edition)and CAN/CSA S16-09-A National Standard of Canada Version:2015.9.14(Date:09/14/15)By NBG-GS GENERAL INFORMATION: Design Method, (ASD/LRFD/LSD): Allowable Stress Ratio,ASR: 1.20 *Note: The"Applied Horizontal Load"shall be the resultant from the Applied Horizontal Load: 77.994 kips.* controlling load combination including combinations with over-strength factors for connection analysis. Brace Geometry: Select Brace Type: Independent Crane Columns No. of Braced Bays,n: 1 APPLIED LOAD + - RIGHT Module Width,b: 25.0000 ft. _ _ _ _ __ _ _ _ __ _ _ BOTTOM Tier Height,h: 9.0000 ft. a�E ®Column Properties: Built-Up BRACE CLEVIS OYP.) Column Web Depth, dam,: 12.0 in. ®\\ (2)ANGLE BRACES Web Thickness,tom,: 0.150 in. \ Flange Width,bf: 6.0 in. \ Flange Thickness,tf: 0.3125 in. \ \ BRACE INFORMATION: O Single 0 Doubled / \ Select Brace Size: L4X3X1/2 // PLATE© \\ crm•) Angle Brace Material: A36 \ No. of Bolts/Connx,nb: 2 \\ e Bolt Spacing, S: 3.75 Bolt Diameter, db: 1"0 FLOIOR Bolt Material: A490 1 MODULE WIDTH, b 1� OF COLUMN APPLIED LOADS: SLENDERNESS LIMITS: Required Tensile Strength, RD: 82.894 kips. Slenderness Ratio, L/r.: 252 OK AISC DIMENSION CRITERIA: Required End Distance, lv: 1.75 in. Required Edge Distance, l h: 1.25 in. Required Bolt Spacing, S: 2.6667 in. Drift: 0.1490 in. Stick Len: 26.0000' DESIGN RESULTS: Rigidity: 523.4 k/in Total Sys Wt: 1467 lb Combined Tension& Shear Results: OK Remarks ASD Allowable Strength Ratio 0.814 See AISC Section J4 Nominal Tensile Yielding Strength (Angle) R„/Q kips 140.120 R„=Fy As =0.90(LRFD), 0=1.67(ASD) Nominal Tensile Rupture Strength (Angle) RD/t2 kips 121.707 R.=F.Aeff Nominal Block Shear Strength (Angle) RD/92 kips 101.088 R =0.6 F A_+F A<<_0.6 Fy Ate,+F.At Nominal Bearing Strength (Angle) RD/92 kips 84.825 R =1.2 Le t F <_2.4d t F Nominal Shear Strength (Bolts) RD/92 kips 117.810 R =F_Ab =0.75(LRFD), Q=2.00(ASD) ASD Allowable Strength RD/S2 I kips 1 101.790 Minimum from above. U16RO597A Page 64 of 189 ry V C C3 R Project No. : U16RO597A B U I L. 0 I IV G S GROUP Description: LINE 3 BELOW MEZZ A DMsioN of NUCOR CoxroRAMN Engineer: TWB Angle Bracing (AISC 14th Edition) Date: 10/4/2016 per AISC Steel Construction Manual(14th Edition)and CAN/CSA S16-09-A National Standard of Canada Version:2015.9.14(Date:09/14/15)By NBG-GS GENERAL INFORMATION: Angle Clearance @ Column: 3/4 in. Gusset Plate Thickness, tg: 1 in. B /R Gusset Plate Material: A572 Gr. 50 W Gusset Height Override: 25 in. R ,' Base Plate Thickness, tba,e: 3/8 in. M ' Cap Plate Thickness, tip: 3/8 in. ev �i//7 a Column Depth, de: 12.625 in. Rh eh Required Tensile Strength, R: 82.89 kips / Vert.Component Strength, R,: 28.08 kips ' Horiz.Component Strength, Rh: 77.99 kips F F : •• < Vertical Eccentricity, e,,: 10.03 in. Horizontal Eccentricity, eh: 3.07 in. Gusset Plate Height, A: 25.0000 in. Gusset Plate Width, B: 10.0000 in. Splice Plate Size, C: l"x 4"x 18.5"F}r 36 ksi Gusset Plate Weld, W: 3/8 in. DOUBLE PASS FILLET WELD REQUIRED! Minimum FLANGE Thickness: 0.274 in. GUSSET LENGTH CAN BE OVERRIDDEN TO REDUCE WELD REQUIREMENTS. WELD INFORMATION: Moment,M= R h (e )+ R (e h) = 868.24 in.-k Vertical Force,f„ =RY2Lweld = 0.56 k/in. 3 Moment of Inertia,Ip =Lweld 12 = 1302.08 in.' Horizontal Force, fh Rh 2L = 1.56 k/in. = weld 2 Section Modulus,Sx =Lweld 6 = 104.17 in.2 Flexure Force,fb =�12S, = 4.17 _k/in. Resultant Force,f, _ (fb+fh�2+fv = 5.75 k/in. DESIGN RESULTS: Gusset Plate Results: OK Remarks ASD Allowable Strength Ratio 0.443 See AISC Section J4 ASD Weld Strength Ratio 0.861 R =0.6 F_(Sin 0)(SW ld) Nominal Weld Strength (Gusset) R„/S2 k/in. 6.682 =0.75(LRFD), Q=2.00(ASD) Nominal Flexural Strength (Gusset) Mn/K2 in-kips 5246.619 M =Per AISC Section F11 =0.90(LRFD), Q=1.67(ASD) Nominal Shear Yielding Strength (Gusset) R,112 kips 1771.377 Ra=0.6Fy A,; where 0=1.00, Q=1.50 Nominal Shear Rupture Strength (Gusset) R„/92 kips 1649.374 R =0.6Fa Aar, Nominal Block Shear Strength (Gusset) R„/92 kips 213.133 R =0.6 F Aar,+F A<<_0.6 Fy As +F.At Nominal Bearing Strength (Gusset) R„/92 kips 187.200 R =1.2 L,t F <_2.4d t F =0.75(LRFD), Q=2.00(ASD) ASD A R/S2 kips 187.2001 0 Minimum from above. U16RO597A Page 65 of 189 �~ LJ C L7 F=Z Project No. : U16RO597A B u 1 L v 1 N C3 S 43 R o u P Description: LEW BRACING A DIVISION OF NUCOR CORPORATION Engineer: TWB Anchor Bolt Checks (AISC 14th Edition) Date : 10/4/2016 per RISC Steel Construction Manual(14th Edition) Version:2015.01.26(Date:01/26/15)By NBG-GS GENERAL INFORMATION: FRAME REACTIONS Design Method,(ASD/LRFD): AISC(ASD) Axial Y Allowable Stress Ratio,ASR: 1.00 (Y-Axis) X g`�`e Pyasl Frame Reactions: (Longitudinal Combinations) Tensile Reaction,(y-axis): kips. Shear Reaction,(x-axis): kips. BRACE REACTIONS Bracing Reactions: (Longitudinal Combinations) Y Tensile Reaction,(y-axis): 25.600 "q kips. Axial Shear Reaction,(z-axis): b,54.200 kips. (Y-Axis) Y ANCHOR BOLT INFORMATION: X L Anchor Bolt Material: TM Gr.55 Z Anchor Bolt Size,d b: 1'/4"0 No. of Anchor Bolts,n: 4 Z APPLIED LOADS: Required Tensile Strength, ft: 25.600 kips. Required Shear Strength, f,: 54.200 kips. DESIGN RESULTS: Tension Only Results: OK Remarks Tensile Strength Ratio(y-axis) ft/Ft 0.220 R t=Ft Ab ASD Allowable Tensile Strength, Rnt/Q Ft kips 116.365 Q=2.00(ASD) �=0.75(LRFD) Shear Only Results: OK Remarks Shear Strength Ratio(xz-axis) f,/F, 0.776 R_=F_Ab ASD Allowable Shear Strength, Rnv/Q F, kips 69.819 n=2.00(ASD) �=0.75(LRFD) Combined Tension&Shear Results: OK Remarks Combined Tensile Strength Ratio ft/F't 0.349 R.=F.Ab Combined Shear Strength Ratio f,/F', 0.796 n=2.00(ASD) �=0.75(LRFD) ASD Available Tensile Strength,Rnt Q F't kips 73.354 F'ot=Ft[I-(nf /F_)2]12<Fot (ASD)' ASD Available Shear Strength, Rnv/n F'v kips 1 68.109 F_=F_[1-(sift/Fo)2]"<_F_ (ASD)` *User Note:The elliptical relationship for combined strength has been adopted per the AISC commentary. (Eq.C-J3-8a&C-J3-8b) U16RO597A Page 66 of 189 �~ LJ C L7 F=Z Project No. : U16RO597A B u 1 L v 1 N G S 4M R o u P Description: Top Cub Aircraft A DIVISION OF NUCOR CORPORATION Engineer: TWB Anchor Bolt Checks (AISC 14th Edition) Date : 10/4/2016 per RISC Steel Construction Manual(14th Edition) Version:2015.01.26(Date:01/26/15)By NBG-GS GENERAL INFORMATION: FRAME REACTIONS Design Method,(ASD/LRFD): AISC(ASD) Axial Y Allowable Stress Ratio,ASR: 1.00 (Y-Axis) X g`�`e Pyasl Frame Reactions: (Longitudinal Combinations) Tensile Reaction,(y-axis): 17.530 skips. Shear Reaction,(x-axis): 65.000 kips. BRACE REACTIONS Bracing Reactions: (Longitudinal Combinations) Y Tensile Reaction,(y-axis): 64.680 kips. Axial (Y-Axis) Shear Reaction,(z-axis): b,_ 67.200 kips. Y ANCHOR BOLT INFORMATION: X Z hea, Anchor Bolt Material: Gr.105 %s� Z Anchor Bolt Size,d b: 1'/4"0 No. of Anchor Bolts,n: 8 Z APPLIED LOADS: Required Tensile Strength, ft: 82.210 kips. Required Shear Strength, f,: 93.492 kips. DESIGN RESULTS: Tension Only Results: OK Remarks Tensile Strength Ratio(y-axis) ft/Ft 0.212 R t=Ft Ab ASD Allowable Tensile Strength, Rnt/Q Ft kips 387.884 Q=2.00(ASD) �=0.75(LPFD) Shear Only Results: OK Remarks Shear Strength Ratio(xz-axis) f,/F, 0.402 R_=F_Ab ASD Allowable Shear Strength, Rnv/Q F, kips 232.731 n=2.00(ASD) �=0.75(LRFD) Combined Tension&Shear Results: OK Remarks Combined Tensile Strength Ratio ft/F't 0.231 R.=F.Ab Combined Shear Strength Ratio f,/F', 0.411 n=2.00(ASD) �=0.75(LRFD) ASD Available Tensile Strength,Rnt Q F't kips 355.210 F'ot=Ft[I-(nf /F_)2]12<Fot (ASD)' ASD Available Shear Strength, Rnv/n F'v kips 227.443 F_=F_[1-(sift/Fot)2]11<_F_ (ASD)` *User Note:The elliptical relationship for combined strength has been adopted per the AISC commentary. (Eq.C-J3-8a&C-J3-8b) U16RO597A Page 67 of 189 1�1 L_J C C3 FR Project No. : U16RO597A B U I L v 1/V G S GROUP Description: CANOPY BEAMS AWSIONOFNocoRCOO RATION Engineer: TWB BEAM-COLUMN S.S. (AISC 14th Edition) Date: 9/28/2016 MAIN REPORT:DESIGN SUMMARY Version:2015.04.22(Date:04/22/15)By NBG GENERAL INFORMATION S an and Loa din Conditions (ENTER DATA IN GRAY SHADED CELLS!) STRESS DEFLEC. CHECK CHECK Remarks Member Length Lbx ft. 4.00 8.00 Assumes Lbx=L Unbraced Length-Minor Lb, ft. 4.00 8.00 Consideration of Tension Field Action for Shear FALSE FALSE FALSE FALSE <=See cell comment&Chapter G. Clear Distance between Transverse Stiffeners a in. <=See cell comment&Section G2. Lateral-torsional buckling factor Cb 1.000 1.000 1.000 1.000 <= See cell comment Kx Factor K. 2.100 1.000 1.000 1.000 Ky Factor Ky 1.000 1.000 1.000 1.000 Kz Factor Kz 1.000 1.000 1.000 1.000 <= See cell comment SECT/ON GEOMETRY outside now(OF) Select Wide-flange or Built-up Section: WF WF None None Y- bof -� Section Description: W12X26 W12X26 -- -- Enter WF-Section: W12X26 W12X26 tof Total Depth d in. 12.200 12.200 -- - Web Thickness tw in. 0.230 0.230 -- - x-axis d Outside Flange Width bof in. 6.490 6.490 -- - tw Outside Flange Thickness taf in. 0.380 0.380 -- - Inside Flange Width b;f in. 6.490 6.490 -- - Inside Flange Thickness t;f in. 0.380 0.380 -- - t if MATER/AL INFORMAr/ON inside flange(IF) + b if Material Strength Fy ksi 55 55 55 55 Elastic Modulus E ksi 29,000 29,000 29,000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 11,200 11,200 Standard for steel shown Flange Yield Strength Fyf ksi 55 55 55 55 Web Yield Strength Fyw ksi 55 55 55 55 Ultimate Strength F I ksi 1 70 1 70 1 70 70 APPL/ED LOADS Applied Loading includes second order effects. Factor of Safety(Allowable Stress Factor) Sf 1.000 1.000 1.000 1.000 Axial(compression=>+pos., tension=>-neg.) Pa kips 0.500 0.500 Shear(absolute value) Vx kips 4.200 8.400 Major Axis(x-axis) Moment(outside flange in compression=>+pos.) Mx ft-kip 9.900 19.800 Shear(absolute value) Vy kips Minor Axis(y-axis) Moment(absolute value) My ft-kip Design Results: ASD OK OK -- Remarks ASD Combined Strength Ratio CSR 0.099 0.233 -- - Eq.Hl-la or Hl-lb ASD Shear Strength Ratio(x-axis) V x/Vcx 0.077 0.153 -- - Major Axis(x-axis) ASD Shear Strength Ratio(y-axis) V,^y 0.000 0.000 -- -- Minor Axis(y-axis) Deflection Results Major-axis OK OK -- -- Remarks Deflection Limits(about x-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e.360=U360) Maximum Deflection(about x-axis) Amax in. 0.267 in. 0.533 in. 0.000 in. 0.000 in. Member Deflection(about x-axis) Ax_ax;s in. 0.005 in. 0.039 in. -- -- Ax- ;a<_Am- Deflection Results Minor-axis OK OK -- -- Remarks Deflection Limits(about y-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e.360=U360) Maximum Deflection(about y-axis) Amax in. 0.267 in. 0.533 in. 0.000 in. 0.000 in. Member Deflection(about y-axis) A-axs in. 0.000 in. 0.000 in. -- -- Ay_ax;s 5 Amax U16RO597A Page 68 of 189 1�1 L_J C C3 FR Project No. : U16RO597A B U I L v 1/V G S GROUP Description: CANOPY BEAMS AWSIONOFNocoRCOO RATION Engineer: TWB BEAM-COLUMN S.S. (AISC 14th Edition) Date: 10/4/2016 MAIN REPORT:DESIGN SUMMARY Version:2015.04.22(Date:04/22/15)By NBG GENERAL INFORMATION S an and Loa din Conditions (ENTER DATA IN GRAY SHADED CELLS!) Remarks Member Length Lbx ft. 22.00 Assumes Lbx=L Unbraced Length-Minor Lb, ft. 11.00 Consideration of Tension Field Action for Shear FALSE FALSE FALSE FALSE <=See cell comment&Chapter G. Clear Distance between Transverse Stiffeners a in. <=See cell comment&Section G2. Lateral-torsional buckling factor Cb 1.000 1.000 1.000 1.000 <= See cell comment Kx Factor K. 2.100 1.000 1.000 1.000 Ky Factor Ky 1.000 1.000 1.000 1.000 Kz Factor Kz 1.000 1.000 1.000 1.000 <= See cell comment SECTION GEOMETRY outside flanges(OF) Select Wide-flange or Built-up Section: BU None None None 3-axisbof -� Section Description: BUlOx39 -- -- Enter WF-Section: tof Total Depth d in. 9.750 -- -- -- Web Thickness to in. 0.188 -- -- -- x-axis d Outside Flange Width bof in. 8.000 -- -- -- tw Outside Flange Thickness taf in. 0.625 -- -- -- Inside Flange Width bif in. 8.000 -- -- -- Inside Flange Thickness of in. 0.625 -- -- __ t if MATERIAL INFORMATION msrde flange(IF) + b if Material Strength Fy ksi 55 55 55 55 Elastic Modulus E ksi 29,000 29,000 29,000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 11,200 11,200 Standard for steel shown Flange Yield Strength Fyf ksi 55 55 55 55 Web Yield Strength Fyw ksi 55 55 55 55 Ultimate Strength F ksi 70 70 70 70 APPLIED LOADS Applied Loading includes second order effects. Factor of Safety(Allowable Stress Factor) Sf 1.000 1.000 1.000 1.000 Axial(compression=>+pos., tension=>-neg.) Pa kips 63.000 Shear(absolute value) Vx kips Major Axis(x-axis) Moment(outside flange in compression=>+pos.) Mx ft-kip 5.000 Shear(absolute value) Vy kips Minor Axis(y-axis) Moment(absolute value) My ft-kip Design Results: ASD OK -- Remarks ASD Combined Strength Ratio CSR 0.670 -- - Eq.Hl-la or Hl-lb ASD Shear Strength Ratio(x-axis) V x/Vcx 0.000 -- -- - Major Axis(x-axis) ASD Shear Strength Ratio(y-axis) V,^y 0.000 -- -- -- Minor Axis(y-axis) Deflection Results Major-axis OK -- -- -- Remarks Deflection Limits(about x-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e.360=U360) Maximum Deflection(about x-axis) Amax in. 1.467 in. 0.000 in. 0.000 in. 0.000 in. Member Deflection(about x-axis) Ax_axis in. 0.069 in. -- -- -- Ax <Am- Deflection Results Minor-axis OK -- -- -- Remarks Deflection Limits(about y-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e.360=U360) Maximum Deflection(about y-axis) Amax in. 1.467 in. 0.000 in. 0.000 in. 0.000 in. Member Deflection(about y-axis) A_axis in. 0.000 in. -- -- -- Ay_axis 5 Amax U16RO597A Page 69 of 189 Simple Span Channel Bending (AISC 14th) Note: This Spreadsheet is valid onlyfor sim le s an AISC channel sections with uniform loads,pinned at both ends. Date:1 9/28/2016 Project No.: U16R0597A Engineer: TWB Project Name: Top Cub Aircraft Simple Span Channel Bi-Axial Bending and Axial Compression: Version:2013.12.06(Date:12106113)By NBS-GS ENTRANCE BSW FO JAMBS Span and Loading Conditions �x bar AISC Channel Section Properties: Member Length L Total Depth d 6.00 in. Clear inside radius T 4.38 in. Number of brace points(Maximum 7): O.F.F.to web toe k 0.81 in. Location along member from left end(ft): Area A 3.08 in.^2 T Flange Width bf 2.03 in. k Flange Thickness tf 0.34 in. Web Thickness tw 0.31 in. Re Weight per Foot Wt. 10.501b/ft Moment of Inertia Ix 15.10 in.^4 Section Modulus Sx 5.04 in.^3 Radius of Gyration rx 2.22 in. Plastic Modulus Zx 6.18 in.^3 Unbraced Length Lb 84 in. T X X d Moment of Inertia Iy 0.86 in.^4 Applied Loads Section Modulus Sy 0.56 in.^3 X-axis Uniform Load(+Dn) wx 0.250 k/ft Radius of Gyration ry 0.53 in. Y-axis Uniform Load(+Dn) WY Plastic Modulus Zy 1.14 in.^3 Axial Compressive Load(+C) P 6.00 kips k T T Shear Center Location eo 0.49 in. Wind or Gravity Loading(W/G) G Neutral axis to outside Stress Factor 1.00 of channel web x bar 0.50 in. eo Torsional Constant J 0.13 in.^4 Channel Section: C6XI0.5 •1 Warping Constant Cw 5.91 Dist.Between Flange ho 5.66 in. Centroids Channel Yield Strength Fy 36 ksi Effective Radius its 0.669 E 29000 ksi of Gyration G 11200 ksi Results/Warnings: Final Design Loads Simple Span Moment(X-Axis) Mx(ft-kip) 1.53 Channel Good Simple Span Moment(Y-Axis) My(ft-kip) 0.00 Shear (X-axis) Va(kip) 0.88 Shear (Y-axis) Va(kip) 0.00 Critical Shear Stress Ratio 0.036 Critical Bending Stress Ratio 0.172 Combined Stress Ratio 0.489 Simple Span Strong Axis Deflection: 0.031 in. =L/2724 Simple Span Weak Axis Deflection: 0.000 in. =L/0.00 9/28/2016 Nucor Building Systems U16RO597A Page 70 of 189 Simple Span Channel Bending (AISC 14th) Calculations: Version:2013.12.06(Date:12106113)By NBS-GS Compactness Checks per AISC 14th:Chapter B-Case 10 Noncompact Compact Limit Limit bf/tf Defined As: Flange check 10.785 28.382 5.930 Compact Bending Checks per AISC 14th:Chapter F2-Major Axis Mrx(kip-in) 18.67 Lp 26.43 BIx 1.0159 Fcr 47.88 ksi Lr 151.54 Yielding Mn(kip-in) 222.48 Lateral-Torsional Buckling Mn(kip-in) 178.55<<Controlling Case>> Allowable Strength Mcx(kip-in) 106.91 X-axis bending ratio Mrx/Mcx 0.172 Bending Checks per AISC 14th:Chapter F6-Minor Axis Bly 1.3797 Mry(kip-in) 0 Yielding Mn(kip-in) 32.31 Lateral-Torsional Buckling Mn(kip-in) Limit State Does Not Apply Allowable Strength Mcy(kip-in) 19.35 Y-axis bending ratio Mry/Mcy 0.000 Shear Checks per AISC 14th:Chapter G2-Major Axis Nominal Shear Strength Vnx(kips) 40.6944 h/tN 13.933 Allowable Shear Strength Vcx(kips) 24.37 Cv 1 Note:Only for Channels with Unstiffened Webs Aw 1.88 in.^2 X-axis shear ratio Vrx/Vcx 0.036 Shear Checks per AISC 14th:Chapter G7-Minor Axis Nominal Shear Strength Vn,(kips) 30.1389984 b/tr 5.930 Allowable Shear Strength Vcy(kips) 18.047 Cv 1 Aw 1.40 in.^2 Y-axis shear ratio VryNcy 0.000 Kx Factor,Kx 1 (AISC 14th) Ky Factor,Ky 1 (AISC 14th) Kz Factor,Kz 1 (AISC 14th) Cbx 1 (AISC 14th) Cby 1 (AISC 14th) Cmx 1 (AISC 14th) Cray 1 (AISC 14th) a 1.6 (AISC 14th) Axial Compression per AISC 14th:Chapter E Fey(ksi) 11.35(E4-8) (KL/r)x 37.84 Fex(ksi) 199.91 (E4-7) (KL/r)y 158.79 Fez(ksi) 88.28(E4-9) (KL/r)max 158.79 Section E2 Fe(ksi) 11.10(E4-5) 4.71*SQRT(E/Fy) 133.68 Section E3 Fcr(ksi) 9.73(E3-3 or E34) ro(in) 2.48(E4-11) Pn(kips) 29.98(E3-1) H 0.84(E4-10) Pc(kips) 17.95 Section El Combined Axial Compression and Bending per AISC 14th:Chapter Ill Pr/Pc 0.334 Section HI CSR 0.489(HI-la or Hl-lb) 9/28/2016 Nucor Building Systems U16RO597A Page 71 of189 N U C 0 R Project No. : U16RO597A Description: Top Cub Aircraft BUILDINGS GROUP Engineer: TWB ADMKONOFNUCORCORPORATION Date : 9/28/2016 ]FASCIA AND CANOPY LOADS Geometry Version 2015.09.30(09/30/15)By NBG-GS Location: Design Type:!Canopy w Horizontal Beam:l,sloped Fascia Height [A]: 0.0000 ft Bot.of Fascia to F.F. [B]: 0.0000 ft At Eave?: No Horizontal to F.F. [C]: 8.0000 ft Horizontal Projection [D]: 3.0000 ft Girt Offset [E]: 8.00 in Fascia Vertical Depth [F]: 0.00 in Horizontal Member Depth [G]: 12.00 in Tributary Width: 11.5000 ft Single Sloped: No • Rigid Frame: Yes #of Columns: 3 Load Interior Columns No Load SW Columns: SSW Canopy Attachment Elevation: 9.0000 ft 15.0000 ft Building Length: 200.00 ft I, D:3.0000' I I I I I G: 12" I I I I I I I E:8" I I I I I I I C:8.0000' I I I I T � I I I S I Finish Floor Elevation U16RO597A Page 72 of 189 N U C Q R Project No. : U16RO597A Description: Top Cub Aircraft BUILDINGS GROUP Engineer: TWB A DIVISION OF NUCOR CORPORATION Date: 9/28/2016 ]FASCIA AND CANOPY ]LOADS Applied Loads Version 2015.09.30(09/30/15)By NBG-GS Building Code:FIFC 2012/ASCE 7-10 Roof Dead: 10.00 psf Fascia Vert.Wt.: 0 plf Roof Collateral: 5.00 psf Horz.Beam Wt.: 30 plf Roof Live: 20.00 psf Face Panel Weight: 0.00 psf Roof Snow: 21.00 psf Horz.Wind Pressure: 0.00 psf Drift Max.: 74.07 psf Wind Uplift:��50.00 5.00 psf Drift Width(Wd): 17.2000 ft Gutter/Aux.Line Load: plf Seismic Horz.: 0.50 kips LJ Load Combinations Load Case Combination Name: I Comb.#1 DL I COL I LL I SL WIR W1L DL+COL+LL 1 1.000 1.000 1.000 DL+COL+SL 2 1.000 1.000 1.000 0.6DL+0.6W1R 3 0.600 0.600 0.6 DL+0.6 W 1 L 4 0.600 0.600 DL+COL+0.75(SL+0.6 W 1 R) 5 1.000 1.000 0.750 0.450 DL+COL+0.75(SL+0.6 W 1 L) 6 1.000 1.000 0.750 0.450 DL+COL+0.75(LL+0.6 W 1R) 7 1.000 1.000 0.750 0.450 DL+COL+0.75(LL+0.6 W 1R) 8 1.000 1.000 0.750 0.450 9 10 AuxLd: 575 lb t t WL 4403 plf Drift: 703 min,852 max plf SL:242 plf LL:230 plf COL:58 plf DL: 145 plf Horizontal U16RO597A Page 73 of 189 N U C Q R Project No. : U16RO597A Description : Top Cub Aircraft BUILDINGS GROUP Engineer : TWB A DIVISION OF NUCOR CORPORATION Date : 9/28/2016 ]FASCIA AND CANOPY LADS Load Results Version 2015.09.30(09/30/15)By NBG-GS Member Sign Convention: +P♦1 d�i +P +v + Comb. Connx. Sign Convention: No. Name 1 DL+COL+LL +M L+COL+SL 3 0.6DL+0.6W1R .6 DTqM.7W 11� 5 DL+COL+0.75(SL+0.6 W1R) 1.+C.,(n)l.+O.75(SL+0.6 W 1L Horizontal Spacer 7 DL+COL+0.75(LL+0.6 W1R) 9 10 By Case By Combination DL COL LL SL W1R W1L EQ 1 2 3 4 5 6 7 8 9 Axial(P,kips) O Shear(V,kips) -1.0 -0.2 -0.7 -3.1 1.2 1.2 -1.9 -4.2 0.1 0.1 -2.9 -2.9 -1.2 -1.2 Moment M,ft-ki -2.4 -0.3 -1.0 -4.5 1.8 -3.7 -7.1 -0.3 -0.3 -5.2 -5.2 -2.6 -2.6 Axial(P,kips) Shear(V,kips) -1.0 -0.2 -0.7 -3.1 1.2 1.2 -1.9 -4.2 0.1 0.1 -2.9 -2.9 -1.2 -1.2 Moment M,ft-ki -3.1 -0.4 -1.5 -6.5 2.6 2.6 -4.9 -9.9 -0.3 -0.3 JWl -7.1 -3.4 -3.4 Axial(P,kips) 0.5 © Shear(V,kips) -1.0 -0.2 -0.7 -3.1 1.2 1.2 -1.9 -4.2 0.1 0.1 -2.9 -2.9 -1.2 -1.2 Moment M,ft-kipi 0.3 1.0 4.5 -1.8 -1.8 3.7 7.1 0.3 0.3 5.2 5.2 2.6 2.6 Axial(P,kips) 0.5 © Shear(V,kips) -1.0 -0.2 -0.7 -3.1 1.2 1.2 -1.9 -4.2 0.1 0.1 -2.9 -2.9 -1.2 -1.2 Moment M,ft-kip) 3.1 0.4 1.5 6.5 -2.6 -2.6 4.9 9.9 0.3 0.3 7.1 7.1 3.4 3.4 U16RO597A Page 74 of 189 N V C OQ Project No. U16RO597A BUILDINGS GROUP Description: PARAPET STUB A DIVISION OF NUCOR CORPORATION Engineer: TWB ]End-Plate Moment Connections(AISC 14th Edition) Date : 9/28/2016 per AISC Moment End-Plate Connections(Design Guide 16)&AISC Steel Construction Manual(14th Edition) Version:2015.08.26(Date:08/26/15)ByNBG-GS GENERAL INFORMATION: Design Method,(ASD/LRFD): ASD Allowable Stress Ratio,ASR: 1.00 APPLIED LOADS: Required Axial Strength,P,: 'kips. Required Shear Strength, V,: 5.000 kips. Required Moment Strength,M,: 12.000 ft-kips. t't'q�'Toi Required Column Axial Strength,P.: kips. BOLT INFORMATION: by Bolt Material: A325 Bolt Diameter,d b: s Pretensioned? Bolt Dimensions: ❑ Check Box if Yes J gomo"t Bolt Gage,g: 3.5 in. Bolt Dimension,Pf: 1.1875 in. Bolt Dimension,P b: -- in. Bolt Spacing,S: -- in. Two—Bolt Unstlffened (Flush) SECTION GEOMETRY: LEFT Beam Slope:— RIGHT Section Designation: BU'�ion d. sec Web Depth,d W:(wF=Total Depth,d) 12.0 in. 18.0 in. STIFFENER Web Thickness,t.: 0.15 in. 0.125 in. Flange Width,b f: 6.0 in. �f tl °` 6.0 in. tlw tl Outside Flange Thickness,t of: 0.25 in. if 0.25 in. Inside Flange Thickness,t if: 0.25 in. '-f do'if t;f 0.25 in. Column Stiffener Information: tl Stiffener Designation: F3.25 (0) Beam-To-Col. O Beam-To-Beam Stiffener to Web Weld: FWS3 ENDPLATE INFORMATION: Plate Width,b P: 6.0 in. Plate Width,b p: 6.7"q in. Plate Thickness,t p: 0.25 in. Plate Thickness,t p: 0.375 in. Plate Yield Strength,Fpy: 55.0 ksi. Plate Yield Strength,Fpy: 55.0 ksi. tp required for"Thick Plate"behavior: 0.2472 in. tP required for"Thick Plate"behavior: 0.2472 in. Weld Information: Weld Information: Plate Flange Weld: FWD3 Plate Flange Weld: FWD3 Plate Web Weld: FWS3 Plate Web Weld: WP14 End-Plate Stiffener Information: End-Plate Stiffener Information: Stiffener Designation: None Stiffener Designation: Stiffener Weld: Stiffener Weld: C __ -- in. Stiffener Length: -- in. ESIGN RESULTS OK WARNINGS Plate Yield Ratio (Left End-Plate): 0.880 Plate Yield Ratio (Right End-Plate): 0.391 Bolt Tension&Shear Ratio: 0.308 Beam Weld Ratio (Left End-Plate): 0.157 Beam Weld Ratio ([tight End-Plate): 0.138 Stiffener Ratio (Left End-Plate): -- Stiffener Ratio (Right End-Plate): -- Column Stiffener Ratio: 0.291 Column Web Panel Zone Shear: 0.212 U16RO597A Page 75 of 189 V C 0 R Project No. : U16RO597A B 11J I L U I N G S GROUP Description: PARAPET STUB A DIVISION OF NUCOR CORPORATION Engineer: TWB ]End-Plate Moment Connections(AISC 14th]Edition) Date : 9/28/2016 per AISC Moment End-Plate Connections(Design Guide 16)&AISC Steel Construction Manual(14th Edition) Version:2015.08.26(Date:08/26/15)ByNBG-GS DETAILING INFORMATION GENERAL DIMENSIONS: bp Standard Bolt Dimensions: Number of Bolts,n: 4 Bolt Diameter,d b: %"o,A325 • • `� Bolt Gage,g: 3.5 in. Bolt Dimension,Pr: 1.1875 in. Bolt Dimension,Pr,: -- in. _ Bolt Dimension,S: -- in. Minimum Edge Distance,d e: -- in. Maximum Flange Thickness,t f 0.25 in. a WEB Distance from nth bolt row to center of end-plate,x„: WELD Distance from outside row,x 0: in. t P Distance from 1 st interior row,x 1: 7.8125 in. WELD Distance from 2"d interior row,x 2: in. • • Distance from 3`d interior row,x 3: in. dw STIFFENER °t d TWO—BOLT FLUSH UNSTIFFENED if Hdif Left and Right Connection Plate Dimensions: Left Inside Flange Width: 6 in. Right End-Plate Width,bp: 6 in. Left Inside Flange Thickness: 0.25 in. Right End-Plate Thickness,tp: 0.375 in. Column Stiffener to Flange Weld: FWD3 Right End-Plate Flange Weld: FWD3 Column Web to Flange Weld: FWS3 Right End-Plate Web Weld: WP13 End-Plate Length,l p: 18.5 in. End-Plate Length,l p: 18.5 in. Column Stiffener Designation: F3.25 Column Stiffener to Web Weld: FWS3 End-Plate Stiffener Information: Additional Column Stiffener: None Right End-Plate Stiffener: None Additional Column Stiffener Weld: None Right End-Plate Stiffener Weld: None Additional Column Stiffener Length: -- in. Right End-Plate Stiffener Length: -- in. U16RO597A Page 76 of 189 V C 0 R Project No. : U16RO597A BUILDINGS GROUP Description: CANOPY CONN. A DIVISION OF NUCOR CORPORATION Engineer: TWB ]End-Plate Moment Connections(AISC 14th]Edition) Date : 9/28/2016 per AISC Moment End-Plate Connections(Design Guide 16)&AISC Steel Construction Manual(14th Edition) Version:2015.08.26(Date:08/26/15)ByNBG-GS GENERAL INFORMATION: Design Method,(ASD/LRFD): ASD Allowable Stress Ratio,ASR: 1.00 O APPLIED LOADS: Required Axial Strength,P,: R.9"kips. Required Shear Strength, V,: 4.200 kips. Required Moment Strength,M,: 9.900 ft-kips. Required Column Axial Strength,P.: kips. O �¢'�'•b BOLT INFORMATION: ) Bolt Material: A325 Bolt Diameter,d b: s Pretensioned? Bolt Dimensions: ❑ Check Box if Yes Bolt Gage,g: 3.5 in. f+Pos o�utrw rlanga in Comprossion) Bolt Dimension,Pf: 1.1875 in. Bolt Dimension,P b: 2.875 in. Bolt Spacing,S: -- in. Four—Bolt Unatiffered (Extended) SECTION GEOMETRY: LEFT Beam Slope: 0:12 RIGHT Section Designation: BU' on d. W12X26 Web Depth,d W:(wF=Total Depth,d) 12.0 in. 12.2 in. STIFFENER Web Thickness,tw: 0.15 in. 0.23 in. Flange Width,b f: 6.0 in. �r tl °f 6.49 in. tlw tl Outside Flange Thickness,tof: 0.1875 in. If 0.38 in. Inside Flange Thickness,t if: 0.25 in. tof do'if t;f 0.38 in. Column Stiffener Information: tl Stiffener Designation: F25.38 (0) Beam-To-Col. O Beam-To-Beam Stiffener to Web Weld: FWS3 ENDPLATE INFORMATION: Plate Width,b P: 6.0 in. Plate Width,b p: 8.7"q in. Plate Thickness,t p: 0.25 in. Plate Thickness,t p: 0.375 in. Plate Yield Strength,Fpy: 55.0 ksi. Plate Yield Strength,Fpy: 55.0 ksi. tp required for"Thick Plate"behavior: 0.2132 in. tP required for"Thick Plate"behavior: 0.1948 in. Weld Information: Weld Information: Plate Flange Weld: FWD3 Plate Flange Weld: FWD3 Plate Web Weld: FWS3 Plate Web Weld: WP14 End-Plate Stiffener Information: End-Plate Stiffener Information: Stiffener Designation: None Stiffener Designation: Stiffener Weld: Stiffener Weld: C __ -- in. Stiffener Length: -- in. ESIGN RESULTS OK WARNINGS Plate Yield Ratio (Left End-Plate): 0.649 Plate Yield Ratio (Right End-Plate): 0.243 Bolt Tension&Shear Ratio: 0.186 Beam Weld Ratio (Left End-Plate): 0.208 Beam Weld Ratio (Right End-Plate): 0.132 Stiffener Ratio (Left End-Plate): -- Stiffener Ratio (Right End-Plate): -- Column Stiffener Ratio: 0.314 Column Web Panel Zone Shear: 0.275 U16RO597A Page 77 of 189 V C 0 R Project No. : U16RO597A BUILDINGS GROUP Description: CANOPY CONN. A DIVISION OF NUCOR CORPORATION Engineer: TWB ]End-Plate Moment Connections(AISC 14th]Edition) Date : 9/28/2016 per AISC Moment End-Plate Connections(Design Guide 16)&AISC Steel Construction Manual(14th Edition) Version:2015.08.26(Date:08/26/15)ByNBG-GS DETAILING INFORMATION GENERAL DIMENSIONS: by Standard Bolt Dimensions: Number of Bolts,n: 8 Bolt Diameter,d b: %"o,A325 Bolt Gage,g: 3.5 in. a° tf. max Bolt Dimension,Pr: 1.1875 in. • a Bolt Dimension,Pro: 1.3125 in. Bolt Dimension,S: -- in. 'g Minimum Edge Distance,d e: 1.125 in. Maximum Flange Thickness,t f m 0.38 in. a WEB Distance from nth bolt row to center of end-plate,x„: WELD FLANGE Distance from outside row,x 0: 7.4075 in. t WELD p Distance from 0 interior row,x 1: 4.5325 in. Distance from 2"d interior row,x 2: in. Distance from 3`d interior row,x 3: in. 0 dw STIFFENER L g of d FOUR—BOLT EXTENDED UNSTIFFENED if Hdif Left and Right Connection Plate Dimensions: Left Inside Flange Width: 6 in. Right End-Plate Width,bp: 8 in. Left Inside Flange Thickness: 0.25 in. Right End-Plate Thickness,tp: 0.375 in. Column Stiffener to Flange Weld: FWD3 Right End-Plate Flange Weld: FWD3 Column Web to Flange Weld: FWS3 Right End-Plate Web Weld: WP13 End-Plate Length,l p: 17.065 in. End-Plate Length,l p: 17.065 in. Column Stiffener Designation: F25.38 Column Stiffener to Web Weld: FWS3 End-Plate Stiffener Information: Additional Column Stiffener: None Right End-Plate Stiffener: None Additional Column Stiffener Weld: None Right End-Plate Stiffener Weld: None Additional Column Stiffener Length: -- in. Right End-Plate Stiffener Length: -- in. U16RO597A Page 78 of 189 Nucor Building Systems LATERAL SUPPORT AT Page: Of: Design Calculations LINE 2 OF THE By: Date: 10/10/2016 ENTRANCE BLDG Check: Date: X Rev.: 2013.12.31 Date: 12/31/2013 a b c model w e -r-r-r- r r r Partially Distributed Uniform ws�—►11, &Linear Loads(+),w(klf) (modelled as equivalent uniform load) a b Point Loads P(kips) x(feet) P P 5.0000 15.0000 Point Load(+),p(kips) 1= P2= l i i i l i i i i i Uniform Load(+) w(klf) p3= P4= P5= Span=L / p6= P7= A B p8= Span: 24.0000 Feet P9= P10= P11= P12= Full Span Uniform Loads Linear and Partially Distributed Uniform Loads P13= w(klf) ws(klf) we(klf) a(ft) b(ft) P14= w1= 11 = P15= w2= 12= P16= w3= 13= P17= w4= 14= P18= w5= 15= p19= 16= P20= End Reactions(Kips) R^ 1.88 RB 3.13 Shear Envelope(Kips) Umax= 1.88 Umin= -3.13 Moment Envelope(Ft-Kips) MA— 0.0000 MB= 0.0000 Minterior + 28.1250 Minterior 0.0000 Pin-Pin Simple Span Beam: Input U16RO597A Page 79 of 189 1�1 L_J C C3 FR Project No. : U16RO597A B U I L v 1/V G S GROUP Description: ENTRANCE BLDG FL 2 LAT AWSIONOFNocoRCOO RATION Engineer: TWB BEAM-COLUMN S.S. (AISC 14th Edition) Date: 10/10/2016 MAIN REPORT:DESIGN SUMMARY Version:2015.04.22(Date:04/22/15)By NBG GENERAL INFORMATION S an and Loa din Conditions (ENTER DATA IN GRAY SHADED CELLS!) Remarks Member Length Lbx ft. 24.00 Assumes Lbx=L Unbraced Length-Minor Lb, ft. 15.00 Consideration of Tension Field Action for Shear FALSE FALSE FALSE FALSE <=See cell comment&Chapter G. Clear Distance between Transverse Stiffeners a in. <=See cell comment&Section G2. Lateral-torsional buckling factor Cb 1.000 1.000 1.000 1.000 <= See cell comment Kx Factor K. 1.000 1.000 1.000 1.000 Ky Factor Ky 1.000 1.000 1.000 1.000 Kz Factor Kz 1.000 1.000 1.000 1.000 <= See cell comment SECTION GEOMETRY outside flanges(OF) Select Wide-flange or Built-up Section: WF None None None 3-� bof -� Section Description: W12X26 -- -- - Enter WF-Section: W12X26 tof Total Depth d in. 12.200 -- -- - Web Thickness tw in. 0.230 -- -- -- x-axis d Outside Flange Width bof in. 6.490 -- -- -- tw Outside Flange Thickness taf in. 0.380 -- -- -- Inside Flange Width b;f Hn, 6.490Inside Flange Thickness t;f0.380 -- -- __ t if MATERIAL INFORMATION msrde flange(IF) + b if Material Strength Fy ksi 55 55 55 55 Elastic Modulus E ksi 29,000 29,000 29,000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 11,200 11,200 Standard for steel shown Flange Yield Strength Fyf ksi 55 55 55 55 Web Yield Strength Fyw ksi 55 55 55 55 Ultimate Strength F ksi 70 70 70 70 APPLIED LOADS Applied Loading includes second order effects. Factor of Safety(Allowable Stress Factor) Sf 1.000 1.000 1.000 1.000 Axial(compression=>+pos., tension=>-neg.) Pa kips 10.000 Shear(absolute value) Vx kips 3.130 Major Axis(x-axis) Moment(outside flange in compression=>+pos.) Mx ft-kip 28.125 Shear(absolute value) Vy kips Minor Axis(y-axis) Moment(absolute value) My ft-kip Design Results: ASD OK Remarks ASD Combined Strength Ratio CSR 0.548 - Eq.Hl-la or Hl-lb ASD Shear Strength Ratio(x-axis) V x/Vcx 0.057 - -- - Major Axis(x-axis) ASD Shear Strength Ratio(y-axis) V,y/V�y 0.000 -- -- -- Minor Axis(y-axis) Deflection Results Major-axis OK -- -- -- Remarks Deflection Limits(about x-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e.360=U360) Maximum Deflection(about x-axis) Amax in. 1.600 in. 0.000 in. 0.000 in. 0.000 in. Member Deflection(about x-axis) Ax_ax;s in. 0.493 in. -- -- -- Ax <Am- Deflection Results Minor-axis OK -- -- -- Remarks Deflection Limits(about y-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e.360=U360) Maximum Deflection(about y-axis) Amax in. 1.600 in. 0.000 in. 0.000 in. 0.000 in. Member Deflection(about y-axis) A-axs in. 0.000 in. -- -- -- Ay_ax;s 5 Amax U16RO597A Page 80 of 189 Nucor Building Systems BIFOLD TUBE HEADER Page: Of: Design Calculations BSW OF MAIN BLDG By: Date: 9/30/2016 HORZONTAL LOADS-DEAD Check: Date: X Rev.: 2013.12.31 Date: 12/31/2013 a b c model w e -r-r-r- r r r Partially Distributed Uniform ws�—►11, ; ; &Linear Loads(+),w(klf) (modelled as equivalent uniform load) a b Point Loads P(kips) x(feet) P P 0.4840 1.5000 Point Load(+),p(kips) 1= P2= 0.9670 7.5000 lP3= 0.9670 13.5000 Uniform Load(+) w(klf) P4= 0.9670 19.5000 P5= Span=L P6= P7= A B pg= Span: 25.5000 Feet P9= P10= P11= P12= Full Span Uniform Loads Linear and Partially Distributed Uniform Loads P13= w(klf) ws(klf) we(klf) a(ft) b(ft) P14= wl= 11 = P15= w2= 12= P16= w3= 13= P17= w4= 14= P18= W5= 15= p19= 16= P20= End Reactions(Kips) R^= 1.82 RB= 1.56 Shear Envelope(Kips) Umax= 1.82 Umin= -1.56 Moment Envelope(Ft-Kips) MA= 0.0000 MB= 0.0000 Minterior + 12.9606 Minterior 0.0000 Pin-Pin Simple Span Beam: Input U16RO597A Page 81 of 189 Nucor Building Systems BIFOLD TUBE HEADER Page: Of: Design Calculations BSW OF MAIN BLDG By: Date: 9/30/2016 HORZONTAL LOADS-WIND Check: Date: X DOOR CLOSED Rev.: 2013.12.31 Date: 12/31/2013 a b c model w e -r-r-r- r r r Partially Distributed Uniform ws�—►11, &Linear Loads(+),w(klf) (modelled as equivalent uniform load) a b Point Loads P(kips) x(feet) P P 0.2610 1.5000 Point Load(+),p(kips) 1= P2= 0.5220 7.5000 lP3= 0.5220 13.5000 Uniform Load(+) w(klf) P4= 0.5220 19.5000 P5= Span=L P6= P7= A B p8= Span: 25.5000 Feet P9= P10= P11= P12= Full Span Uniform Loads Linear and Partially Distributed Uniform Loads P13= w(klf) ws(klf) we(klf) a(ft) b(ft) P14= w1= 0.0375 11 = P15= w2= 12= P16= w3= 13= P17= w4= 14= P18= W5= 15= p19= 16= P20= End Reactions(Kips) RA= 1.46 RB= 1.32 Shear Envelope(Kips) Umax= 1.46 Umin= -1.32 Moment Envelope(Ft-Kips) MA= 0.0000 MB= 0.0000 Minterior + 10.0332 Minterior 0.0000 Pin-Pin Simple Span Beam: Input U16RO597A Page 82 of 189 Nucor Building Systems BIFOLD TUBE HEADER Page: Of: Design Calculations BSW OF MAIN BLDG By: Date: 9/30/2016 HORZONTAL LOADS-WIND Check: Date: X DOOR OPEN Rev.: 2013.12.31 Date: 12/31/2013 a b c model w e -r-r Partially Distributed Uniform ws�—► '+, &Linear Loads(+),w(klf) (modelled as equivalent uniform load) a b Point Loads P(kips) x(feet) P P 0.0780 1.5000 Point Load(+),p(kips) 1= P2= 0.1560 7.5000 lP3= 0.1560 13.5000 Uniform Load(+) w(klf) P4= 0.1560 19.5000 P5= Span=L P6= P7= A B pg= Span: 25.5000 Feet P9= P10= P11= P12= Full Span Uniform Loads Linear and Partially Distributed Uniform Loads P13= w(klf) ws(klf) we(klf) a(ft) b(ft) P14= wl= 0.0375 11 = P15= w2= 12= P16= w3= 13= P17= w4= 14= Plg= W5= 15= p19= 16= P20= End Reactions(Kips) RA= 0.77 RB= 0.73 Shear Envelope(Kips) Umax= 0.77 Umin= -0.73 Moment Envelope(Ft-Kips) MA= 0.0000 MB= 0.0000 Minterior + 5.1279 Minterior 0.0000 Pin-Pin Simple Span Beam: Input U16RO597A Page 83 of 189 Nucor Building Systems BIFOLD TUBE HEADER Page: Of: Design Calculations BSW OF MAIN BLDG By: Date: 9/30/2016 VERTICAL LOADS-DEAD Check: Date: X Rev.: 2013.12.31 Date: 12/31/2013 a b c model w e r-r-r- r r r Partially Distributed Uniform ws�—►11, &Linear Loads(+),w(klf) (modelled as equivalent uniform load) a b Point Loads P(kips) x(feet) P P 0.2970 1.5000 Point Load(+),p(kips) 1= P2= 0.9670 7.5000 lP3= 0.9670 13.5000 Uniform Load(+) w(klf) P4= 0.9670 19.5000 P5= Span=L P6= P7= A B pg= Span: 25.5000 Feet P9= P10= P11= P12= Full Span Uniform Loads Linear and Partially Distributed Uniform Loads P13= w(klf) ws(klf) we(klf) a(ft) b(ft) P14= wl= 0.0500 11 = P15= w2= 12= P16= w3= 13= P17= w4= 14= P18= W5= 15= p19= 16= P20= End Reactions(Kips) R^= 2.28 RB= 2.19 Shear Envelope(Kips) Umax= 2.28 Umin= -2.18 Moment Envelope(Ft-Kips) MA= 0.0000 MB= 0.0000 Minterior + 16.8782 Minterior 0.0000 Pin-Pin Simple Span Beam: Input U16RO597A Page 84 of 189 Nucor Building Systems BIFOLD TUBE HEADER Page: Of: Design Calculations BSW OF MAIN BLDG By: Date: 9/30/2016 VERTICAL LOADS-WIND Check: Date: X Rev.: 2013.12.31 Date: 12/31/2013 a b c model w e LIU Partially Distributed Uniform ws ► &Linear Loads(+),w(klf) (modelled as equivalent uniform load) a b Point Loads P(kips) x(feet) P P 0.0420 1.5000 Point Load(+),p(kips) 1= P2= 0.0850 7.5000 P3= 0.0850 13.5000 l i i i l i i i i i Uniform Load(+) w(klf) P4= 0.0850 19.5000 P5= Span=L P6= P7= A B pg= Span: 25.5000 Feet P9= P10= P11= P12= Full Span Uniform Loads Linear and Partially Distributed Uniform Loads P13= w(klf) ws(klf) we(klf) a(ft) b(ft) P14= wl= 11 = P15= w2= 12= P16= w3= 13= P17= w4= 14= P18= W5= 15= p19= 16= P20= End Reactions(Kips) R^= 0.16 RB 0.14 Shear Envelope(Kips) Umax= 0.16 Umin= -0.14 Moment Envelope(Ft-Kips) MA= 0.0000 MB= 0.0000 Minterior + 1.1389 Minterior 0.0000 Pin-Pin Simple Span Beam: Input U16R0597A Page 85 of189 Project No.: U16R0597A Engineer: TWB Discription: BIFOLD DOOR Date: 10/10/2016 Beam-ColumnHISS • • 1 1 1 Span and Loading Information TUBE HEADER Case 2 Case 3 Case 4 Member Length ft. 25.5 0 0 0 Unbraced Length - Major in. 306 0 0 0 Unbraced Length - Minor in. 306 0 0 0 Cbx 1 1 1 1 Cby 1 1 1 1 Cmx 1 1 1 1 Cmy 1 1 1 1 Kx 1 1 1 1 Ky 1 1 1 1 Applied Loads X-axis Uniform Load (+Dn) kip/ft 0 0 0 0 Y-axis Uniform Load (+Dn) kip/ft 0 0 0 0 Axial Load kip 0 0 0 0 Mx End 1 (+=Ten. On Bot.) ft-kip 0 0 0 0 Mx End 2 (+=Ten. On Bot.) ft-kip 0 0 0 0 Mx Interior +=Ten on Bot. ft-kip 23 0 0 0 My End 1 (+=Ten. On Bot.) ft-kip 0 0 0 0 My End 2 (+=Ten. On Bot.) ft-kip 0 0 0 0 My Interior +=Ten on Bot. ft-kip16.9 0 0 0 Vx Shear kip 2.9 0 0 0 Vy Shear kip 2.3 0 0 0 Torsion ft-kip 0 0 0 0 Stress Factor 1 1 1 1 Result OK #VALUE! #VALUE! #VALUE! Max CSIR 0.70 #VALUE! #VALUE! #VALUE! Section Information Section Type RISC Tube 'W Nucor Std.Pipe 'W Nucor Sid.Pipe 'W Nucor Std.Pipe Section HSS8X8XS/16 'W P6.134 'W P6.134 'W P6.134 Design Loads Max Mx ft-kip 23 0 0 0 Max My ft-kip16.9 0 0 0 Axial kip 0 0 0 0 Vx= kip 2.9 0 0 0 V = kip 2.3 0 0 0 Torsion ft-kip0 0 0 0 Stress Ratios Mx 0.399 0.000 0.000 0.000 My 0.293 0.000 0.000 0.000 Mx+My 0.693 0.000 0.000 0.000 P 0.000 #VALUE! #VALUE! #VALUE! M/ P 0.693 #VALUE! #VALUE! #VALUE! Vx 0.044 0.000 0.000 0.000 Vy 0.035 0.000 0.000 0.000 M/V 0.699 1 #VALUE! I #VALUE! I #VALUE! Torsion 0.000 #VALUE! #VALUE! #VALUE! M/V/P/Torsion 0.699 #VALUE! #VALUE! #VALUE! Deflection Results X-Axis Deflection in. 1.084 0.000 0.000 0.000 L/X 282 #DIV/0! #DIV/0! #DIV/0! Y-Axis Deflection in. 0.797 0.000 0.000 0.000 L/Y 384 #DIV/0! #DIV/0! #DIV/0! U16RO597A Page 86 of 189 Nucor Building Systems WALKDOOR TUBE HEADER Page: Of: Design Calculations BSW OF ENTRANCE BLDG By: Date: 9/30/2016 Check: Date: X Rev.: 2013.12.31 Date: 12/31/2013 a b c model w e -r-r Partially Distributed Uniform ws�—► '+, &Linear Loads(+),w(klf) (modelled as equivalent uniform load) a b Point Loads P(kips) x(feet) P Point Load(+),P(kips) P1= P2= l i i i l i i i i i Uniform Load(+) w(klf) p3= P4= P5= Span=L / p6= P7= A B p8= Span: 10.0000 Feet P9= P10= P11= P12= Full Span Uniform Loads Linear and Partially Distributed Uniform Loads P13= w(klf) ws(klf) we(klf) a(ft) b(ft) P14= w1= 1.0620 11 = P15= w2= 12= P16= w3= 13= P17= w4= 14= P18= w5= 15= p19= 16= P20= End Reactions(Kips) R^= 5.31 RB 5.31 Shear Envelope(Kips) Umax= 5.31 Umin= -5.31 Moment Envelope(Ft-Kips) MA= 0.0000 MB= 0.0000 Minterior + 13.2750 Minterior 0.0000 Pin-Pin Simple Span Beam: Input U16RO597A Page 87 of 189 Nucor Building Systems VERTICAL SELF Page: Of: Design Calculations WGT OF TUBE By: Date: 10/10/2016 ENTRANCE BLDG Check: Date: X Rev.: 2013.12.31 Date: 12/31/2013 a b c model w e -r-r-r- r r r Partially Distributed Uniform ws�—►11, &Linear Loads(+),w(klf) (modelled as equivalent uniform load) a b Point Loads P(kips) x(feet) P Point Load(+),P(kips) P1= P2= l i i i l i i i i i Uniform Load(+) w(klf) p3= P4= P5= Span=L / p6= P7= A B p8= Span: 24.0000 Feet P9= P10= P11= P12= Full Span Uniform Loads Linear and Partially Distributed Uniform Loads P13= w(klf) ws(klf) we(klf) a(ft) b(ft) P14= w1= 0.0400 11 = P15= w2= 12= P16= w3= 13= P17= w4= 14= P18= w5= 15= p19= 16= P20= End Reactions(Kips) RA— 0.48 RB— 0.48 Shear Envelope(Kips) Umax= 0.48 Umin= -0.48 Moment Envelope(Ft-Kips) MA— 0.0000 MB= 0.0000 Minterior + 2.8800 Minterior 0.0000 Pin-Pin Simple Span Beam: Input U16R0597A Page 88 of189 Project No.: U16R0597A Engineer: TWB Discription: WALL SUP. ABOVE WD Date: 10/10/2016 Beam-ColumnHISS • • 1 1 1 Span and Loading Information TUBE HEADER Case 2 Case 3 Case 4 Member Length ft. 14 0 0 0 Unbraced Length - Major in. 168 0 0 0 Unbraced Length - Minor in. 120 0 0 0 Cbx 1 1 1 1 Cby 1 1 1 1 Cmx 1 1 1 1 Cmy 1 1 1 1 Kx 1 1 1 1 Ky 1 1 1 1 Applied Loads X-axis Uniform Load (+Dn) kip/ft 0 0 0 0 Y-axis Uniform Load (+Dn) kip/ft 0 0 0 0 Axial Load kip 0 0 0 0 Mx End 1 (+=Ten. On Bot.) ft-kip 0 0 0 0 Mx End 2 (+=Ten. On Bot.) ft-kip 0 0 0 0 Mx Interior +=Ten on Bot. ft-kip 13.275 0 0 0 My End 1 (+=Ten. On Bot.) ft-kip 0 0 0 0 My End 2 (+=Ten. On Bot.) ft-kip 0 0 0 0 My Interior +=Ten on Bot. ft-kip5.52 0 0 0 Vx Shear kip 5.31 0 0 0 Vy Shear kip 1.23 0 0 0 Torsion ft-kip 0 0 0 0 Stress Factor 1 1 1 1 Result OK #VALUE! #VALUE! #VALUE! Max CSIR 0.77 #VALUE! #VALUE! #VALUE! Section Information Section Type RISC Tube 'W Nucor Std.Pipe W Nucor Std.Pipe 'W Nucor Std.Pipe Section HSS8X6X3/16 'W P6.134 'W P6.134 'W P6.134 Design Loads Max Mx ft-kip 13.275 0 0 0 Max My ft-kip 5.52 0 0 0 Axial kip 0 0 0 0 Vx= kip 5.31 0 0 0 V = kip 1.23 0 0 0 Torsion ft-kip 0 0 0 0 Stress Ratios Mx 0.470 0.000 0.000 0.000 My 0.276 0.000 0.000 0.000 Mx+My 0.746 0.000 0.000 0.000 P 0.000 #VALUE! #VALUE! #VALUE! M/ P 0.746 #VALUE! #VALUE! #VALUE! Vx 0.126 0.000 0.000 0.000 Vy 0.040 0.000 0.000 0.000 M/V 0.774 1 #VALUE! I #VALUE! #VALUE! Torsion 0.000 #VALUE! #VALUE! #VALUE! M/V/P/Torsion 0.774 #VALUE! #VALUE! #VALUE! Deflection Results X-Axis Deflection in. 0.370 0.000 0.000 0.000 L/X 455 #DIV/0! #DIV/0! #DIV/0! Y-Axis Deflection in. 0.238 0.000 0.000 0.000 L/Y 705 #DIV/0! #DIV/0! #DIV/0! U16RO597A Page 89 of 189 ryu1= C3M Project No. U16R0597A B U / L D I N G S GROUP Description: ENTRY WAY WALL SUP. A DIVISION OF NUCOR CORPORATION Engineer: TWB Spandrel Beam S.S.(AISC 13th Edition) Date: 9/28/2016 Version:2015.01.27(Date:01/27/15)ByNBG-GS Spandrel Beam Inputs SECTION GEOMETRY TYP HEADER Beam C Beam D autsidc flazigc(OF) WF None 'W Nw1E w VJona � --_-- ---� Select Wide-flange or Built-up Sectiol WF None None None y-az15 bof Section Description: W8X18 -- -- -- Enter WF-Section: W8X18 tof Total Depth d in. 8.14 -- Web Thickness tw in. 0.23 -- -- x-axis d Outside Flange Width bof in. 5.25 -- tw Outside Flange Thickness tof in. 0.33 -- Inside Flange Width bif in. 5.25 -- t if Inside Flange Thickness of in. 0.33 L inside flange(IF) b if MATERIAL INFORMATION 55 w 55 55 1w 55 SPANDREL Beam Length ft 14 14 Unbraced Length ft 14 10 Spandrel Elev A.F.F ft 12 7 Height of Supported Wall ft 19 9.5 Tributary Width ft 15.04 6.45 #DIV/0! #DIV/0! Moment of Inertia I in -- -- APPLIED LOADS Wind Allowable Stress Factor 1.00 1.00 1.00 1.00 Wind Load PSf 16.32 16.32 Seismic Allowable Stress Factor 1.00 1.00 1.00 1.00 Seismic Load W plf 249 107 Axial Load kip RESULTS Wind Max Moment MW kip-ft 6.01 2.58 #DIV/0! #DIV/0! Wind Max Shear Vw kips 1.72 0.74 #DIV/0! #DIV/0! Seismic Max Moment Ms kip-ft 6.10 2.62 0.00 0.00 Seismic Max Shear Vs kips 1.74 0.75 0.00 0.00 Controlling SEISMIC SEISMIC #DIV/0! #DIV/0! Design Results: ASD OK -- -- -- Remarks ASD Combined Strength Ratio CSR 0.269 -- -- -- Eq.Hl-la or Hl-lb ASD Shear Strength Ratio(x-axis) V,xN, 0.050 -- -- -- Major Axis(x-axis) ASD Shear Strength Ratio(y-axis) Vn,/V.y 0.002 -- -- -- Minor Axis(y-axis) Deflection Results (Major-axis) OK -- -- -- Remarks Deflection Limits(about x-axis) L/240 L/240 L/240 L/240 Limits as numerals(i.e.360=U360) Maximum Deflection(about x-axis) A,,,ax in. 0.700 in. 0.700 in. 0.000 in. 0.000 in. Member Deflection(about x-axis) Ax-axis in. 0.120 in. -- -- -- A_ <_A_ Deflection Results Minor-axis OK -- -- -- Remarks Deflection Limits(about y-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e.360=U360) Maximum Deflection(about y-axis) A,,,ax in. 0.933 in. 0.933 in. 0.000 in. 0.000 in. Member Deflection(about y-axis) Ay-axis in. 0.067 in. -- -- -- Ay-_is<_A_ Page 1 of 1 Spandrel Beam Inputs U16RO597A Page 90 of189 Date: 10/10/2016 Project No. U16RO597A Description: Top Cub Aircraft Engineer: TWB Rake Angle Design Combined With Frame Flange Checks 13th Ed. Version 2014.01.16, 1/16/2014, By: NBS-GS Angle: 506/16 Windward Load(k/ft): 0.131 Leeward Load(k/ft): 0.131 Wall: Stud Deflection Limit(L/X): 240 Distance Between Strut Lines(ft.): 6.67 Long Leg: Vertical Stud Spacing (in.): 16.00 Purlin Spacing (ft.): 1.83 Purlin Thickness(in.): 006 Number of Typical Rafters: 0 Number of Endwall Rafters: 2 Purlin Depth(in.): a MWFRS Windward Load(k/ft): 0.100 MWFRSLeeward Load(k/ft): 0.100 Bolts: 1/2„A3o7 Rake Spandrel on both Endwalls(Y/N): Y Typical Rafter Flange: None Use Stiffeners at all Connx's to Override Angle FIg.Bending Chks Endwall Rafter Flange: F5.19 Use Plate Washers or Alt.Connx to Override Purlin FIg.Bending Chks. Connx.To Wall: Rake Extenson Stiffener Weld Size(in.): FWs3 Summary Results Member Design Checks: OK Connection Design Checks: OK H �r Typical Rafter Flange Purlin Interaction Limit: N/A Wall Rafter EW Rafter Flange Interaction Limit: 0.80 Reaction Stiffener Rake Angle Rake Extension 0 H 0 Purlin Wall Rafter Reaction Stiffener Rake Angle Rake Parapet U16R0597A Page 91 of 189 Detailed Results Design Values Design Check Ratios Angle Moment(ft-k): 0.11 Angle Moment: 0.07 OK Typ. Rafter Fig.Moment(ft-k): 0.00 Typical Rafter Flange Moment: N/A OK EW Rafter Fig.Moment(ft-k): 1.11 EW Rafter Flange Moment: 0.23 OK Angle Deflection (L/X): 41154 OK Stud/Anchor Reaction (kips): 0.17 Rafter Flange Deflection (L/X): N/A OK Angle Reaction at Purlin(kips): 0.24 EW Flange Deflection (L/X): 1020 OK Bolt Tension at Each Purlin(kips): 0.40 Angle Leg Bending at Wall Stud: 0.083 OK Moment w/Angle Leg Bending: 0.109 OK Angle Leg Bending at Purlin: 0.189 OK Bolt Shear: 0.102 OK Bolt Tension: 0.091 OK Purlin Flange Bending: N/A OK Bolt Bearing/Tearout: 0.152 OK Bolt Pullover: N/A OK Block Shear at end of Purlin: N/A OK Stiffener Weld: 0.029 OK Notes: 1) Required plate washer thickness(in.)to prevent purlin flange bending =0.095 2)For the rake angle,purlin connections and cmu anchors are considered as points of lateral bracing. Stud connections are not. 3)Unless an alternate connection is used,rake angle connections with 1/2"bolts are required at each purlin. 4)For the rake angle,goemetric bending is used for cmu support,principle axis bending is used for stud wall support. 5)The interaction limit under"Summary Results"refers to the stress ratio limit that should not be exceeded when running the frame program with all load combinations disabled except those that include front to back wind. 6)Angle Stiffeners are 0.22"x 55 ksi. U16RO597A Page 92 of189 NUCOR BUILDINGS GROUP Job # : U16R0597A Job Name TOP CUB AIRCRAFT Frame FRAMELINE 1 Date 9/30/2016 Designer BG\trevor.black File Ell.nfr App Version 2015.7.2.3 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type EMG Frame width 136.00 Ft. Bay width 13.00 Ft. LEFT RIGHT Dim to ridge 65.00 Ft. 71.00 Ft. Roof slope 0.50/12 -0.50/12 Eave height 22.00 Ft. 21.75 Ft. Girt offset 0.00 In. 8.00 In. Typ. Girt spacing 4.00 Ft. Purlin offset 10.00 In. 10.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 19.0000,4@25.0000,10.6667,6.3333 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H COL03 - Bottom V H COL04 - Bottom V H COL05 - Bottom V H COL06 - Bottom V H COL07 - Bottom V H COL08 - Top H Bottom V H Column Bracing: WP1 Girt Brace Y Y Y N Flange Brace 0 0 0 0 Location (ft): 7.5 14.2 18.2 21.3 W22 Girt Brace Y Y Y N Flange Brace 0 0 0 0 Location (ft): 7.5 14.2 18.2 22.0 W23 Girt Brace Y Y Y Y N Flange Brace 0 0 0 0 0 Location (ft): 7.5 14.2 18.2 22.2 23.1 W24 Girt Brace Y Y Y Y N Flange Brace 0 0 0 0 0 Location (ft): 7.5 14.2 18.2 22.2 23.8 W25 Girt Brace Y Y Y Y N Flange Brace 0 0 0 0 0 Location (ft): 7.5 14.2 18.2 22.2 22.9 W26 Girt Brace Y Y Y N Flange Brace 0 0 0 0 Location (ft): 7.5 14.2 18.2 21.9 W27 Girt Brace Y Y Y N Flange Brace 0 0 0 0 Location (ft): 7.5 14.2 18.2 21.5 W28 Girt Brace Y Y Y N Flange Brace 0 0 0 0 Location (ft): 7.5 14.2 18.2 21.3 Other Braces: Column COLO1 COL02 COL03 COL04 COL05 Left Brace Y Y Y Y Y Right Brace Y Y Y Y Y Location (ft): 11.0 11.0 11.0 11.0 11.0 ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 12.00 Roof Snow load 17.50 Floor dead load 38.50 Floor live load 50.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.25 Cd = 3.25 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 2.000 Wind speed 110.00 Mph Exp. : C Wind pressure 24.23 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0.250 W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 U16RO597A Page 93 of189 W2L -0.610 0.000 -0.710 -1.250 0.000 0.430 W5B -0.300 0.000 -0.890 -0.350 0.000 -0.300 W5F -0.300 0.000 -0.350 -0.890 0.000 -0.300 W6B -0.660 0.000 -1.250 -0.710 0.000 -0.660 W6F -0.660 0.000 -0.710 -1.250 0.000 -0.660 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COLO1 20.69 -23.94 COL02 19.62 -21.80 COL03 19.62 -21.80 COL04 19.62 -21.80 COL05 19.62 -21.80 COL06 19.75 -21.93 COL07 21.02 -23.20 COL08 22.55 -27.67 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 16.00 Suction 10.00 -28.59 Pressure 100.00 16.00 Suction 100.00 -26.17 Edge Zone Pressure 10.00 16.00 Suction 10.00 -47.97 Pressure 100.00 16.00 Suction 100.00 -31.01 Tributary Widths Panel Trib. Width (ft) WP1 10.17 WP2 21.33 WP3 25.00 WP4 25.00 WP5 25.00 WP6 17.83 WP7 8.33 WP8 3.33 R21 13.00 RP2 13.00 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL R21 -0.045 -0.045 0.000 65.000 RDL RP2 -0.045 -0.045 65.000 136.000 COL RP1 -0.065 -0.065 0.000 65.000 COL RP2 -0.065 -0.065 65.000 136.000 SL R21 -0.228 -0.228 0.000 65.000 SR RP2 -0.228 -0.228 65.000 136.000 UOS RP1 -0.325 -0.325 0.000 65.000 COS RP2 -0.325 -0.325 65.000 136.000 RLL RP1 -0.156 -0.156 0.000 65.000 FIR R22 -0.156 -0.156 65.000 136.000 WiR RP1 -0.280 -0.280 0.000 65.000 W1R R22 -0.110 -0.110 65.000 136.000 W1L R21 -0.110 -0.110 0.000 65.000 W1L RP2 -0.280 -0.280 65.000 136.000 W2R RP1 -0.394 -0.394 0.000 65.000 W2R R22 -0.224 -0.224 65.000 136.000 W2L R21 -0.224 -0.224 0.000 65.000 W2L RP2 -0.394 -0.394 65.000 136.000 W5B RP1 -0.403 -0.403 0.000 65.000 W5B RP2 -0.403 -0.403 65.000 136.000 W5B WP1 0.210 0.210 0.000 26.000 W5B WP2 0.419 0.419 0.000 26.000 W5B WP3 0.491 0.491 0.000 26.000 W5B W24 0.491 0.491 0.000 26.000 W5B W25 0.491 0.491 0.000 26.000 W5B WP6 0.352 0.352 0.000 26.000 W5B WP7 0.175 0.175 0.000 26.000 W5B W28 0.075 0.075 0.000 26.000 W5F R21 -0.403 -0.403 0.000 65.000 W5F RP2 -0.403 -0.403 65.000 136.000 W5F WP1 -0.243 -0.243 0.000 26.000 W5F W22 -0.465 -0.465 0.000 26.000 W5F W23 -0.545 -0.545 0.000 26.000 W5F WP4 -0.545 -0.545 0.000 26.000 W5F WP5 -0.545 -0.545 0.000 26.000 W5F W26 -0.391 -0.391 0.000 26.000 W5F W27 -0.193 -0.193 0.000 26.000 W5F WP8 -0.092 -0.092 0.000 26.000 EQR RP1 0.051 0.051 0.000 65.000 EQR R22 0.051 0.051 65.000 136.000 EQL R21 -0.051 -0.051 0.000 65.000 EQL RP2 -0.051 -0.051 65.000 136.000 RL1 RP1 -0.156 -0.156 0.000 19.000 RL2 RP1 -0.156 -0.156 19.000 44.000 RL3 RP1 -0.156 -0.156 44.000 65.000 RL3 RP2 -0.156 -0.156 65.000 69.000 RL4 RP2 -0.156 -0.156 69.000 94.000 RL5 R22 -0.156 -0.156 94.000 119.000 RL6 RP2 -0.156 -0.156 119.000 129.667 RL7 RP2 -0.156 -0.156 129.667 136.000 LRD RP1 -0.228 -0.228 0.000 65.000 LRD RP1 -0.130 -0.130 28.018 65.000 LRD RP2 -0.068 -0.068 65.000 136.000 RRD R21 -0.068 -0.068 0.000 65.000 RRD RP2 -0.124 -0.124 65.000 100.341 U16RO597A Page 94 of189 RRD RP2 -0.228 -0.228 65.000 136.000 Load On Hor. Vert. Moment Lee Case Mem Kips Kips K-Ft. Ft. COL COL04 0.051 0.045 0.000 0.000 COL COL05 0.000 -0.045 0.000 21.999 COL SPANS -0.051 0.000 0.000 94.000 SL COL04 0.256 0.226 0.000 0.000 SL COL05 0.000 -0.226 0.000 21.999 SL SPANS -0.256 0.000 0.000 94.000 UOS COL04 0.102 0.090 0.000 0.000 COS COL05 0.000 -0.090 0.000 21.999 COS SPAN5 -0.102 0.000 0.000 94.000 RLL COL04 0.256 0.226 0.000 0.000 RLL COL05 0.000 -0.226 0.000 21.999 RLL SPANS -0.256 0.000 0.000 94.000 FDL COL04 0.256 0.226 0.000 0.000 FDL COL05 0.000 -0.226 0.000 21.999 FDL SPANS -0.256 0.000 0.000 94.000 W1R COL04 1.857 1.642 0.000 0.000 W1R COL05 0.000 -1.642 0.000 21.999 W1R SPAN1 2.937 0.000 0.000 1.333 W1R SPANS -1.857 0.000 0.000 94.000 W1R SPAN8 0.919 0.000 0.000 135.667 W1L COL04 0.000 -1.699 0.000 23.040 W1L COL05 -1.842 1.699 0.000 0.000 W1L SPAN1 -0.930 0.000 0.000 1.333 W1L SPAN4 1.842 0.000 0.000 69.000 W1L SPAN8 -2.903 0.000 0.000 135.667 W2R COL04 1.847 1.633 0.000 0.000 W2R COLO5 0.000 -1.633 0.000 21.999 W2R SPAN1 1.599 0.000 0.000 1.333 W2R SPANS -1.847 0.000 0.000 94.000 W2R SPAN8 2.241 0.000 0.000 135.667 W2L COL04 0.000 -1.708 0.000 23.040 W2L COL05 -1.852 1.708 0.000 0.000 W2L SPAN1 -2.268 0.000 0.000 1.333 W2L SPAN4 1.852 0.000 0.000 69.000 W2L SPAN8 -1.580 0.000 0.000 135.667 W5B COL04 0.665 0.588 0.000 0.000 W5B COL05 0.000 -0.588 0.000 21.999 W5B SPANS -0.665 0.000 0.000 94.000 W5F COL04 0.000 -0.613 0.000 23.040 W5F COL05 -0.665 0.613 0.000 0.000 W5F SPAN4 0.665 0.000 0.000 69.000 EQR COL04 6.964 6.157 0.000 0.000 EQR COLO5 0.000 -6.157 0.000 21.999 EQR SPANS -6.964 0.000 0.000 94.000 EQL COL04 0.000 -6.422 0.000 23.040 EQL COL05 -6.964 6.422 0.000 0.000 EQL SPAN4 6.964 0.000 0.000 69.000 ----------------------------------------- U S E R - A P P L I E D L 0 A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Lee Lee Special Klf Klf Ft. Ft. Load # Description SL R21 -0.290 -0.290 0.000 65.000 P-2 EW PARAPET DRIFT SR RP2 -0.290 -0.290 65.000 130.000 P-3 EW PARAPET DRIFT SR RP2 0.000 -0.625 117.667 129.333 P-1 SW PARAPET DRIFT Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description RDL COL06 0.000 -1.000 -3.439 10.000 C-1 Canopy RDL COL07 0.000 -1.000 -3.439 10.000 C-12 Canopy RDL COL08 0.000 -1.000 -3.439 10.000 C-23 Canopy COL COLO1 0.100 -0.750 0.254 10.500 C-44 EXT. MEZZ COL COL06 0.000 -0.200 -0.468 10.000 C-2 Canopy COL COL07 0.000 -0.200 -0.468 10.000 C-13 Canopy COL COL08 0.000 -0.200 -0.468 10.000 C-24 Canopy SL COLO1 0.500 -7.500 2.544 10.500 C-45 EXT. MEZZ SR COL06 0.000 -3.100 -7.551 10.000 C-3 Canopy SR COL07 0.000 -3.100 -7.551 10.000 C-14 Canopy SR COL08 0.000 -3.100 -7.551 10.000 C-25 Canopy UOS COLO1 0.200 -4.000 1.357 10.500 C-46 EXT. MEZZ COS COL06 0.000 -3.100 -7.551 10.000 C-4 Canopy COS COL07 0.000 -3.100 -7.551 10.000 C-15 Canopy UOS COL08 0.000 -3.100 -7.551 10.000 C-26 Canopy RLR COL06 0.000 -0.700 -1.737 10.000 C-5 Canopy RLR COL07 0.000 -0.700 -1.737 10.000 C-16 Canopy RLR COL08 0.000 -0.700 -1.737 10.000 C-27 Canopy FDL COLO1 0.500 -6.500 2.205 10.500 C-43 EXT. MEZZ FDL COLO1 0.000 -9.000 3.053 10.500 C-34 MEZZ LOADS FDL COL02 0.000 -18.000 6.105 10.500 C-35 MEZZ LOADS FDL COL03 0.000 -18.000 6.105 10.500 C-36 MEZZ LOADS FDL COL04 0.000 -18.000 -6.105 10.500 C-54 MEZZ LOADS FDL COLO5 0.000 -18.000 -6.105 10.500 C-42 MEZZ LOADS FLL COLO1 0.000 -11.000 3.731 10.500 C-39 MEZZ LOADS FLL COLO1 0.500 -9.000 3.053 10.500 C-47 EXT. MEZZ FLL COL02 0.000 -22.000 7.462 10.500 C-38 MEZZ LOADS FLL COL03 0.000 -22.000 7.462 10.500 C-37 MEZZ LOADS FLL COL04 0.000 -22.000 -7.462 10.500 C-40 MEZZ LOADS FLL COL05 0.000 -22.000 -7.462 10.500 C-41 MEZZ LOADS W1R COLO1 1.300 2.600 -0.882 10.500 C-48 EXT. MEZZ W1R COL06 0.000 1.200 3.007 10.000 C-6 Canopy W1R COL07 0.000 1.200 3.007 10.000 C-17 Canopy W1R COL08 0.000 1.200 3.007 10.000 C-28 Canopy W1L COLO1 -1.300 2.600 -0.882 10.500 C-53 EXT. MEZZ W1L COL06 0.000 1.200 3.007 10.000 C-7 Canopy W1L COL07 0.000 1.200 3.007 10.000 C-18 Canopy W1L COL08 0.000 1.200 3.007 10.000 C-29 Canopy W2R COLO1 1.300 2.600 -0.882 10.500 C-49 EXT. MEZZ W2R COL06 0.000 1.200 3.007 10.000 C-8 Canopy W2R COL07 0.000 1.200 3.007 10.000 C-19 Canopy W2R COL08 0.000 1.200 3.007 10.000 C-30 Canopy W2L COLO1 -1.300 2.600 -0.882 10.500 C-52 EXT. MEZZ W2L COL06 0.000 1.200 3.007 10.000 C-9 Canopy U16RO597A Page 95 of189 W2L COL07 0.000 1.200 3.007 10.000 C-20 Canopy W2L COL08 0.000 1.200 3.007 10.000 C-31 Canopy W5B COLO1 1.300 2.600 -0.882 10.500 C-50 EXT. MEZZ W5B COL06 0.000 1.200 3.007 10.000 C-10 Canopy W5B COL07 0.000 1.200 3.007 10.000 C-21 Canopy W5B COL08 0.000 1.200 3.007 10.000 C-32 Canopy W5F COLO1 -1.300 2.600 -0.882 10.500 C-51 EXT. MEZZ W5F COL06 0.000 1.200 3.007 10.000 C-11 Canopy W5F COL07 0.000 1.200 3.007 10.000 C-22 Canopy W5F COL08 0.000 1.200 3.007 10.000 C-33 Canopy LRD COL06 0.000 -3.100 -7.551 10.000 C-57 CANOPY NoId! COL06 0.000 -3.100 -7.551 10.000 C-55 CANOPY NoId! COL06 0.000 -3.100 -7.551 10.000 C-56 CANOPY ----------------------------------------- L 0 A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+FDL+NLL 2) 1.00 SW+RDL+COL+FDL+NLR 3) 1.00 SW+RDL+COL+FDL+FLL 4) 1.00 SW+RDL+COL+SL+SR+FDL 5) 1.00 SW+RDL+COL+RLL+RLR+FDL+NLL 6) 1.00 SW+RDL+COL+RLL+RLR+FDL+NLR 7) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+NLL 8) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+NLR 9) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+NLL 10) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+NLR 11) 1.00 SW+RDL+FDL+0.60WlL 12) 1.00 SW+RDL+FDL+0.6OW2L 13) 1.00 SW+RDL+FDL+0.60WlR 14) 1.00 SW+RDL+FDL+0.60W2R 15) 1.00 0.60SW+0.60RDL+0.60FDL+0.6OW1L 16) 1.00 0.60SW+0.60RDL+0.60FDL+0.6OW2L 17) 1.00 0.60SW+0.60RDL+0.60FDL+0.6OW1R 18) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W2R 19) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W1L 20) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W2L 21) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W1R 22) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W2R 23) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W1L 24) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W2L 25) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W1R 26) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W2R 27) 1.00 SW+RDL+FDL+0.60W5B 28) 1.00 SW+RDL+FDL+0.60W5F 29) 1.00 0.60SW+0.60RDL+0.60FDL+0.6OW5B 30) 1.00 0.60SW+0.60RDL+0.60FDL+0.6OW5F 31) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W5B 32) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W5F 33) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W5B 34) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W5F 35) 1.00 SW+RDL+COL+UOS+FDL 36) 1.00 SW+RDL+COL+RLI+RL3+RL5+RL7 37) 1.00 SW+RDL+COL+RL2+RL4+RL6 38) 1.00 SW+RDL+COL+RLI+RL2 39) 1.00 SW+RDL+COL+RL2+RL3 40) 1.00 SW+RDL+COL+RL3+RL4 41) 1.00 SW+RDL+COL+RL4+RL5 42) 1.00 SW+RDL+COL+RL5+RL6 43) 1.00 SW+RDL+COL+RL6+RL7 44) 1.00 SW+RDL+COL 45) 1.00 SW+RDL+COL 46) 1.00 SW+RDL+COL 47) 1.00 SW+RDL+COL 48) 1.00 SW+RDL+COL 49) 1.00 SW+RDL+COL 50) 1.00 SW+RDL+COL 51) 1.00 SW+RDL+COL U16RO597A Page 96 of189 NUCOR BUILDINGS GROUP Job # U16R0597A Job Name TOP CUB AIRCRAFT Frame FRAMELINE 1 Date 9/30/2016 Designer BG\trevor.black File Ell.nfr App Version 2015.7.2.3 ----------------------------------------- E N D W A L L B R A C I N G ----------------------------------------- Max Allow tWeb Controlling Force Force min Load Combination Module Material (kips) (kips) (in) # Name 4 3/4—ROD 8.91 8.67 0.185 52 U16RO597A Page 97 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 Pagc: Frame: FRAMELINE 1 By : BG\trevor.black Fit L-- *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------------------------ Wide Flange Members Shipping Mat'l Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID Fy Comb Loc Kips Ratio Ft-kip Ratio Ratio Comb Loc Kips Ratio ------------------------------------------------------------------------------------------------------------------------------------ RAF01 WF818 W 8x 18 50.0 4 6 -0.4 0.00 -29.1 0.70 0.70 4 6 9.02 0.40 RAF02 WF818 W 8x 18 50.0 4 15 -0.3 0.00 -33.7 0.81 0.81 4 14 -6.79 0.30 RAF03 WF818 W 8x 18 50.0 4 23 -0.3 0.00 -33.7 0.81 0.81 4 24 8.08 0.36 RAF04 WF818 W 8x 18 50.0 4 33 0.9 0.01 -36.1 0.86 0.87 4 33 8.53 0.38 RAF05 WF818 W 8x 18 50.0 4 42 0.9 0.01 -27.8 0.66 0.67 4 41 -7.63 0.34 RAF06 WF818 W 8x 18 50.0 4 47a 0.6 0.00 5.1 0.12 0.12 4 48 -3.98 0.18 COLO1 WF818 W 8x 18 50.0 31 56 -38.4 0.50 22.8 0.55 0.98 31 52 2.01 0.09 COL02 WF818 W 8x 18 50.0 31 65 -42.6 0.55 17.9 0.43 0.93 28 70b 2.96 0.13 COL03 WF824 W 8x 24 50.0 31 75a -43.3 0.32 20.5 0.37 0.65 28 82b 4.05 0.17 COL04 WF1226 W12x 26 50.0 32 87a -43.4 0.32 -21.6 0.24 0.52 27 94b -3.62 0.11 COL05 WF1226 W12x 26 50.0 32 100a -43.8 0.32 -20.3 0.22 0.51 27 107b -3.64 0.11 COL06 WF824 W 8x 24 50.0 31 112b -8.4 0.13 13.0 0.33 0.40 30 117b 2.18 0.09 COL07 WF824 W 8x 24 50.0 31 122b -3.1 0.05 8.3 0.19 0.21 31 127b -1.14 0.05 COL08 WF824 W 8x 24 50.0 35 132b -2.2 0.03 5.9 0.14 0.16 31 137b -0.72 0.03 Frame Weight (lbs) = 6413 Deflections (in): 10 yr Wind dx = 0.01 = H/ 2198 WIND CASE 1 TO RIGHT Seismic dx = 0.02 = H/ 9999 SEISMIC TO RIGHT Maximum dx = -0.02 = H/ 9999 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W2L Maximum dy = -0.83 = L/ 359 @ MOD 5, SW+RDL+COL+SL+SR+FDL Max. Live dy = -0.66 = L/ 455 @ MOD 5, SW+RDL+COL+SL+SR+FDL E/W col dx = 0.79 = L/ 342 @ COL03, SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W5F U16RO597A Page 98 of189 NUCOR BUILDINGS GROUP Job # : U16RO597A Job Name TOP CUB AIRCRAFT Frame FRAMELINE 1 Date 9/30/2016 Designer BG\trevor.black File Ell.nfr App Version 2015.7.2.3 ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Splice Connection - Moment Connection from RAF01 To RAF02 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 2BF F6.38 F6.38 4-0.625-S 3 -0.12 2.77 6.7 0.69 0.69 3 -0.12 2.77 6.7 0.45 ------------------------------------------------------------------------------------------------------------------------------------- I I left right width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 1 6.0 0.375 11.19 55.0 1 Top Weld I FWD3 FWD3 I Right Plate 1 6.0 0.375 11.19 55.0 1 Web Weld I FWD3 FWD3 I Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD3 FWD3 I ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF02 To RAF03 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 2BF F6.38 F6.38 4-0.625-S 3 -0.00 -5.41 -5.5 0.62 0.62 3 -0.00 -5.41 -5.5 0.37 ------------------------------------------------------------------------------------------------------------------------------------- I I left right width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 1 6.0 0.375 11.19 55.0 1 Top Weld I FWD3 FWD3 I Right Plate 1 6.0 0.375 11.19 55.0 1 Web Weld I FWD3 FWD3 I Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD3 FWD3 I ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF03 To RAF04 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 2BF F6.38 F6.38 4-0.625-S 33 -0.09 -2.14 5.1 0.60 0.60 33 -0.09 -2.14 5.1 0.35 ------------------------------------------------------------------------------------------------------------------------------------- I I left right I width thick length Fy I I size size I ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 1 6.0 0.375 11.19 55.0 1 Top Weld FWD3 FWD3 I Right Plate 1 6.0 0.375 11.19 55.0 1 Web Weld FWD3 FWD3 I Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld FWD3 FWD3 I ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF04 To RAF05 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 2BF F6.38 F6.38 4-0.625-S 3 0.38 -4.35 9.7 0.83 0.83 3 0.38 -4.35 9.7 0.66 ------------------------------------------------------------------------------------------------------------------------------------- I I left right I width thick length Fy I I size size I ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 1 6.0 0.375 11.19 55.0 1 Top Weld FWD3 FWD3 I Right Plate 1 6.0 0.375 11.19 55.0 1 Web Weld FWD3 FWD3 I Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld FWD3 FWD3 I ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF05 To RAF06 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 2BF F6.38 F6.38 4-0.625-S 3 0.59 0.71 4.8 0.59 0.59 3 0.59 0.71 4.8 0.32 ------------------------------------------------------------------------------------------------------------------------------------- I I left right I width thick length Fy I I size size I ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 1 6.0 0.375 11.19 55.0 Top Weld FWD3 FWD3 Right Plate 1 6.0 0.375 11.19 55.0 Web Weld FWD3 FWD3 Stiffener 1 0.0 0.000 0.00 0.0 Bottom Weld FWD3 FWD3 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL01 to RAF01 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4-0.500-S ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL02 to RAF01 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4-0.500-S U16RO597A Page 99 of189 Pinned Column Cap from COL03 to RAF02 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4-0.500-5 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL04 to RAF03 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Fig Bolt Load Axial Shear Moment Plate Rft Fig Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4-0.500-5 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL05 to RAF04 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4-0.500-5 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL06 to RAFO5 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4-0.500-5 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL07 to RAF06 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4-0.500-5 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL08 to RAF06 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Fig Bolt Load Axial Shear Moment Plate Rft Fig Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4-0.500-5 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COLO1 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F8.38 4-0.750 FWS3 FWS3 FWS3 0.98 0.00 0.00 0.00 0.00 0.10 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 8.00 0.375 8.14 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COL02 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F8.50 4-0.750 FWS3 FWS3 FWS3 0.78 0.00 0.00 0.00 0.00 0.10 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 8.00 0.500 8.14 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COL03 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F8.38 4-0.750 FWS3 FWS3 FWS3 0.95 0.00 0.00 0.00 0.00 0.12 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 8.00 0.375 7.93 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COL04 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F10.50 4-1.250 FWS3 FWS3 FWS3 0.73 0.00 0.00 0.00 0.00 0.05 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 10.00 0.500 12.22 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COLO5 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design U16RO597A Page100 of189 ---------------------------------------------------------------------------------------------------------------------------- F10.50 4-1.250 FWS3 FWS3 FWS3 0.74 0.00 0.00 0.00 0.00 0.05 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 10.00 0.500 12.22 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COL06 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design F8.38 4-0.750 FWS3 FWS3 FWS3 0.51 0.04 0.07 0.09 0.13 0.08 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 8.00 0.375 7.93 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COL07 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F8.38 4-0.750 FWS3 FWS3 FWS3 0.34 0.00 0.03 0.01 0.01 0.05 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 8.00 0.375 7.93 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COL08 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F8.38 4-0.750 FWS3 FWS3 FWS3 0.30 0.01 0.01 0.02 0.02 0.03 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 8.00 0.375 7.93 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL + FDL 2 1.00 SW + RDL + COL + FDL + FLL 3 1.00 SW + RDL + COL + SL + SR + FDL 4 1.00 SW + RDL + COL + ELL + RLR + FDL 5 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL 6 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL 7 1.00 SW + RDL + FDL + 0.60W1L 8 1.00 SW + RDL + FDL + 0.60w2L 9 1.00 SW + RDL + FDL + 0.60W1R 10 1.00 SW + RDL + FDL + 0.60W2R 11 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W1L 12 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W2L 13 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W1R 14 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W2R 15 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W1L 16 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W2L 17 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W1R 18 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W2R 19 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W1L 20 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W2L 21 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W1R 22 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W2R 23 1.00 SW + RDL + FDL + 0.60W5B 24 1.00 SW + RDL + FDL + 0.60W5F 25 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W5B 26 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W5F 27 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W3B 28 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W5F 29 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W5B 30 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W5F 31 1.00 SW + RDL + COL + UOS + FDL 32 1.00 SW + RDL + COL + Ell + RL3 + RL5 + RL7 33 1.00 SW + RDL + COL + RL2 + RL4 + RL6 34 1.00 SW + RDL + COL + RL1 + RL2 35 1.00 SW + RDL + COL + RL2 + RL3 36 1.00 SW + RDL + COL + RL3 + RL4 37 1.00 SW + RDL + COL + RL4 + RLS 38 1.00 SW + RDL + COL + RL5 + RL6 39 1.00 SW + RDL + COL + RL6 + RL7 40 1.00 SW + RDL + COL 41 1.00 SW + RDL + COL 42 1.00 SW + RDL + COL 43 1.00 SW + RDL + COL 44 1.00 SW + RDL + COL 45 1.00 SW + RDL + COL 46 1.00 SW + RDL + COL 47 1.00 SW + RDL + COL U16RO597A Page1O1 of189 NUCOR BUILDINGS GROUP Job # : U16R0597A Job Name TOP CUB AIRCRAFT Frame FRAMELINE 11 Date 9/30/2016 Designer BG\trevor.black File E12.nfr App Version 2015.7.2.3 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type EMG Frame width 130.00 Ft. Bay width 5.50 Ft. LEFT RIGHT Dim to ridge 65.00 Ft. 65.00 Ft. Roof slope 0.50/12 -0.50/12 Eave height 22.00 Ft. 22.00 Ft. Girt offset 0.00 In. 8.00 In. Typ. Girt spacing 4.00 Ft. Purlin offset 10.00 In. 10.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 15.0000,4@25.0000,15.0000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H COL03 - Bottom V H COL04 - Bottom V H COLO5 - Bottom V H COL06 - Bottom V H COL07 - Top H Bottom V H Column Bracing: WP1 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 7.5 14.2 18.2 21.3 W22 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 7.5 14.2 18.2 21.9 W23 Girt Brace Y Y Y Y N Flange Brace 2 2 2 2 0 Location (ft): 7.5 14.2 18.2 22.2 22.9 W24 Girt Brace Y Y Y Y N Flange Brace 2 2 2 2 0 Location (ft): 7.5 14.2 18.2 22.2 24.0 W25 Girt Brace Y Y Y Y N Flange Brace 2 2 2 2 0 Location (ft): 7.5 14.2 18.2 22.2 22.9 W26 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 7.5 14.2 18.2 21.9 WP7 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 7.5 14.2 18.2 21.3 Other Braces: Column Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD US N.A. C.F. Specification 2007 L O A D S (Psf) Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 12.00 Roof Snow load 17.50 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.25 Cd = 3.25 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 2.000 Wind speed 110.00 Mph Exp. : C Wind pressure 24.23 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0.250 W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W2L -0.610 0.000 -0.710 -1.250 0.000 0.430 W5B -0.300 0.000 -0.890 -0.350 0.000 -0.300 W5F -0.300 0.000 -0.350 -0.890 0.000 -0.300 U16RO597A Page1O2 of189 W6B -0.660 0.000 -1.250 -0.710 0.000 -0.660 W6F -0.660 0.000 -0.710 -1.250 0.000 -0.660 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COLO1 21.33 -25.22 COL02 19.85 -22.03 COL03 19.62 -21.80 COL04 19.62 -21.80 COL05 19.62 -21.80 COL06 19.85 -22.03 COL07 21.33 -25.22 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 16.00 Suction 10.00 -28.59 Pressure 100.00 16.00 Suction 100.00 -26.17 Edge Zone Pressure 10.00 16.00 Suction 10.00 -47.97 Pressure 100.00 16.00 Suction 100.00 -31.01 Tributary Widths Panel Trib. Width (ft) WPl 8.17 WP2 19.33 WP3 25.00 WP4 25.00 WP5 25.00 WP6 19.33 WP7 8.17 RP1 5.50 RP2 5.50 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.019 -0.019 0.000 65.000 RDL RP2 -0.019 -0.019 65.000 130.000 COL RP1 -0.027 -0.027 0.000 65.000 COL RP2 -0.027 -0.027 65.000 130.000 SL R21 -0.096 -0.096 0.000 65.000 SR R22 -0.096 -0.096 65.000 130.000 COS RP1 -0.138 -0.138 0.000 65.000 COS RP2 -0.138 -0.138 65.000 130.000 RLL RP1 -0.066 -0.066 0.000 65.000 RLR R22 -0.066 -0.066 65.000 130.000 W1R R21 -0.119 -0.119 0.000 65.000 WiR RP2 -0.047 -0.047 65.000 130.000 W1L RP1 -0.047 -0.047 0.000 65.000 W1L RP2 -0.119 -0.119 65.000 130.000 W2R RP1 -0.167 -0.167 0.000 65.000 W2R RP2 -0.095 -0.095 65.000 130.000 W2L R21 -0.095 -0.095 0.000 65.000 W2L R22 -0.167 -0.167 65.000 130.000 W5B RP1 -0.171 -0.171 0.000 65.000 W5B RP2 -0.171 -0.171 65.000 130.000 W5B WP1 0.174 0.174 0.000 22.060 W5B W22 0.384 0.384 0.000 22.630 W5B WP3 0.491 0.491 0.000 23.670 W5B WP4 0.491 0.491 0.000 24.710 W5B W25 0.491 0.491 0.000 23.670 W5B W26 0.384 0.384 0.000 22.630 W5B WP7 0.174 0.174 0.000 22.060 W5F RP1 -0.171 -0.171 0.000 65.000 W5F R22 -0.171 -0.171 65.000 130.000 W5F W21 -0.206 -0.206 0.000 22.060 W5F W22 -0.426 -0.426 0.000 22.630 W5F WP3 -0.545 -0.545 0.000 23.670 W5F W24 -0.545 -0.545 0.000 24.710 W5F W25 -0.545 -0.545 0.000 23.670 W5F W26 -0.426 -0.426 0.000 22.630 W5F WP7 -0.206 -0.206 0.000 22.060 EQR RP1 0.025 0.025 0.000 65.000 EQR RP2 0.025 0.025 65.000 130.000 EQL RP1 -0.025 -0.025 0.000 65.000 EQL RP2 -0.025 -0.025 65.000 130.000 RL1 RP1 -0.066 -0.066 0.000 15.000 RL2 R21 -0.066 -0.066 15.000 40.000 RL3 RP1 -0.066 -0.066 40.000 65.000 RL4 RP2 -0.066 -0.066 65.000 90.000 RL5 R22 -0.066 -0.066 90.000 115.000 RL6 R22 -0.066 -0.066 115.000 130.000 LRD RP1 -0.096 -0.096 0.000 65.000 LRD RP1 -0.052 -0.052 29.659 65.000 LRD RP2 -0.029 -0.029 65.000 130.000 RRD R21 -0.029 -0.029 0.000 65.000 RRD RP2 -0.052 -0.052 65.000 100.341 RRD RP2 -0.096 -0.096 65.000 130.000 Load On Hor. Vert. Moment Loc Case Mom Kips Kips K-Ft. Ft. W1R COL05 1.118 0.944 0.000 0.000 W1R COL06 0.000 -0.944 0.000 21.124 W1R SPAN1 1.240 0.000 0.000 1.000 W1R SPANS -1.118 0.000 0.000 115.000 U16RO597A Page1O3 of189 W1R SPAN6 0.393 0.000 0.000 128.500 W1L COL05 0.000 -0.990 0.000 22.165 W1L COL06 -1.117 0.990 0.000 0.000 W1L SPAN1 -0.392 0.000 0.000 1.000 W1L SPAN4 1.117 0.000 0.000 90.000 W1L SPAN6 -1.241 0.000 0.000 128.500 W2R COL05 1.117 0.944 0.000 0.000 W2R COL06 0.000 -0.944 0.000 21.124 W2R SPAN1 0.675 0.000 0.000 1.000 W2R SPANS -1.117 0.000 0.000 115.000 W2R SPAN6 0.958 0.000 0.000 128.500 W2L COL05 0.000 -0.991 0.000 22.165 W2L COL06 -1.117 0.991 0.000 0.000 W2L SPAN1 -0.958 0.000 0.000 1.000 W2L SPAN4 1.117 0.000 0.000 90.000 W2L SPAN6 -0.675 0.000 0.000 128.500 EQR COL05 3.314 2.800 0.000 0.000 EQR COL06 0.000 -2.800 0.000 21.124 EQR SPANS -3.314 0.000 0.000 115.000 EQL COL05 0.000 -2.938 0.000 22.165 EQL COL06 -3.314 2.938 0.000 0.000 EQL SPAN4 3.314 0.000 0.000 90.000 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load # Description SR RP2 0.000 -0.264 118.333 130.000 P-1 FSW PARAPET DRIP ----------------------------------------- L 0 A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+SR+NLL 4) 1.00 SW+RDL+COL+SL+SR+NLR 5) 1.00 SW+RDL+COL+RLL+RLR+NLL 6) 1.00 SW+RDL+COL+RLL+RLR+NLR 7) 1.00 SW+RDL+0.60WlL 8) 1.00 SW+RDL+0.60W2L 9) 1.00 SW+RDL+0.60W1R 10) 1.00 SW+RDL+0.60W2R 11) 1.00 0.608W+0.60RDL+0.60W1L 12) 1.00 0.60SW+0.60RDL+0.60W2L 13) 1.00 0.60SW+0.60RDL+0.60WlR 14) 1.00 0.60SW+0.60RDL+0.60W2R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1R 18) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 23) 1.00 SW+RDL+0.60W5B 24) 1.00 SW+RDL+0.60W5F 25) 1.00 0.60SW+0.60RDL+0.60W5B 26) 1.00 0.60SW+0.60RDL+0.60W5F 27) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B 28) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5F 29) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 30) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 31) 1.00 SW+RDL+COL+UOS+NLL 32) 1.00 SW+RDL+COL+UOS+NLR 33) 1.00 SW+RDL+COL+RLI+RL3+RL5+NLL 34) 1.00 SW+RDL+COL+RLI+RL3+RL5+NLR 35) 1.00 SW+RDL+COL+RL2+RL4+RL6+NLL 36) 1.00 SW+RDL+COL+RL2+RL4+RL6+NLR 37) 1.00 SW+RDL+COL+RLI+RL2+NLL 38) 1.00 SW+RDL+COL+RLI+RL2+NLR 39) 1.00 SW+RDL+COL+RL2+RL3+NLL 40) 1.00 SW+RDL+COL+RL2+RL3+NLR 41) 1.00 SW+RDL+COL+RL3+RL4+NLL 42) 1.00 SW+RDL+COL+RL3+RL4+NLR 43) 1.00 SW+RDL+COL+RL4+RL5+NLL 44) 1.00 SW+RDL+COL+RL4+RL5+NLR 45) 1.00 SW+RDL+COL+RL5+RL6+NLL 46) 1.00 SW+RDL+COL+RL5+RL6+NLR 47) 1.00 SW+RDL+COL+LRD+NLL 48) 1.00 SW+RDL+COL+LRD+NLR 49) 1.00 SW+RDL+COL+RRD+NLL 50) 1.00 SW+RDL+COL+RRD+NLR 51) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQL 52) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQR 53) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQL 54) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQR 55) 1.00 0.49SW+0.49RDL+0.91EQL 56) 1.00 0.49SW+0.49RDL+0.91EQR U16RO597A Page1O4 of189 NUCOR BUILDINGS GROUP Job # U16R0597A Job Name TOP CUB AIRCRAFT Frame FRAMELINE 11 Date 9/30/2016 Designer BG\trevor.black File E12.nfr App Version 2015.7.2.3 ----------------------------------------- E N D W A L L B R A C I N G ----------------------------------------- Max Allow tWeb Controlling Force Force min Load Combination Module Material (kips) (kips) (in) # Name 5 5/8 ROD 4.03 5.83 0.080 38 1.11SW+1.11RDL+1.11COL+0.91EpL U16RO597A Page105 of189 Job : U16RO597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 Frame: FRAMELINE 11 By : BG\trevor.black ❑i 1 L-2 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------------------------ Light Gage Channel Members Shipping Load Axial Axial Moment Bend V&M Max Load Shear Shear Load Crip Crip Cr&M Length Mat'l Depth Thick Fy Comb Loc Kips Ratio Ft-kip Ratio Ratio Ratio Comb Loc Kips Ratio Comb Loc Kips Ratio Ratio ------------------------------------------------------------------------------------------------------------------------------------ RAF01 (1) 08S075 8.000 0.075 55.0 36 4 0.0 0.00 -2.8 0.44 0.43 0.44 31 4 -1.08 0.22 31 7 0.1 0.00 -7.4 0.50 0.51 0.50 31 7 -2.03 0.15 31 7 3.9 0.31 0.52 RAF02 (1) 08SO89 8.000 0.089 55.0 32 8 -0.1 0.00 -7.4 0.50 0.51 0.50 31 8 1.85 0.14 31 8 3.9 0.31 0.52 48 15 0.1 0.00 -7.3 0.88 0.90 0.88 32 15 -1.95 0.23 48 18 0.1 0.00 -15.1 0.82 0.82 0.82 48 18 -2.91 0.14 48 18 5.8 0.34 0.76 RAF03 (1) 08S105 8.000 0.105 55.0 48 19 -0.1 0.01 -15.1 0.82 0.82 0.82 48 19 2.89 0.14 48 19 5.8 0.34 0.76 48 24b -0.0 0.00 9.1 0.91 0.89 0.92 48 21 2.85 0.23 RAF04 (1) 08S105 8.000 0.105 55.0 50 31a -0.0 0.00 9.1 0.91 0.89 0.91 50 34 -2.85 0.23 50 36 -0.1 0.01 -15.1 0.82 0.82 0.82 50 36 -2.89 0.14 50 36 5.8 0.34 0.76 RAF05 (1) 08SO89 8.000 0.089 55.0 49 37 0.1 0.00 -15.1 0.82 0.82 0.82 50 37 2.91 0.14 50 37 5.8 0.34 0.76 49 40 0.1 0.00 -7.3 0.87 0.89 0.88 32 40 1.95 0.23 32 47 -0.1 0.01 -7.4 0.50 0.51 0.50 31 47 -1.85 0.14 31 47 3.9 0.31 0.52 RAF06 (1) 08S075 8.000 0.075 55.0 31 48 0.1 0.00 -7.4 0.50 0.51 0.50 32 48 2.03 0.15 31 48 3.9 0.31 0.52 33 51 0.0 0.00 -2.8 0.44 0.43 0.44 4 51 1.19 0.24 COL01 (1) 12SO75 12.000 0.075 55.0 26 58b 0.4 0.01 -6.2 0.65 0.64 0.66 26 56 -0.83 0.25 26 61 0.5 0.01 -6.1 0.64 0.60 0.65 24 63b 1.15 0.35 COL02 (1) 12SO99 12.000 0.099 55.0 26 67b 1.7 0.03 -13.0 0.91 0.81 0.94 26 65 -1.75 0.23 26 70 1.7 0.03 -12.8 0.90 0.78 0.92 24 72b 2.40 0.32 COL03 (2) 12SO75 12.000 0.075 55.0 26 78 2.5 0.03 -18.0 0.95 0.91 0.98 26 74 -2.40 0.37 26 80a 2.5 0.03 -18.3 0.96 0.90 0.99 24 81b 2.97 0.45 COL04 (2) 12SO89 12.000 0.089 55.0 26 87 1.5 0.01 -20.3 0.83 0.72 0.84 26 83 -2.57 0.23 26 89a 1.6 0.01 -20.8 0.85 0.75 0.86 24 91b 3.74 0.34 COL05 (2) 12SO75 12.000 0.075 55.0 26 97 2.5 0.03 -18.0 0.95 0.91 0.98 26 93 -2.40 0.37 26 99a 2.5 0.03 -18.3 0.96 0.90 0.99 24 100b 2.97 0.45 COL06 (1) 12SO99 12.000 0.099 55.0 26 104b 1.7 0.03 -13.0 0.91 0.81 0.94 26 102 -1.75 0.23 26 107 1.7 0.03 -12.8 0.90 0.78 0.92 24 109b 2.40 0.32 ------------------------------------------------------------------------------------------------------------------------------------ Wide Flange Members Shipping Mat'l Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID Fy Comb Loc Kips Ratio Ft-kip Ratio Ratio Comb Loc Kips Ratio ------------------------------------------------------------------------------------------------------------------------------------ COL07 WF1022 W10x 22 50.0 24 113b 0.1 0.00 -6.2 0.10 0.10 24 118b 1.15 0.04 Frame Weight (lbs) = 2396 Deflections (in): 10 yr Wind dx = 0.01 = H/-2336 WIND CASE 1 TO RIGHT Seismic dx = 0.04 = H/ 6416 SEISMIC TO RIGHT Story Drift = 0.13 = 0.001H SEISMIC TO RIGHT Drift Index = 0.00 1.11SW+1.11RDL+1.11COL+0.91EQR Maximum dx = 0.04 = H/ 7060 0.49SW+0.49RDL+0.91EQR Maximum dy = -1.54 = L/ 194 @ MOD 3, SW+RDL+COL+LRD Max. Live dy = -1.16 = L/ 257 @ MOD 3, SW+RDL+COL+LRD E/W col dx = 0.85 = L/ 297 @ COL02, SW+RDL+COL+0.75SL+0.75SR+0.45W5B U16RO597A Page1O6 of189 NUCOR BUILDINGS GROUP Job # : U16R0597A Job Name TOP CUB AIRCRAFT Frame ENTRANCE FL 2 Date 9/30/2016 Designer BG\trevor.black File E21.nfr App Version 2015.7.2.3 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type ECS Frame width 6.67 Ft. Bay width 8.25 Ft. LEFT RIGHT Dim to ridge 6.67 Ft. 0.00 Ft. Roof slope 0.58/12 0.00/12 Eave height 25.97 Ft. 26.29 Ft. Girt offset 0.00 In. 6.00 In. Typ. Girt spacing 4.00 Ft. Purlin offset 8.00 In. 8.00 In. Typ. Purlin spacing: 1.83 Ft. Col. spacing 6.6667 Supports / Spring Constants COLO1 - Bottom V H COL02 - Top H Bottom V H Column Bracing: WP1 Girt Brace Y Y Y Y N Flange Brace 2 2 2 2 0 Location (ft): 7.5 14.2 18.2 22.2 25.2 WP2 Girt Brace Y Y N Flange Brace 2 2 0 Location (ft): 7.0 12.0 25.5 Other Braces: Column Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 17.50 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 Cc = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.25 Cd = 3.25 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 3.000 Wind speed 110.00 Mph Exp. : C Wind pressure 25.15 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0.250 W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W2L -0.610 0.000 -0.710 -1.250 0.000 0.430 W5B -0.300 0.000 -0.890 -0.350 0.000 -0.300 W5F -0.300 0.000 -0.350 -0.890 0.000 -0.300 W6B -0.660 0.000 -1.250 -0.710 0.000 -0.660 W6F -0.660 0.000 -0.710 -1.250 0.000 -0.660 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COLO1 21.12 -24.14 COL02 21.88 -25.64 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 16.00 Suction 10.00 -29.68 Pressure 100.00 16.00 Suction 100.00 -27.17 Edge Zone Pressure 10.00 16.00 Suction 10.00 -49.80 Pressure 100.00 16.00 Suction 100.00 -32.20 Tributary Widths U16RO597A Page1O7 of189 Panel Trib. Width (ft) WP1 12.50 WP2 8.00 RP1 8.25 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.029 -0.029 0.000 6.667 COL RP1 -0.041 -0.041 0.000 6.667 SL RP1 -0.144 -0.144 0.000 6.667 COS RP1 -0.206 -0.206 0.000 6.667 RLL RP1 -0.165 -0.165 0.000 6.667 W1R RP1 -0.185 -0.185 0.000 6.667 W1L RP1 -0.073 -0.073 0.000 6.667 W2R R21 -0.259 -0.259 0.000 6.667 W2L RP1 -0.147 -0.147 0.000 6.667 W5B WP1 0.264 0.264 0.000 25.984 W5B W22 0.175 0.175 0.000 26.292 W5B R21 -0.303 -0.303 0.000 6.667 W5F WP1 -0.302 -0.302 0.000 25.984 W5F WP2 -0.205 -0.205 0.000 26.292 W5F RP1 -0.303 -0.303 0.000 6.667 EQR R21 0.500 0.500 0.000 6.667 EQL RP1 -0.500 -0.500 0.000 6.667 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R SPAN1 2.241 0.000 0.000 0.667 W1R SPAN1 0.719 0.000 0.000 5.500 W1L SPAN1 -0.709 0.000 0.000 0.667 W1L SPAN1 -2.273 0.000 0.000 5.500 W2R SPAN1 1.220 0.000 0.000 0.667 W2R SPAN1 1.755 0.000 0.000 5.500 W2L SPAN1 -1.730 0.000 0.000 0.667 W2L SPAN1 -1.237 0.000 0.000 5.500 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description RDL COL02 0.000 -1.000 -3.430 10.000 C-7 CANOPY COL COL02 0.000 -0.200 -0.466 10.000 C-8 CANOPY SL COL02 0.000 -3.100 -7.524 10.000 C-9 CANOPY UOS COL02 0.000 -3.100 -7.524 10.000 C-10 CANOPY RLL COL02 0.000 -0.700 -1.731 10.000 C-11 CANOPY W1R COLO1 10.000 0.000 0.000 20.000 C-3 TIE BACK LOADS W1R COL02 0.000 1.200 2.997 10.000 C-12 CANOPY W1L COLO1 -10.000 0.000 0.000 20.000 C-5 TIE BACK LOADS W1L COL02 0.000 1.200 2.997 10.000 C-13 CANOPY W2R COLO1 10.000 0.000 0.000 20.000 C-4 TIE BACK LOADS W2R COL02 0.000 1.200 2.997 10.000 C-14 CANOPY W2L COLO1 -10.000 0.000 0.000 20.000 C-6 TIE BACK LOADS W2L COL02 0.000 1.200 2.997 10.000 C-15 CANOPY W5B COL02 0.000 1.200 2.997 10.000 C-16 CANOPY W5F COL02 0.000 1.200 2.997 10.000 C-17 CANOPY EQR COLO1 10.000 0.000 0.000 20.000 C-1 TIE BACK LOADS EQL COLO1 -10.000 0.000 0.000 20.000 C-2 TIE BACK LOADS ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASK Cases 1) 1.00 SW+RDL+COL 2) 1.00 SW+RDL+COL+SL 3) 1.00 SW+RDL+COL+RLL 4) 1.00 SW+RDL+0.60WlL 5) 1.00 SW+RDL+0.60W2L 6) 1.00 SW+RDL+0.60W1R 7) 1.00 SW+RDL+0.60W2R 8) 1.00 0.60SW+0.60RDL+0.60W1L 9) 1.00 0.60SW+0.60RDL+0.60W2L 10) 1.00 0.60SW+0.60RDL+0.60W1R 11) 1.00 0.60SW+0.60RDL+0.60W2R 12) 1.00 SW+RDL+COL+0.75SL+0.45W1L 13) 1.00 SW+RDL+COL+0.75SL+0.45W2L 14) 1.00 SW+RDL+COL+0.75SL+0.45W1R 15) 1.00 SW+RDL+COL+0.75SL+0.45W2R 16) 1.00 SW+RDL+COL+0.75RLL+0.45W1L 17) 1.00 SW+RDL+COL+0.75RLL+0.45W2L 18) 1.00 SW+RDL+COL+0.75RLL+0.45W1R 19) 1.00 SW+RDL+COL+0.75RLL+0.45W2R 20) 1.00 SW+RDL+0.60W5B 21) 1.00 SW+RDL+0.60W5F 22) 1.00 0.60SW+0.60RDL+0.60W5B 23) 1.00 0.60SW+0.60RDL+0.60W5F 24) 1.00 SW+RDL+COL+0.75SL+0.45W5B 25) 1.00 SW+RDL+COL+0.75SL+0.45W5F 26) 1.00 SW+RDL+COL+0.75RLL+0.45W5B 27) 1.00 SW+RDL+COL+0.75RLL+0.45W5F 28) 1.00 SW+RDL+COL+UOS 29) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQL 30) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQR 31) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQL 32) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQR 33) 1.00 0.49SW+0.49RDL+0.91EQL 34) 1.00 0.49SW+0.49RDL+0.91EQR U16RO597A Page108 of189 Job : U16RO597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 Frame: ENTRANCE FL 2 By : BG\trevor.black ❑i 1 L2- *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------------------------ Wide Flange Members Shipping Mat'l Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID Fy Comb Loc Kips Ratio Ft-kip Ratio Ratio Comb Loc Kips Ratio ------------------------------------------------------------------------------------------------------------------------------------ RAF01 WF810 W 8x 10 50.0 28 4a -0.0 0.00 1.1 0.05 0.05 28 7 -0.99 0.06 COL01 WF824 W 8x 24 50.0 30 16a -0.5 0.00 36.4 0.64 0.65 30 16b -7.29 0.31 COL02 WF824 W 8x 24 50.0 24 22b -0.5 0.00 10.9 0.19 0.19 21 19 -1.20 0.05 Frame Weight (lbs) = 1266 Deflections (in): Maximum dy = -0.01 = L/ 6718 @ MOD 1, SW+RDL+COL+UOS E/W col dx = 1.24 = L/ 242 @ COL01, 1.11SW+1.11RDL+1.11COL+0.91EQL U16RO597A Page1O9 of189 NUCOR BUILDINGS GROUP Job # : U16R0597A Job Name TOP CUB AIRCRAFT Frame FRAMELINE 3 Date 9/30/2016 Designer BG\trevor.black File Fll.nfr App Version 2015.7.2.3 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type RMG Frame width 130.00 Ft. Bay width 20.00 Ft. LEFT RIGHT Dim to ridge 65.00 Ft. 65.00 Ft. Roof slope 0.50/12 -0.50/12 Eave height 22.00 Ft. 22.00 Ft. Girt offset 0.00 In. 8.00 In. Typ. Girt spacing 4.00 Ft. Purlin offset 10.00 In. 10.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 69.0000,61.0000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H COL03 - Bottom V H Column Bracing: WP1 Girt Brace Y Y Y Flange Brace 0 0 0 Location (ft): 7.5 14.2 18.1 WP2 Girt Brace Y Y Y Flange Brace 0 0 0 Location (ft): 7.5 14.2 18.1 Other Braces: Column Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 12.00 Roof Snow load 17.50 Floor dead load 38.50 Floor live load 50.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.25 Cd = 3.25 Sds = 0.752 Sol = 0.399 rho = 1.30 omega = 3.000 Wind speed 110.00 Mph Exp. : C Wind pressure 24.23 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) W21 20.00 WP2 20.00 RP1 20.00 RP2 20.00 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL R21 -0.070 -0.070 0.000 65.000 RDL RP2 -0.070 -0.070 65.000 130.000 COL RP1 -0.100 -0.100 0.000 65.000 COL R22 -0.100 -0.100 65.000 130.000 SL RP1 -0.350 -0.350 0.000 65.000 SR RP2 -0.350 -0.350 65.000 130.000 U16RO597A Page11O of189 UOS RP1 -0.500 -0.500 0.000 65.000 COS R22 -0.500 -0.500 65.000 130.000 RLL PRI -0.240 -0.240 0.000 65.000 RLR RP2 -0.240 -0.240 65.000 130.000 W1R RP1 -0.247 -0.247 0.000 65.000 W1R R22 -0.092 -0.092 65.000 130.000 W1R WPl 0.281 0.281 0.000 22.000 W1R WP2 0.053 0.053 0.000 22.000 W1R WP2 0.485 0.485 22.000 26.000 W1L Rpl -0.092 -0.092 0.000 65.000 W1L RP2 -0.247 -0.247 65.000 130.000 W1L WP1 -0.053 -0.053 0.000 22.000 W1L WP2 -0.281 -0.281 0.000 22.000 W1L W22 -0.727 -0.727 22.000 26.000 W2R R21 -0.422 -0.422 0.000 65.000 W2R RP2 -0.267 -0.267 65.000 130.000 W2R WP1 0.107 0.107 0.000 22.000 W2R WP2 0.228 0.228 0.000 22.000 W2R WP2 0.485 0.485 22.000 26.000 W2L RP1 -0.267 -0.267 0.000 65.000 W2L R22 -0.422 -0.422 65.000 130.000 W2L Wpl -0.228 -0.228 0.000 22.000 W2L WP2 -0.107 -0.107 0.000 22.000 W2L WP2 -0.727 -0.727 22.000 26.000 W5B RP1 -0.247 -0.247 0.000 65.000 W5B R22 -0.092 -0.092 65.000 130.000 W5B Wpl -0.131 -0.131 0.000 22.000 W5B WP2 0.131 0.131 0.000 22.000 W5B WP2 0.485 0.485 22.000 26.000 W5F RP1 -0.092 -0.092 0.000 65.000 W5F RP2 -0.247 -0.247 65.000 130.000 W5F WP1 -0.131 -0.131 0.000 22.000 W5F W22 0.131 0.131 0.000 22.000 W5F W22 0.485 0.485 22.000 26.000 W6B RP1 -0.422 -0.422 0.000 65.000 W6B RP2 -0.267 -0.267 65.000 130.000 W6B WP1 -0.305 -0.305 0.000 22.000 W6B W22 0.305 0.305 0.000 22.000 W6B WP2 0.485 0.485 22.000 26.000 W6F RP1 -0.267 -0.267 0.000 65.000 W6F RP2 -0.422 -0.422 65.000 130.000 W6F Wpl -0.305 -0.305 0.000 22.000 W6F WP2 0.305 0.305 0.000 22.000 W6F WP2 0.485 0.485 22.000 26.000 EQR R21 0.065 0.065 0.000 65.000 EQR R22 0.065 0.065 65.000 130.000 EQL R21 -0.065 -0.065 0.000 65.000 EQL RP2 -0.065 -0.065 65.000 130.000 RL1 RP1 -0.240 -0.240 0.000 65.000 RL1 R22 -0.240 -0.240 65.000 69.000 RL2 RP2 -0.240 -0.240 69.000 130.000 LRD RP1 -0.350 -0.350 0.000 65.000 LRD RP1 -0.191 -0.191 29.659 65.000 LRD RP2 -0.105 -0.105 65.000 130.000 RRD Rpl -0.105 -0.105 0.000 65.000 RRD RP2 -0.191 -0.191 65.000 100.341 RRD R22 -0.350 -0.350 65.000 130.000 Load On Hor. Vert. Moment Lee Case Mem Kips Kips K-Ft. Ft. W1R COLO1 0.343 0.000 0.000 22.000 W1R COL03 0.343 0.000 0.000 22.000 W1L COLO1 -0.343 0.000 0.000 22.000 W1L COL03 -0.343 0.000 0.000 22.000 W2R COLO1 0.343 0.000 0.000 22.000 W2R COL03 0.343 0.000 0.000 22.000 W2L COLO1 -0.343 0.000 0.000 22.000 W2L COL03 -0.343 0.000 0.000 22.000 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Lee Lee Special Klf Klf Ft. Ft. Load # Description SL Rpl -0.170 -0.170 0.000 65.000 P-2 PARAPET DRIFT SR RP2 -0.170 -0.170 65.000 130.000 P-3 PARAPET DRIFT SR R22 0.000 -0.960 118.333 130.000 P-1 PARAPET DRIFT Load On Hor. Vert. Moment Lee Special Case Mem Kips Kips K-Ft. Ft. Load # Description COL COLO1 0.000 -0.700 0.923 10.000 C-2 EXTERIOR MEZZ SL COLO1 0.000 -7.500 9.893 10.000 C-3 EXTERIOR MEZZ UOS COLO1 0.000 -3.500 4.617 10.000 C-4 EXTERIOR MEZZ FDL COLO1 0.000 -7.000 9.234 10.000 C-1 EXTERIOR MEZZ FDL COLO1 0.000 -9.000 11.872 10.000 C-14 MEZZ LOADS FDL COL02 0.000 -18.000 0.000 10.000 C-17 MEZZ LOADS FLL COLO1 0.000 -11.000 14.510 10.000 C-15 MEZZ LOADS FLL COLO1 0.000 -9.000 11.872 10.000 C-5 EXTERIOR MEZZ FLL COL02 0.000 -22.000 0.000 10.000 C-16 MEZZ LOADS W1R COLO1 1.300 2.600 -3.430 10.000 C-6 EXTERIOR MEZZ W1R COL03 3.300 0.000 0.000 20.500 C-20 ENTRANCE LAT W1L COLO1 -1.300 2.600 -3.430 10.000 C-13 EXTERIOR MEZZ W1L COL03 -3.300 0.000 0.000 20.500 C-22 ENTRANCE LAT W2R COLO1 1.300 2.600 -3.430 10.000 C-7 EXTERIOR MEZZ W2R COL03 3.300 0.000 0.000 20.500 C-21 ENTRANCE LAT W2L COLO1 -1.300 2.600 -3.430 10.000 C-12 EXTERIOR MEZZ W2L COL03 -3.300 0.000 0.000 20.500 C-23 ENTRANCE LAT W5B COLO1 1.300 2.600 -3.430 10.000 C-8 EXTERIOR MEZZ W5F COLO1 -1.300 2.600 -3.430 10.000 C-11 EXTERIOR MEZZ W6B COLO1 1.300 2.600 -3.430 10.000 C-9 EXTERIOR MEZZ W6F COLO1 -1.300 2.600 -3.430 10.000 C-10 EXTERIOR MEZZ EQR COL03 1.000 0.000 0.000 20.500 C-18 ENTRANCE LAT EQL COL03 -1.000 0.000 0.000 20.500 C-19 ENTRANCE LAT ----------------------------------------- L O A D C O M B I N A T I O N S U16RO597A Page111 of189 ASR Cases 1) 1.00 SW+RDL+COL+FDL+NLL 2) 1.00 SW+RDL+COL+FDL+NLR 3) 1.00 SW+RDL+COL+FDL+FLL+NLL 4) 1.00 SW+RDL+COL+FDL+FLL+NLR 5) 1.00 SW+RDL+COL+SL+SR+FDL+NLL 6) 1.00 SW+RDL+COL+SL+SR+FDL+NLR 7) 1.00 SW+RDL+COL+RLL+RLR+FDL+NLL 8) 1.00 SW+RDL+COL+RLL+RLR+FDL+NLR 9) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+NLL 10) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+NLR 11) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+NLL 12) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+NLR 13) 1.00 SW+RDL+FDL+0.60W1L 14) 1.00 SW+RDL+FDL+0.60W2L 15) 1.00 SW+RDL+FDL+0.60WlR 16) 1.00 SW+RDL+FDL+0.60W2R 17) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W1L 18) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W2L 19) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W1R 20) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W2R 21) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W1L 22) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W2L 23) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W1R 24) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W2R 25) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W1L 26) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W2L 27) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W1R 28) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W2R 29) 1.00 SW+RDL+FDL+0.60W5B 30) 1.00 SW+RDL+FDL+0.60W6B 31) 1.00 SW+RDL+FDL+0.60W5F 32) 1.00 SW+RDL+FDL+0.60W6F 33) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W5B 34) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W6B 35) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W5F 36) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W6F 37) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W5B 38) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W6B 39) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W5F 40) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W6F 41) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W5B 42) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W6B 43) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W5F 44) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W6F 45) 1.00 SW+RDL+COL+UOS+FDL+NLL 46) 1.00 SW+RDL+COL+UOS+FDL+NLR 47) 1.00 SW+RDL+COL+RLI+NLL 48) 1.00 SW+RDL+COL+RLI+NLR 49) 1.00 SW+RDL+COL+RL2+NLL 50) 1.00 SW+RDL+COL+RL2+NLR 51) 1.00 SW+RDL+COL+LRD+NLL 52) 1.00 SW+RDL+COL+LRD+NLR 53) 1.00 SW+RDL+COL+RRD+NLL 54) 1.00 SW+RDL+COL+RRD+NLR 55) 1.00 1.11SW+1.11RDL+1.11COL+1.11FDL+0.91EQL 56) 1.00 1.11SW+1.11RDL+1.11COL+1.11FDL+0.91EQR 57) 1.00 1.08SW+1.08RDL+1.08COL+1.08FDL+0.75FLL+0.68EQL 58) 1.00 1.08SW+1.08RDL+1.08COL+1.08FDL+0.75FLL+0.68EQR 59) 1.00 0.49SW+0.49RDL+0.49FDL+0.91EQL 60) 1.00 0.49SW+0.49RDL+0.49FDL+0.91EQR U16RO597A Page112 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 Frame: FRAMELINE 3 By : BG\trevor.black ❑i 1. *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.31 F8.38 W220 5 1 -14.9 0.08 -227.7 0.69 0.71 0.75 5 1 23.56 0.88 0.50 0.56 Chkpt 1 5 Depth 32.69 25.94 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 8.0 0.3125 55.00 Web 0.2200 55.00 B/R Flg 8.0 0.3750 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F6.31 F6.25 W164 52 9 -10.7 0.11 178.8 0.95 0.91 1.01 5 7a 13.32 1.00 0.40 0.35 2 F6.50 F6.25 W150 52 13 -10.3 0.09 210.6 0.85 1.04 0.95 51 10 7.02 0.77 0.20 0.14 3 F6.38 F6.38 W164 52 15 -10.3 0.08 206.7 0.94 0.82 0.98 6 17b -11.37 0.85 0.35 0.35 Chkpt 6 9 10 14 15 18 Depth 25.81 30.66 30.75 26.00 Section 1 1 1 2 1 3 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I width thick Fy I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Fig 6.0 0.3125 55.00 1 6.0 0.5000 55.00 1 6.0 0.3750 55.00 1 Web 0.1644 55.00 1 0.1500 55.00 1 0.1644 55.00 1 B/R Flg 6.0 0.2500 55.00 1 6.0 0.2500 55.00 1 6.0 0.3750 55.00 1 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F6.25 F6.38 W220 52 19 -10.2 0.09 116.2 0.75 0.56 0.79 6 23 -20.90 0.73 0.39 0.50 Chkpt 19 23 Depth 25.88 30.62 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 6.0 0.2500 55.00 Web 0.2200 55.00 B/R Flg 6.0 0.3750 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF04 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F6.25 F6.50 W188 5 26 -15.2 0.09 -246.1 0.98 0.82 0.89 6 26 -22.21 0.94 0.39 0.59 2 F6.25 F6.50 W188 5 27 -13.2 0.08 -246.6 0.98 0.82 0.90 53 30a 17.42 0.81 0.37 0.55 Chkpt 24 26 27 31 Depth 30.75 33.75 26.00 Section 1 1 1 2 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 6.0 0.2500 55.00 6.0 0.2500 55.00 Web 0.1875 55.00 0.1875 55.00 B/R Flg 6.0 0.5000 55.00 6.0 0.5000 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF05 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F6.31 F6.25 W164 52 32 -11.0 0.12 -99.2 0.58 0.91 0.97 5 32 14.09 1.00 0.42 0.37 2 F6.31 F6.31 W188 53 38 -7.2 0.06 133.0 0.78 0.73 0.82 6 42 -10.63 0.77 0.19 0.19 Chkpt 32 37 38 42 Depth 25.81 25.84 38.62 Section 1 1 1 2 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 6.0 0.3125 55.00 6.0 0.3125 55.00 Web 0.1644 55.00 0.1875 55.00 B/R Flg 6.0 0.2500 55.00 6.0 0.3125 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF06 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.38 F8.63 W250 6 47 -15.5 0.05 -211.2 0.33 0.28 0.30 6 47 -23.86 0.76 0.31 0.42 U16RO597A Page 113 of 189 U16RO597A Page114 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 Page: 2 Frame: FRAMELINE 3 By : BG\trevor.black File: FII *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Chkpt 43 47 Depth 39.00 46.00 Section I 1 I ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 8.0 0.3750 55.00 1 Web 0.2500 55.00 1 B/R Flg 8.0 0.6250 55.00 1 Built Up Column - COLO1 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.38 F8.50 W275 5 56 -26.9 0.20 -247.3 0.45 0.75 0.84 5 56 -12.21 0.29 0.36 0.41 Chkpt 48 56 Depth 22.88 40.88 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Fig 8.0 0.3750 55.00 Web 0.2750 55.00 B/R Flg 8.0 0.5000 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.38 F8.38 W150 9 57 -71.6 0.93 -0.0 0.00 0.00 0.93 52 61 -0.65 0.03 0.05 0.05 Chkpt 57 63 Depth 12.75 12.75 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 8.0 0.3750 55.00 Web 0.1500 55.00 B/R Flg 8.0 0.3750 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.50 F8.38 W188 6 70 -29.9 0.23 217.2 0.73 0.45 0.88 6 70 12.29 0.93 0.48 0.43 Chkpt 64 70 Depth 22.88 40.88 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 1 8.0 0.5000 55.00 1 Web 1 0.1875 55.00 B/R Fig 1 8.0 0.3750 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 6509 Deflections (in): 10 yr Wind dx = -0.63 = H/ 331 WIND CASE 2 TO LEFT Seismic dx = 1.56 = H/ 134 SEISMIC TO RIGHT Story Drift = 5.08 = 0.024H SEISMIC TO RIGHT Drift Index = 0.08 1.08SW+1.08RDL+1.08COL+1.08FDL+0.75FLL+0.68EQR Maximum dx = 2.05 = H/ 102 SW+RDL+COL+LRD Maximum dy = -3.90 = L/ 206 @ MOD 1, SW+RDL+COL+LRD Max. Live dy = -3.21 = L/ 250 @ MOD 1, SW+RDL+COL+LRD U16RO597A Page115 of189 NUCOR BUILDINGS GROUP Job # : U16RO597A Job Name TOP CUB AIRCRAFT Frame FRAMELINE 3 Date 9/30/2016 Designer BG\trevor.black File Fll.nfr App Version 2015.7.2.3 ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 0.50:12 W275 0.84 FWS3 FWS3 1.00 0.00 0.70 FWS3 0.84 0.41 0 ------------------------------------------------------------------------------------------------------------------------------------- I width thick Fy I height depth length I I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Top Plate 8.0 0.3125 55.0 1 40.03 Stiffener I Web 0.2750 55.0 1 30.36 40.00 1 Bot Plate 1 4.0 0.2500 50.0 1 40.00 1 1 ------------------------------------------------------------------------------------------------------------------------------------- Knee Connection - COL03 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- -0.50:12 W275 0.84 FWS3 FWS3 1.00 0.00 0.44 FWS3 0.39 0.28 0 ------------------------------------------------------------------------------------------------------------------------------------- I width thick Fy I height depth length I I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Top Plate 8.0 0.3750 55.0 1 40.03 Stiffener Web 0.2750 55.0 43.37 40.00 Bot Plate 4.0 0.3750 50.0 40.00 ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from COL01 To RAF01 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F8.63 F8.63 8-0.750-S 3 -13.20 24.54 -227.7 0.80 0.80 3 -13.20 24.54 -227.7 0.98 ------------------------------------------------------------------------------------------------------------------------------------- I I left right width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 8.0 0.625 38.00 55.0 Top Weld FWD3 FWD3 Right Plate 8.0 0.625 38.00 55.0 Web Weld WP13 WP13 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD3 FWD3 ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF01 To RAF02 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F8.38 F6.50 8-0.625-S 44 -5.65 4.82 -55.1 0.69 0.58 44 -5.65 4.82 -55.1 0.45 ------------------------------------------------------------------------------------------------------------------------------------- I I left right I width thick length Fy I I size size I ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 8.0 0.375 30.88 55.0 Top Weld FWD3 FWD3 Right Plate 6.0 0.500 30.88 55.0 Web Weld WP13 WP13 Stiffener 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD3 FWD3 I ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF02 To RAF03 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F6.50 F6.50 8-0.625-S 42 -9.97 -10.66 116.2 0.84 0.84 42 -9.97 -10.66 116.2 0.91 ------------------------------------------------------------------------------------------------------------------------------------- I I left right width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 6.0 0.500 30.88 55.0 Top Weld FWD3 FWD3 Right Plate 6.0 0.500 30.88 55.0 Web Weld WP13 WP13 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD3 FWD3 ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF03 To RAF04 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F6.50 F6.50 8-0.750-S 3 -13.20 -20.62 -160.4 0.97 0.97 3 -13.20 -20.62 -160.4 0.73 ------------------------------------------------------------------------------------------------------------------------------------- I I left right width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 6.0 0.500 36.25 55.0 Top Weld FWD3 FWD3 Right Plate 6.0 0.500 36.25 55.0 Web Weld WP13 WP13 Stiffener 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD3 FWD3 I ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF04 To RAF05 Left Right Left Right ----------------- BOLT --------------------- U16RO597A Page116 of189 Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio 4BE F6.50 F6.50 8-0.625-5 42 -10.93 5.00 -99.2 0.79 0.79 42 -10.93 5.00 -99.2 0.77 ------------------------------------------------------------------------------------------------------------------------------------- I I left right 1 width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 6.0 0.500 30.88 55.0 Top Weld FWD3 FWD3 Right Plate 6.0 0.500 30.88 55.0 Web Weld WP13 WP13 Stiffener 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD3 FWD3 I ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF05 To RAF06 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F6.38 F8.63 8-0.625-5 42 -11.37 -5.64 -118.1 0.92 0.49 42 -11.37 -5.64 -118.1 0.60 ------------------------------------------------------------------------------------------------------------------------------------- I I left right I width thick length Fy I I size size I ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 6.0 0.375 43.88 55.0 Top Weld FWD3 FWD4 Right Plate 8.0 0.625 43.88 55.0 Web Weld WP13 WP14 Stiffener 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD3 FWD4 I ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF06 To COL03 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F8.63 F8.63 8-0.750-5 54 -14.68 -12.08 -304.5 0.66 0.66 54 -14.68 -12.08 -304.5 0.66 ------------------------------------------------------------------------------------------------------------------------------------- I I left right I width thick length Fy I I size size I ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 8.0 0.625 51.50 55.0 Top Weld FWD4 FWD3 Right Plate 8.0 0.625 51.50 55.0 Web Weld WP14 WP13 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD4 FWD3 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL02 to RAF04 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4-0.625-5 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COLO1 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F10.63 8-1.250 FWS3 FWS3 FWS3 0.36 0.00 0.00 0.00 0.00 0.12 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 10.00 0.625 23.00 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COL02 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F8.50 4-0.750 FWS3 FWS3 FWS3 0.90 0.00 0.00 0.00 0.00 0.03 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 8.00 0.500 12.75 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COL03 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F10.63 8-1.250 FWS3 FWS3 FWS3 0.36 0.02 0.15 0.04 0.01 0.13 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 10.00 0.625 23.00 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL + FDL 2 1.00 SW + RDL + COL + FDL + FLL 3 1.00 SW + RDL + COL + SL + SR + FDL 4 1.00 SW + RDL + COL + RLL + RLR + FDL 5 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL 6 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL 7 1.00 SW + RDL + FDL + 0.60WlL 8 1.00 SW + RDL + FDL + 0.60W2L 9 1.00 SW + RDL + FDL + 0.60WlR 10 1.00 SW + RDL + FDL + 0.60W2R 11 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W1L 12 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W2L 13 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W1R 14 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W2R 15 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W1L 16 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W2L U16RO597A Page117 of189 17 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W1R 18 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W2R 19 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W1L 20 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W2L 21 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W1R 22 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W2R 23 1.00 SW + RDL + FDL + 0.60W5B 24 1.00 SW + RDL + FDL + 0.60W6B 25 1.00 SW + RDL + FDL + 0.60W5F 26 1.00 SW + RDL + FDL + 0.60W6F 27 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W5B 28 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W6B 29 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W5F 30 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W6F 31 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W5B 32 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W6B 33 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W3F 34 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W6F 35 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W5B 36 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W6B 37 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W5F 38 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W6F 39 1.00 SW + RDL + COL + UOS + FDL 40 1.00 SW + RDL + COL + RL1 41 1.00 SW + RDL + COL + RL2 42 1.00 SW + RDL + COL + LRD 43 1.00 SW + RDL + COL + RRD 44 1.00 1.11SW + 1.11RDL + 1.11COL + 1.11FDL + 0.91EQL 45 1.00 1.11SW + 1.11RDL + 1.11COL + 1.11FDL + 0.91EQR 46 1.00 1.08SW + 1.08RDL + 1.08COL + 1.08FDL + 0.75FLL + 0.68EQL 47 1.00 1.08SW + 1.08RDL + 1.08COL + 1.08FDL + 0.75FLL + 0.68EQR 48 1.00 0.49SW + 0.49RDL + 0.49FDL + 0.91EQL 49 1.00 0.49SW + 0.49RDL + 0.49FDL + 0.91EQR 50 1.20 Special Seismic 51 1.20 Special Seismic 52 1.20 Special Seismic 53 1.20 Special Seismic 54 1.20 Special Seismic 55 1.20 Special Seismic 56 1.20 Special Seismic 57 1.20 Special Seismic U16RO597A Page118 of189 NUCOR BUILDINGS GROUP Job # : U16R0597A Job Name TOP CUB AIRCRAFT Frame FRAMELINES 4, 6, 7, 9 Date 9/30/2016 Designer BG\trevor.black File F12.nfr App Version 2015.7.2.3 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type RCG Frame width 130.00 Ft. Bay width 24.75 Ft. LEFT RIGHT Dim to ridge 65.00 Ft. 65.00 Ft. Roof slope 0.50/12 -0.50/12 Eave height 22.00 Ft. 22.00 Ft. Girt offset 0.00 In. 8.00 In. Typ. Girt spacing 4.00 Ft. Purlin offset 10.00 In. 10.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 130.0000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace Y Y Y Flange Brace 0 2 0 Location (ft): 7.5 14.2 18.1 WP2 Girt Brace Y Y Y Flange Brace 0 2 0 Location (ft): 7.5 14.2 18.1 Other Braces: Column Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 12.00 Roof Snow load 17.50 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 Cc = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.25 Cd = 3.25 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 3.000 Wind speed 110.00 Mph Exp. : C Wind pressure 24.23 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) W21 24.75 WP2 24.75 R21 24.75 RP2 24.75 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.087 -0.087 0.000 65.000 RDL RP2 -0.087 -0.087 65.000 130.000 COL RP1 -0.124 -0.124 0.000 65.000 COL RP2 -0.124 -0.124 65.000 130.000 SL R21 -0.433 -0.433 0.000 65.000 SR RP2 -0.433 -0.433 65.000 130.000 COS RP1 -0.619 -0.619 0.000 65.000 U16RO597A Page119 of189 UOS R22 -0.619 -0.619 65.000 130.000 RLL R21 -0.297 -0.297 0.000 65.000 RLR RP2 -0.297 -0.297 65.000 130.000 W1R RP1 -0.306 -0.306 0.000 65.000 W1R RP2 -0.114 -0.114 65.000 130.000 W1R WP1 0.348 0.348 0.000 22.000 W1R WP2 0.066 0.066 0.000 22.000 W1R WP2 0.600 0.600 22.000 26.000 W1L RP1 -0.114 -0.114 0.000 65.000 W1L R22 -0.306 -0.306 65.000 130.000 W1L WP1 -0.066 -0.066 0.000 22.000 W1L WP2 -0.348 -0.348 0.000 22.000 W1L WP2 -0.899 -0.899 22.000 26.000 W2R RP1 -0.522 -0.522 0.000 65.000 W2R RP2 -0.330 -0.330 65.000 130.000 W2R WP1 0.132 0.132 0.000 22.000 W2R WP2 0.282 0.282 0.000 22.000 W2R W22 0.600 0.600 22.000 26.000 W2L RP1 -0.330 -0.330 0.000 65.000 W2L RP2 -0.522 -0.522 65.000 130.000 W2L WP1 -0.282 -0.282 0.000 22.000 W2L W22 -0.132 -0.132 0.000 22.000 W2L WP2 -0.899 -0.899 22.000 26.000 W5B RP1 -0.306 -0.306 0.000 65.000 W5B RP2 -0.114 -0.114 65.000 130.000 W5B WP1 -0.162 -0.162 0.000 22.000 W5B WP2 0.162 0.162 0.000 22.000 W5B WP2 0.600 0.600 22.000 26.000 W5F RP1 -0.114 -0.114 0.000 65.000 W5F R22 -0.306 -0.306 65.000 130.000 W5F WP1 -0.162 -0.162 0.000 22.000 W5F WP2 0.162 0.162 0.000 22.000 W5F W22 0.600 0.600 22.000 26.000 W6B R21 -0.522 -0.522 0.000 65.000 W6B RP2 -0.330 -0.330 65.000 130.000 W6B WP1 -0.378 -0.378 0.000 22.000 W6B WP2 0.378 0.378 0.000 22.000 W6B W22 0.600 0.600 22.000 26.000 W6F R21 -0.330 -0.330 0.000 65.000 W6F RP2 -0.522 -0.522 65.000 130.000 W6F WP1 -0.378 -0.378 0.000 22.000 W6F WP2 0.378 0.378 0.000 22.000 W6F WP2 0.600 0.600 22.000 26.000 EQR RP1 0.080 0.080 0.000 65.000 EQR R22 0.080 0.080 65.000 130.000 EQL R21 -0.080 -0.080 0.000 65.000 EQL RP2 -0.080 -0.080 65.000 130.000 LRD RP1 -0.433 -0.433 0.000 65.000 LRD RP1 -0.236 -0.236 29.659 65.000 LRD R22 -0.130 -0.130 65.000 130.000 RRD RP1 -0.130 -0.130 0.000 65.000 RRD RP2 -0.236 -0.236 65.000 100.341 RRD R22 -0.433 -0.433 65.000 130.000 Load On Her. Vert. Moment Lee Case Mem Kips Kips K-Ft. Ft. W1R COLO1 0.343 0.000 0.000 22.000 W1R COL02 0.343 0.000 0.000 22.000 W1L COLO1 -0.343 0.000 0.000 22.000 W1L COL02 -0.343 0.000 0.000 22.000 W2R COLO1 0.343 0.000 0.000 22.000 W2R COL02 0.343 0.000 0.000 22.000 W2L COLO1 -0.343 0.000 0.000 22.000 W2L COL02 -0.343 0.000 0.000 22.000 ----------------------------------------- U S E R - A P P L I E D L 0 A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Lee Lee Special Klf Klf Ft. Ft. Load # Description SR R22 0.000 -1.200 118.333 130.000 P-1 PARAPET DRIFT Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description RDL COLO1 0.000 -9.750 0.000 17.000 C-22 JACK BEAM COL COLO1 3.600 0.000 0.000 14.000 C-6 BIFOLD DOOR COL COLO1 -1.820 -2.300 4.779 16.500 C-1 BIFOLD DOOR COL COLO1 0.000 -4.370 0.000 17.000 C-23 JACK BEAM SL COLO1 0.000 -15.550 0.000 17.000 C-24 JACK BEAM SR COLO1 0.000 -15.550 0.000 17.000 C-25 JACK BEAM UOS COLO1 0.000 -20.690 0.000 17.000 C-28 JACK BEAM RLL COLO1 0.000 -8.260 0.000 17.000 C-29 JACK BEAM W1R COLO1 1.800 0.000 0.000 0.500 C-11 BIFOLD DOOR W1R COLO1 0.600 0.000 0.000 14.000 C-7 BIFOLD DOOR W1R COLO1 1.000 1.000 -2.078 16.500 C-2 BIFOLD DOOR W1R COLO1 0.000 16.370 0.000 17.000 C-30 JACK BEAM W1R SPAN1 5.500 0.000 0.000 10.000 C-20 LAT FROM FL 5/8 W1L COLO1 -1.800 0.000 0.000 0.500 C-14 BIFOLD DOOR W1L COLO1 -0.600 0.000 0.000 14.000 C-10 BIFOLD DOOR W1L COLO1 -1.000 1.000 -2.078 16.500 C-5 BIFOLD DOOR W1L COLO1 0.000 16.370 0.000 17.000 C-38 JACK BEAM W1L SPAN1 -5.500 0.000 0.000 10.000 C-17 LAT FROM FL 5/8 W2R COLO1 1.800 0.000 0.000 0.500 C-12 BIFOLD DOOR W2R COLO1 0.600 0.000 0.000 14.000 C-8 BIFOLD DOOR W2R COLO1 1.000 1.000 -2.078 16.500 C-3 BIFOLD DOOR W2R COLO1 0.000 16.370 0.000 17.000 C-31 JACK BEAM W2R SPAN1 5.500 0.000 0.000 10.000 C-19 LAT FROM FL 5/8 W2L COLO1 -1.800 0.000 0.000 0.500 C-13 BIFOLD DOOR W2L COLO1 -0.600 0.000 0.000 14.000 C-9 BIFOLD DOOR W2L COLO1 -1.000 1.000 -2.078 16.500 C-4 BIFOLD DOOR W2L COLO1 0.000 16.370 0.000 17.000 C-37 JACK BEAM W2L COLO1 0.000 16.370 0.000 17.000 C-36 JACK BEAM W2L SPAN1 -5.500 0.000 0.000 10.000 C-18 LAT FROM FL 5/8 W5B COLO1 0.000 16.370 0.000 17.000 C-32 JACK BEAM W5F COLO1 0.000 16.370 0.000 17.000 C-35 JACK BEAM W6B COLO1 0.000 16.370 0.000 17.000 C-33 JACK BEAM W6F COLO1 0.000 16.370 0.000 17.000 C-34 JACK BEAM U16RO597A Page12O of189 EQR SPAN1 5.500 0.000 0.000 10.000 C-15 LAT FROM FL 5/8 EQL SPAN1 -5.500 0.000 0.000 10.000 C-16 LAT FROM FL 5/8 LRD COL01 0.000 -15.550 0.000 17.000 C-26 JACK BEAM RED COLO1 0.000 -15.550 0.000 17.000 C-27 JACK BEAM NOId! COLO1 10.000 0.000 0.000 21.000 C-21 RIGIDITY ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL 2) 1.00 SW+RDL+COL+SL+SR 3) 1.00 SW+RDL+COL+RLL+RLR 4) 1.00 SW+RDL+0.60WlL 5) 1.00 SW+RDL+0.60W2L 6) 1.00 SW+RDL+0.60WlR 7) 1.00 SW+RDL+0.60W2R 8) 1.00 0.60SW+0.60RDL+0.60W1L 9) 1.00 0.60SW+0.60RDL+0.60W2L 10) 1.00 0.60SW+0.60RDL+0.60W1R 11) 1.00 0.60SW+0.60RDL+0.60W2R 12) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 13) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 14) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 16) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 17) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 18) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 20) 1.00 SW+RDL+0.60W5B 21) 1.00 SW+RDL+0.60W6B 22) 1.00 SW+RDL+0.60W5F 23) 1.00 SW+RDL+0.60W6F 24) 1.00 0.60SW+0.60RDL+0.60W5B 25) 1.00 0.60SW+0.60RDL+0.60W6B 26) 1.00 0.60SW+0.60RDL+0.60W5F 27) 1.00 0.60SW+0.60RDL+0.60W6F 28) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B 29) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6B 30) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5F 31) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6F 32) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 33) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6B 34) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 35) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6F 36) 1.00 SW+RDL+COL+UOS 37) 1.00 SW+RDL+COL+LRD 38) 1.00 SW+RDL+COL+RRD 39) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQL 40) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQR 41) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQL 42) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQR 43) 1.00 0.49SW+0.49RDL+0.91EQL 44) 1.00 0.49SW+0.49RDL+0.91EQR U16RO597A Page121 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 Page: 1 Frame: FRAMELINES 4, 6, 7, 9 By : BG\trevor.black File: F12 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.50 F10.63 W275 36 1 -69.8 0.16 -996.3 0.97 0.93 1.00 36 1 47.97 0.92 0.90 0.99 Chkpt 1 6 Depth 51.12 30.38 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 10.0 0.5000 55.00 Web 0.2750 55.00 B/R Flg 10.0 0.6250 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.50 F8.63 W250 36 7 -66.5 0.21 -381.9 0.82 0.91 1.03 36 9a 34.12 0.78 0.97 1.07 2 F10.50 F10.38 W220 36 17 -64.9 0.26 433.2 0.84 0.91 1.01 36 16a 13.70 0.50 0.40 0.35 Chkpt 7 14 15 20 Depth 30.38 30.25 39.88 Section 1 1 1 2 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 8.0 0.5000 55.00 10.0 0.5000 55.00 Web 0.2500 55.00 0.2200 55.00 B/R Flg 8.0 0.6250 55.00 10.0 0.3750 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.50 F10.38 W220 36 23 -64.9 0.26 449.6 0.81 0.87 0.99 36 25b -15.58 0.56 0.45 0.40 2 F8.50 F8.63 W250 36 33 -66.4 0.21 -416.1 0.90 0.86 0.97 36 31b -31.92 0.73 0.92 1.02 Chkpt 21 26 27 33 Depth 39.88 30.25 30.38 Section 1 1 1 2 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 10.0 0.5000 55.00 8.0 0.5000 55.00 Web 0.2200 55.00 0.2500 55.00 B/R Flg 10.0 0.3750 55.00 8.0 0.6250 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF04 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.50 F10.75 W275 36 39 -70.2 0.14 -1048.4 0.97 0.84 0.91 36 39 -48.99 0.95 0.85 1.01 Chkpt 34 39 Depth 30.50 52.25 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 1 10.0 0.5000 55.00 1 Web 1 0.2750 55.00 B/R Fig 1 10.0 0.7500 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COLO1 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.50 F10.63 W313 36 49 -96.4 0.20 -975.7 0.89 0.84 0.94 36 45 -55.88 0.91 1.98 2.16 Chkpt 40 49 Depth 23.12 52.12 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 10.0 0.5000 55.00 1 Web 0.3125 55.00 1 B/R Flg 10.0 0.6250 55.00 1 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.63 F10.50 W313 36 56 -63.3 0.13 1031.5 0.89 0.94 0.95 36 54 60.20 0.98 2.32 2.13 U16RO597A Page122 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 "" Frame: FRAMELINES 4, 6, 7, 9 By : BG\trevor.black File: -_z *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Chkpt 50 56 Depth 23.12 52.12 Section I 1 I ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 10.0 0.6250 55.00 1 Web 0.3125 55.00 1 B/R Flg 10.0 0.5000 55.00 1 Frame Weight (lbs) = 10018 Deflections (in): 10 yr Wind dx = -0.39 = H/ 526 WIND CASE 2 TO LEFT Seismic dx = 1.03 = H/ 199 SEISMIC TO RIGHT Story Drift = 3.34 = 0.016H SEISMIC TO RIGHT Drift Index = 0.02 1.11SW+1.11RDL+1.11COL+0.91EQL Maximum dx = 1.17 = H/ 174 SW+RDL+COL+LRD Maximum dy = -7.22 = L/ 207 @ MOD 1, SW+RDL+COL+UOS Max. Live dy = -5.05 = L/ 296 @ MOD 1, SW+RDL+COL+UOS U16RO597A Page123 of189 NUCOR BUILDINGS GROUP Job # : U16RO597A Job Name TOP CUB AIRCRAFT Frame FRAMELINES 4, 6, 7, 9 Date 9/30/2016 Designer BG\trevor.black File F12.nfr App Version 2015.7.2.3 ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 0.50:12 W313 0.85 FWs3 FWD4 FWS5 1.00 0.00 0.86 FWS3 0.95 0.95 F3.38 2 0.000 0.00 ------------------------------------------------------------------------------------------------------------------------------------- I width thick Fy I height depth length I I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Top Plate 10.0 0.5000 55.0 1 51.04 Stiffener 3.0 0.3750 51.00 50.0 1 Web 0.3125 55.0 1 47.92 51.00 1 Bot Plate 1 5.0 0.5000 55.0 1 51.00 1 1 ------------------------------------------------------------------------------------------------------------------------------------- Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- -0.50:12 W313 0.88 FWS3 FWD4 FWS5 1.00 0.00 0.89 FWS3 1.01 0.97 F3.38 2 0.000 0.00 ------------------------------------------------------------------------------------------------------------------------------------- I width thick Fy I height depth length I I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Top Plate 10.0 0.5000 55.0 1 51.04 Stiffener 3.0 0.3750 51.00 50.0 Web 0.3125 55.0 48.92 51.00 Bot Plate 6.0 0.5000 55.0 51.00 ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from COL01 To RAF01 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F101.0 F101.0 8-1.250-S 36 -64.65 54.75 -996.3 0.83 0.83 36 -64.65 54.75 -996.3 0.93 ------------------------------------------------------------------------------------------------------------------------------------- I I left right width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 10.0 1.000 59.50 55.0 Top Weld FWD6 FWD6 Right Plate 10.0 1.000 59.50 55.0 Web Weld WP15 WP15 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD6 FWD6 ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF01 To RAF02 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F10.63 F8.75 8-1.000-S 38 -47.03 24.19 -366.2 0.98 0.88 38 -47.03 24.19 -366.2 0.89 ------------------------------------------------------------------------------------------------------------------------------------- I I left right I width thick length Fy I I size size I ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 10.0 0.625 37.00 55.0 Top Weld FWD4 FWD4 Right Plate 8.0 0.750 37.00 55.0 Web Weld WP14 WP14 Stiffener 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD4 FWD4 I ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF02 To RAF03 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F10.63 F10.63 8-0.875-S 36 -64.65 -0.79 462.9 0.91 0.91 36 -64.65 -0.79 462.9 1.00 ------------------------------------------------------------------------------------------------------------------------------------- I I left right I width thick length Fy I I size size I ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 10.0 0.625 46.00 55.0 Top Weld FWD4 FWD4 Right Plate 10.0 0.625 46.00 55.0 Web Weld WP14 WP14 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD4 FWD4 ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF03 To RAF04 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F8.75 F10.75 8-1.250-S 37 -47.48 -24.02 -401.9 0.99 0.91 37 -47.48 -24.02 -401.9 0.66 ------------------------------------------------------------------------------------------------------------------------------------- I I left right width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 8.0 0.750 38.75 55.0 Top Weld FWD5 FWD4 Right Plate 10.0 0.750 38.75 55.0 Web Weld WP14 WP14 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD5 FWD4 I ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF04 To COL02 Left Right Left Right ----------------- BOLT --------------------- U16RO597A Page124 of189 Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio 4BE F101.0 F101.0 8-1.250-5 36 -64.65 -56.16 -1048.4 0.85 0.85 36 -64.65 -56.16 -1048.4 0.96 ------------------------------------------------------------------------------------------------------------------------------------- I I left right width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 10.0 1.000 60.75 55.0 Top Weld FWD6 FWD6 Right Plate 10.0 1.000 60.75 55.0 Web Weld WP15 WP15 Stiffener 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD6 FWD6 I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COLO1 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F10.63 8-1.250 FWS3 FWS4 FWS3 0.56 0.09 0.27 0.18 0.10 0.55 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 10.00 0.625 23.13 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COL02 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F10.63 8-1.250 FWS4 FWS3 FWS3 0.39 0.07 0.25 0.14 0.07 0.57 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 10.00 0.625 23.13 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL 2 1.00 SW + RDL + COL + SL + SR 3 1.00 SW + RDL + COL + RLL + RLR 4 1.00 SW + RDL + 0.60WlL 5 1.00 SW + RDL + 0.60W2L 6 1.00 SW + RDL + 0.60W1R 7 1.00 SW + RDL + 0.60W2R 8 1.00 0.60SW + 0.60RDL + 0.60WlL 9 1.00 0.60SW + 0.60RDL + 0.60W2L 10 1.00 0.60SW + 0.60RDL + 0.60W1R 11 1.00 0.60SW + 0.60RDL + 0.60W2R 12 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W1L 13 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2L 14 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W1R 15 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2R 16 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1L 17 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2L 18 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1R 19 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2R 20 1.00 SW + RDL + 0.60W5B 21 1.00 SW + RDL + 0.60W6B 22 1.00 SW + RDL + 0.60W5F 23 1.00 SW + RDL + 0.60W6F 24 1.00 0.60SW + 0.60RDL + 0.60W5B 25 1.00 0.60SW + 0.60RDL + 0.60W6B 26 1.00 0.60SW + 0.60RDL + 0.60W5F 27 1.00 0.60SW + 0.60RDL + 0.60W6F 28 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W5B 29 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W6B 30 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W5F 31 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W6F 32 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5B 33 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W6B 34 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5F 35 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W6F 36 1.00 SW + RDL + COL + UOS 37 1.00 SW + RDL + COL + LRD 38 1.00 SW + RDL + COL + RRD 39 1.00 1.11SW + 1.11RDL + 1.11COL + 0.91EQL 40 1.00 1.11SW + 1.11RDL + 1.11COL + 0.91EQR 41 1.00 1.08SW + 1.08RDL + 1.08COL + 0.68EQL 42 1.00 1.08SW + 1.08RDL + 1.08COL + 0.68EQR 43 1.00 0.49SW + 0.49RDL + 0.91EQL 44 1.00 0.49SW + 0.49RDL + 0.91EQR 45 1.20 Special Seismic 46 1.20 Special Seismic 47 1.20 Special Seismic 48 1.20 Special Seismic 49 1.20 Special Seismic 50 1.20 Special Seismic 51 1.20 Special Seismic 52 1.20 Special Seismic U16RO597A Page125 of189 NUCOR BUILDINGS GROUP Job # : U16R0597A Job Name TOP CUB AIRCRAFT Frame FRAMELINE 5 & 8 Date 9/30/2016 Designer BG\trevor.black File F13.nfr App Version 2015.7.2.3 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type RCG Frame width 130.00 Ft. Bay width 25.50 Ft. LEFT RIGHT Dim to ridge 65.00 Ft. 65.00 Ft. Roof slope 0.50/12 -0.50/12 Eave height 22.00 Ft. 22.00 Ft. Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 4.00 Ft. Purlin offset 10.00 In. 10.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 130.0000 Supports / Spring Constants COLO1 - Top H 50.000 Bottom V 43.700 COL02 - Bottom V H Column Bracing: WP1 Girt Brace Flange Brace Location (ft): WP2 Girt Brace Y Y Y Flange Brace 2 2 2 Location (ft): 7.5 14.2 18.1 Other Braces: Column Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 12.00 Roof Snow load 17.50 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 Cc = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.25 Cd = 3.25 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 3.000 Wind speed 110.00 Mph Exp. : C Wind pressure 24.23 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) W21 25.50 WP2 25.50 R21 25.50 RP2 25.50 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.089 -0.089 0.000 65.000 RDL RP2 -0.089 -0.089 65.000 130.000 COL RP1 -0.127 -0.127 0.000 65.000 COL RP2 -0.127 -0.127 65.000 130.000 SL R21 -0.446 -0.446 0.000 65.000 SR RP2 -0.446 -0.446 65.000 130.000 COS RP1 -0.637 -0.637 0.000 65.000 U16RO597A Page126 of189 UOS R22 -0.637 -0.637 65.000 130.000 RLL R21 -0.306 -0.306 0.000 65.000 RLR RP2 -0.306 -0.306 65.000 130.000 W1R RP1 -0.315 -0.315 0.000 65.000 W1R RP2 -0.117 -0.117 65.000 130.000 W1R WP1 0.358 0.358 15.000 22.000 W1R WP2 0.068 0.068 0.000 22.000 W1R WP2 0.618 0.618 22.000 26.000 W1L RP1 -0.117 -0.117 0.000 65.000 W1L R22 -0.315 -0.315 65.000 130.000 W1L WP1 -0.068 -0.068 15.000 22.000 W1L WP2 -0.358 -0.358 0.000 22.000 W1L WP2 -0.927 -0.927 22.000 26.000 W2R RP1 -0.537 -0.537 0.000 65.000 W2R RP2 -0.340 -0.340 65.000 130.000 W2R WP1 0.136 0.136 15.000 22.000 W2R WP2 0.290 0.290 0.000 22.000 W2R W22 0.618 0.618 22.000 26.000 W2L RP1 -0.340 -0.340 0.000 65.000 W2L RP2 -0.537 -0.537 65.000 130.000 W2L WP1 -0.290 -0.290 15.000 22.000 W2L W22 -0.136 -0.136 0.000 22.000 W2L WP2 -0.927 -0.927 22.000 26.000 W5B RP1 -0.315 -0.315 0.000 65.000 W5B RP2 -0.117 -0.117 65.000 130.000 W5B WP1 -0.167 -0.167 15.000 22.000 W5B WP2 0.167 0.167 0.000 22.000 W5B WP2 0.618 0.618 22.000 26.000 W5F RP1 -0.117 -0.117 0.000 65.000 W5F R22 -0.315 -0.315 65.000 130.000 W5F WP1 -0.167 -0.167 15.000 22.000 W5F WP2 0.167 0.167 0.000 22.000 W5F W22 0.618 0.618 22.000 26.000 W6B R21 -0.537 -0.537 0.000 65.000 W6B RP2 -0.340 -0.340 65.000 130.000 W6B WP1 -0.389 -0.389 15.000 22.000 W6B WP2 0.389 0.389 0.000 22.000 W6B W22 0.618 0.618 22.000 26.000 W6F R21 -0.340 -0.340 0.000 65.000 W6F RP2 -0.537 -0.537 65.000 130.000 W6F WP1 -0.389 -0.389 15.000 22.000 W6F WP2 0.389 0.389 0.000 22.000 W6F WP2 0.618 0.618 22.000 26.000 EQR RP1 0.083 0.083 0.000 65.000 EQR R22 0.083 0.083 65.000 130.000 EQL R21 -0.083 -0.083 0.000 65.000 EQL RP2 -0.083 -0.083 65.000 130.000 LRD RP1 -0.446 -0.446 0.000 65.000 LRD RP1 -0.243 -0.243 29.659 65.000 LRD R22 -0.134 -0.134 65.000 130.000 RRD RP1 -0.134 -0.134 0.000 65.000 RRD RP2 -0.243 -0.243 65.000 100.341 RRD R22 -0.446 -0.446 65.000 130.000 Load On Her. Vert. Moment Lee Case Mem Kips Kips K-Ft. Ft. W1R COLO1 0.343 0.000 0.000 22.000 W1R COL02 0.343 0.000 0.000 22.000 W1L COLO1 -0.343 0.000 0.000 22.000 W1L COL02 -0.343 0.000 0.000 22.000 W2R COLO1 0.343 0.000 0.000 22.000 W2R COL02 0.343 0.000 0.000 22.000 W2L COLO1 -0.343 0.000 0.000 22.000 W2L COL02 -0.343 0.000 0.000 22.000 ----------------------------------------- U S E R - A P P L I E D L 0 A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Lee Lee Special Klf Klf Ft. Ft. Load # Description SR R22 0.000 -1.224 118.333 130.000 P-1 PARAPET DRIFT Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description RDL COLO1 -1.820 -2.300 1.485 18.000 C-1 BIFOLD DOOR W1R COLO1 0.770 0.200 -0.129 18.000 C-2 BIFOLD DOOR W1L COLO1 -0.770 0.200 -0.129 18.000 C-5 BIFOLD DOOR W2R COLO1 0.770 0.200 -0.129 18.000 C-3 BIFOLD DOOR W2L COLO1 -0.770 0.200 -0.129 18.000 C-4 BIFOLD DOOR ----------------------------------------- L 0 A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL 2) 1.00 SW+RDL+COL+SL+SR+NLL 3) 1.00 SW+RDL+COL+RLL+RLR 4) 1.00 SW+RDL+0.60WlL 5) 1.00 SW+RDL+0.60W2L 6) 1.00 SW+RDL+0.60WlR 7) 1.00 SW+RDL+0.60W2R 8) 1.00 0.60SW+0.60RDL+0.60W1L 9) 1.00 0.60SW+0.60RDL+0.60W2L 10) 1.00 0.60SW+0.60RDL+0.60W1R 11) 1.00 0.605W+0.60RDL+0.60W2R 12) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 13) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 14) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 16) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 17) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 18) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 20) 1.00 SW+RDL+0.60W5B 21) 1.00 SW+RDL+0.60W6B U16RO597A Page127 of189 22) 1.00 SW+RDL+0.60W5F 23) 1.00 SW+RDL+0.60W6F 24) 1.00 0.60SW+0.60RDL+0.60W5B 25) 1.00 0.60SW+0.60RDL+0.60W6B 26) 1.00 0.60SW+0.60RDL+0.60W5F 27) 1.00 0.60SW+0.60RDL+0.60W6F 28) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45WSB+NLL 29) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B+NLR 30) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6B 31) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5F 32) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6F 33) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B+NLL 34) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B+NLR 35) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6B 36) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 37) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6F 38) 1.00 SW+RDL+COL+UOS+NLL 39) 1.00 SW+RDL+COL+LRD 40) 1.00 SW+RDL+COL+RRD 41) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQL 42) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQR 43) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQL 44) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQR 45) 1.00 0.49SW+0.49RDL+0.91EQL 46) 1.00 0.49SW+0.49RDL+0.91EQR U16RO597A Page128 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 Page: 1 Frame: FRAMELINE 5 & 8 By : BG\trevor.black File: F13 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.50 F10.50 W275 38 5 -82.0 0.23 584.6 0.89 0.84 1.02 38 2a 44.20 0.87 1.06 1.06 Chkpt 1 5 Depth 33.00 39.00 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 10.0 0.5000 55.00 Web 0.2750 55.00 B/R Flg 10.0 0.5000 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.75 F10.63 W275 38 11 -81.5 0.17 1162.9 0.92 0.96 1.00 38 7a 30.99 0.74 0.68 0.63 2 F10.75 F10.75 W275 38 14 -81.5 0.15 1203.7 0.91 0.86 0.99 39 19 -18.45 0.64 0.23 0.23 Chkpt 6 12 13 19 Depth 39.38 52.44 60.00 Section 1 1 1 2 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 10.0 0.7500 55.00 10.0 0.7500 55.00 Web 0.2750 55.00 0.2750 55.00 B/R Flg 10.0 0.6250 55.00 10.0 0.7500 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.63 F10.50 W275 38 21 -81.5 0.19 1082.1 0.87 0.87 0.97 38 24b -28.77 0.86 0.45 0.40 2 F10.50 F10.38 W275 38 26 -82.4 0.25 692.7 0.83 0.83 0.99 38 27b -31.52 0.92 0.74 0.62 Chkpt 20 25 26 31 Depth 59.62 50.00 45.88 Section 1 1 1 2 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 10.0 0.6250 55.00 10.0 0.5000 55.00 Web 0.2750 55.00 0.2750 55.00 B/R Flg 10.0 0.5000 55.00 10.0 0.3750 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF04 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.50 F10.75 W275 38 38 -86.0 0.18 -1199.1 0.92 0.84 0.93 38 37b -60.62 0.88 0.67 0.84 Chkpt 32 38 Depth 46.25 59.75 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 1 10.0 0.5000 55.00 1 Web 1 0.2750 55.00 B/R Fig 1 10.0 0.7500 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COLO1 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.38 F10.50 W275 38 39 -50.7 0.13 -0.0 0.00 0.00 0.13 4 40b 2.29 0.03 0.12 0.13 Chkpt 39 41 Depth 16.38 16.38 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 10.0 0.3750 55.00 1 Web 0.2750 55.00 1 B/R Flg 10.0 0.5000 55.00 1 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.63 F10.63 W313 38 48 -81.8 0.15 1189.5 0.87 0.80 0.95 38 48 72.96 0.87 3.65 3.65 U16RO597A Page129 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 2119. Frame: FRAMELINE 5 & 8 By : BG\trevor.black File: *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Chkpt 42 48 Depth 18.25 59.75 Section I 1 I ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 10.0 0.6250 55.00 1 Web 0.3125 55.00 1 B/R Flg 10.0 0.6250 55.00 1 Frame Weight (lbs) = 12080 Deflections (in): 10 yr Wind dx = 0.37 = H/ 22 WIND CASE 2 TO RIGHT Seismic dx = 0.18 = H/ 50 SEISMIC TO RIGHT Story Drift = 0.57 = 0.065H SEISMIC TO RIGHT Drift Index = 0.08 1.11SW+1.11RDL+1.11COL+0.91EQR Maximum dx = -1.57 = H/ 5 SW+RDL+COL+UOS Maximum dy = -8.41 = L/ 179 @ MOD 1, SW+RDL+COL+UOS Max. Live dy = -5.63 = L/ 267 @ MOD 1, SW+RDL+COL+UOS U16RO597A Page130 of189 NUCOR BUILDINGS GROUP Job # : U16RO597A Job Name TOP CUB AIRCRAFT Frame FRAMELINE 5 & 8 Date 9/30/2016 Designer BG\trevor.black File F13.nfr App Version 2015.7.2.3 ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 0.50:12 W275 0.63 FWs3 FWS4 1.00 0.00 0.92 FWS3 0.06 0.33 0 ------------------------------------------------------------------------------------------------------------------------------------- I width thick Fy I height depth length I I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Top Plate 10.0 0.5000 55.0 1 15.51 Stiffener I Web 0.2750 55.0 1 31.38 15.50 1 Bot Plate 1 5.0 0.3750 55.0 1 15.50 1 1 ------------------------------------------------------------------------------------------------------------------------------------- Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- -0.50:12 W313 0.85 FWS3 FWD4 FWS4 1.00 0.00 0.93 FWS3 1.01 0.87 F3.38 2 0.000 0.00 ------------------------------------------------------------------------------------------------------------------------------------- I width thick Fy I height depth length I I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Top Plate 10.0 0.5000 55.0 1 58.55 Stiffener 3.0 0.3750 58.50 50.0 Web 0.3125 55.0 56.11 58.50 Bot Plate 6.0 0.5000 55.0 58.50 ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from COL01 To RAF01 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F10.50 F10.50 8-0.625-S 27 17.51 -6.01 -5.1 0.34 0.34 36 -81.22 46.43 32.9 0.18 ------------------------------------------------------------------------------------------------------------------------------------- I I left right width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 10.0 0.500 37.88 55.0 Top Weld FWD3 FWD3 Right Plate 10.0 0.500 37.88 55.0 Web Weld WP13 WP13 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD3 FWD3 ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF01 To RAF02 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F10.75 F10.75 8-1.000-S 36 -82.53 29.60 584.6 0.88 0.87 36 -82.53 29.60 584.6 0.99 ------------------------------------------------------------------------------------------------------------------------------------- I I left right I width thick length Fy I I size size I ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 10.0 0.750 46.00 55.0 Top Weld FWD4 FWD4 Right Plate 10.0 0.750 46.00 55.0 Web Weld WP14 WP14 Stiffener 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD4 FWD4 I ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF02 To RAF03 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F12.75 F12.75 8-1.250-S 36 -81.22 -12.65 1098.0 0.99 1.01 36 -81.22 -12.65 1098.0 0.85 ------------------------------------------------------------------------------------------------------------------------------------- I I left right I width thick length Fy I I size size I ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 12.0 0.750 68.25 55.0 Top Weld FWD5 FWD3 Right Plate 12.0 0.750 68.25 55.0 Web Weld WP14 WP14 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD5 FWD5 ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF03 To RAF04 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F10.50 F10.75 8-0.750-S 27 17.86 7.89 -24.8 0.42 0.28 36 -83.19 -45.41 -9.7 0.02 ------------------------------------------------------------------------------------------------------------------------------------- I I left right width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 10.0 0.500 51.50 55.0 Top Weld FWD3 FWD4 Right Plate 10.0 0.750 51.50 55.0 Web Weld WP13 WP14 Stiffener 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD3 FWD4 I ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF04 To COL02 Left Right Left Right ----------------- BOLT --------------------- U16RO597A Page131 of189 Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio 4BE F101.0 F101.0 8-1.250-5 36 -81.22 -67.18 -1199.1 0.83 0.83 36 -81.22 -67.18 -1199.1 0.93 ------------------------------------------------------------------------------------------------------------------------------------- I I left right width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 10.0 1.000 68.25 55.0 Top Weld FWD6 FWD6 Right Plate 10.0 1.000 68.25 55.0 Web Weld WP15 WP15 Stiffener 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD6 FWD6 I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COLO1 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F10.50 4-0.750 FWS3 FWS3 FWS3 0.46 0.06 0.06 0.13 0.29 0.00 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 10.00 0.500 16.38 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COL02 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F10.63 6-1.250 FWS4 FWS4 FWS4 0.50 0.06 0.20 0.13 0.10 0.95 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 10.00 0.625 19.00 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL 2 1.00 SW + RDL + COL + SL + SR 3 1.00 SW + RDL + COL + RLL + RLR 4 1.00 SW + RDL + 0.60WlL 5 1.00 SW + RDL + 0.60W2L 6 1.00 SW + RDL + 0.60W1R 7 1.00 SW + RDL + 0.60W2R 8 1.00 0.60SW + 0.60RDL + 0.60WlL 9 1.00 0.60SW + 0.60RDL + 0.60W2L 10 1.00 0.60SW + 0.60RDL + 0.60W1R 11 1.00 0.60SW + 0.60RDL + 0.60W2R 12 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W1L 13 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2L 14 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W1R 15 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2R 16 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1L 17 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2L 18 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1R 19 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2R 20 1.00 SW + RDL + 0.60W5B 21 1.00 SW + RDL + 0.60W6B 22 1.00 SW + RDL + 0.60W5F 23 1.00 SW + RDL + 0.60W6F 24 1.00 0.60SW + 0.60RDL + 0.60W5B 25 1.00 0.60SW + 0.60RDL + 0.60W6B 26 1.00 0.60SW + 0.60RDL + 0.60W5F 27 1.00 0.60SW + 0.60RDL + 0.60W6F 28 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W5B 29 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W6B 30 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W5F 31 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W6F 32 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5B 33 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W6B 34 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5F 35 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W6F 36 1.00 SW + RDL + COL + UOS 37 1.00 SW + RDL + COL + LRD 38 1.00 SW + RDL + COL + RRD 39 1.00 1.11SW + 1.11RDL + 1.11COL + 0.91EQL 40 1.00 1.11SW + 1.11RDL + 1.11COL + 0.91EQR 41 1.00 1.08SW + 1.08RDL + 1.08COL + 0.68EQL 42 1.00 1.08SW + 1.08RDL + 1.08COL + 0.68EQR 43 1.00 0.49SW + 0.49RDL + 0.91EQL 44 1.00 0.49SW + 0.49RDL + 0.91EQR 45 1.20 Special Seismic 46 1.20 Special Seismic 47 1.20 Special Seismic 48 1.20 Special Seismic 49 1.20 Special Seismic 50 1.20 Special Seismic 51 1.20 Special Seismic 52 1.20 Special Seismic U16RO597A Page132 of189 NUCOR BUILDINGS GROUP Job # : U16R0597A Job Name TOP CUB AIRCRAFT Frame FRAMELINE 10 Date 9/30/2016 Designer BG\trevor.black File F14.nfr App Version 2015.7.2.3 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type RCG Frame width 130.00 Ft. Bay width 17.00 Ft. LEFT RIGHT Dim to ridge 65.00 Ft. 65.00 Ft. Roof slope 0.50/12 -0.50/12 Eave height 22.00 Ft. 22.00 Ft. Girt offset 0.00 In. 8.00 In. Typ. Girt spacing 4.00 Ft. Purlin offset 10.00 In. 10.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 130.0000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace Y Y Y Flange Brace 1 2 0 Location (ft): 7.5 14.2 18.1 WP2 Girt Brace Y Y Y Flange Brace 1 2 0 Location (ft): 7.5 14.2 18.1 Other Braces: Column Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 12.00 Roof Snow load 17.50 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 Cc = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.25 Cd = 3.25 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 3.000 Wind speed 110.00 Mph Exp. : C Wind pressure 24.23 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) W21 17.00 WP2 17.00 R21 17.00 RP2 17.00 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.060 -0.060 0.000 65.000 RDL RP2 -0.060 -0.060 65.000 130.000 COL RP1 -0.085 -0.085 0.000 65.000 COL RP2 -0.085 -0.085 65.000 130.000 SL R21 -0.298 -0.298 0.000 65.000 SR RP2 -0.298 -0.298 65.000 130.000 COS RP1 -0.425 -0.425 0.000 65.000 U16RO597A Page133 of189 UOS R22 -0.425 -0.425 65.000 130.000 RLL R21 -0.204 -0.204 0.000 65.000 RLR RP2 -0.204 -0.204 65.000 130.000 W1R RP1 -0.210 -0.210 0.000 65.000 W1R RP2 -0.078 -0.078 65.000 130.000 W1R WP1 0.239 0.239 0.000 22.000 W1R WP2 0.045 0.045 0.000 22.000 W1R WP2 0.412 0.412 22.000 26.000 W1L RP1 -0.078 -0.078 0.000 65.000 W1L R22 -0.210 -0.210 65.000 130.000 W1L WP1 -0.045 -0.045 0.000 22.000 W1L WP2 -0.239 -0.239 0.000 22.000 W1L WP2 -0.618 -0.618 22.000 26.000 W2R RP1 -0.358 -0.358 0.000 65.000 W2R RP2 -0.227 -0.227 65.000 130.000 W2R WP1 0.091 0.091 0.000 22.000 W2R WP2 0.194 0.194 0.000 22.000 W2R W22 0.412 0.412 22.000 26.000 W2L RP1 -0.227 -0.227 0.000 65.000 W2L RP2 -0.358 -0.358 65.000 130.000 W2L WP1 -0.194 -0.194 0.000 22.000 W2L W22 -0.091 -0.091 0.000 22.000 W2L WP2 -0.618 -0.618 22.000 26.000 W5B RP1 -0.210 -0.210 0.000 65.000 W5B RP2 -0.078 -0.078 65.000 130.000 W5B WP1 -0.111 -0.111 0.000 22.000 W5B WP2 0.111 0.111 0.000 22.000 W5B WP2 0.412 0.412 22.000 26.000 W5F RP1 -0.078 -0.078 0.000 65.000 W5F R22 -0.210 -0.210 65.000 130.000 W5F WP1 -0.111 -0.111 0.000 22.000 W5F WP2 0.111 0.111 0.000 22.000 W5F W22 0.412 0.412 22.000 26.000 W6B R21 -0.358 -0.358 0.000 65.000 W6B RP2 -0.227 -0.227 65.000 130.000 W6B WP1 -0.259 -0.259 0.000 22.000 W6B WP2 0.259 0.259 0.000 22.000 W6B W22 0.412 0.412 22.000 26.000 W6F R21 -0.227 -0.227 0.000 65.000 W6F RP2 -0.358 -0.358 65.000 130.000 W6F WP1 -0.259 -0.259 0.000 22.000 W6F WP2 0.259 0.259 0.000 22.000 W6F WP2 0.412 0.412 22.000 26.000 EQR RP1 0.055 0.055 0.000 65.000 EQR R22 0.055 0.055 65.000 130.000 EQL R21 -0.055 -0.055 0.000 65.000 EQL RP2 -0.055 -0.055 65.000 130.000 LRD RP1 -0.298 -0.298 0.000 65.000 LRD RP1 -0.162 -0.162 29.659 65.000 LRD R22 -0.089 -0.089 65.000 130.000 RRD RP1 -0.089 -0.089 0.000 65.000 RRD RP2 -0.162 -0.162 65.000 100.341 RRD R22 -0.298 -0.298 65.000 130.000 Load On Hor. Vert. Moment Lee Case Mem Kips Kips K-Ft. Ft. W1R COLO1 0.343 0.000 0.000 22.000 W1R COL02 0.343 0.000 0.000 22.000 W1L COLO1 -0.343 0.000 0.000 22.000 W1L COL02 -0.343 0.000 0.000 22.000 W2R COLO1 0.343 0.000 0.000 22.000 W2R COL02 0.343 0.000 0.000 22.000 W2L COLO1 -0.343 0.000 0.000 22.000 W2L COL02 -0.343 0.000 0.000 22.000 ----------------------------------------- U S E R - A P P L I E D L 0 A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Lee Lee Special Klf Klf Ft. Ft. Load # Description SR R22 0.000 -0.820 118.333 130.000 P-1 PARAPET DRIFT ----------------------------------------- L 0 A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+SR+NLL 4) 1.00 SW+RDL+COL+SL+SR+NLR 5) 1.00 SW+RDL+COL+RLL+RLR+NLL 6) 1.00 SW+RDL+COL+RLL+RLR+NLR 7) 1.00 SW+RDL+0.60W1L 8) 1.00 SW+RDL+0.60W2L 9) 1.00 SW+RDL+0.60W1R 10) 1.00 SW+RDL+0.60W2R 11) 1.00 0.60SW+0.60RDL+0.60W1L 12) 1.00 0.60SW+0.60RDL+0.60W2L 13) 1.00 0.60SW+0.60RDL+0.60W1R 14) 1.00 0.60SW+0.60RDL+0.60W2R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45WlR 18) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 23) 1.00 SW+RDL+0.60W5B 24) 1.00 SW+RDL+0.60W6B 25) 1.00 SW+RDL+0.60W5F 26) 1.00 SW+RDL+0.60W6F 27) 1.00 0.60SW+0.60RDL+0.60W5B 28) 1.00 0.60SW+0.60RDL+0.60W6B 29) 1.00 0.60SW+0.60RDL+0.60WSF 30) 1.00 0.60SW+0.60RDL+0.60W6F U16RO597A Page134 of189 31) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B 32) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6B 33) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5F 34) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6F 35) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 36) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6B 37) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 38) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6F 39) 1.00 SW+RDL+COL+UOS+NLL 40) 1.00 SW+RDL+COL+UOS+NLR 41) 1.00 SW+RDL+COL+LRD+NLL 42) 1.00 SW+RDL+COL+LRD+NLR 43) 1.00 SW+RDL+COL+RRD+NLL 44) 1.00 SW+RDL+COL+RRD+NLR 45) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQL 46) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQR 47) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQL 48) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQR 49) 1.00 0.49SW+0.49RDL+0.91EQL 50) 1.00 0.49SW+0.49RDL+0.91EQR U16RO597A Page135 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 Page: 1 Frame: FRAMELINE 10 By : BG\trevor.black File: F14 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.50 F8.63 W250 39 1 -48.4 0.13 -756.1 0.99 0.96 1.03 39 1 34.83 0.95 0.52 0.58 Chkpt 1 7 Depth 47.12 30.38 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 8.0 0.5000 55.00 Web 0.2500 55.00 B/R Flg 8.0 0.6250 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F6.38 F6.31 W220 42 13 -33.0 0.19 208.1 0.87 0.85 0.96 39 8 20.67 0.71 0.49 0.44 2 F6.50 F6.25 W188 40 16 -45.8 0.26 251.2 0.82 0.98 0.99 39 15a 9.85 0.57 0.28 0.19 Chkpt 8 13 14 19 Depth 29.94 29.97 39.75 Section 1 1 1 2 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 6.0 0.3750 55.00 6.0 0.5000 55.00 Web 0.2200 55.00 0.1875 55.00 B/R Flg 6.0 0.3125 55.00 6.0 0.2500 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F6.50 F6.25 W188 39 22 -45.8 0.26 270.0 0.82 0.96 0.99 40 24b -10.36 0.60 0.30 0.20 2 F6.38 F6.31 W220 43 26 -33.0 0.19 203.5 0.85 0.83 0.95 40 31 -21.39 0.73 0.51 0.45 Chkpt 20 25 26 31 Depth 39.75 29.97 29.94 Section 1 1 1 2 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 6.0 0.5000 55.00 6.0 0.3750 55.00 Web 0.1875 55.00 0.2200 55.00 B/R Flg 6.0 0.2500 55.00 6.0 0.3125 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF04 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.50 F8.63 W250 40 38 -48.6 0.13 -750.8 0.98 0.94 1.01 40 38 -36.43 1.00 0.52 0.59 Chkpt 32 38 Depth 30.38 47.12 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 1 8.0 0.5000 55.00 1 Web 1 0.2500 55.00 B/R Fig 1 8.0 0.6250 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COLO1 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.31 F8.63 W275 39 45 -43.8 0.13 -737.6 1.08 0.90 0.97 39 45 -42.20 0.89 2.16 2.78 Chkpt 39 45 Depth 14.94 48.94 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 8.0 0.3125 55.00 1 Web 0.2750 55.00 1 B/R Flg 8.0 0.6250 55.00 1 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.63 F8.31 W275 40 52 -44.0 0.13 738.4 0.90 1.08 0.97 40 52 42.17 0.89 2.78 2.16 U16RO597A Page136 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 Page: 2 Frame: FRAMELINE 10 By : BG\trevor.black File: F14 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Chkpt 46 52 Depth 14.94 48.94 Section I 1 I ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 8.0 0.6250 55.00 1 Web 0.2750 55.00 1 B/R Flg 8.0 0.3125 55.00 1 Frame Weight (lbs) = 7556 Deflections (in): 10 yr Wind dx = 0.32 = H/ 642 LONG. WIND 2 TO FRONT Seismic dx = 0.65 = H/ 321 SEISMIC TO RIGHT Story Drift = 2.11 = 0.010H SEISMIC TO RIGHT Drift Index = 0.01 1.11SW+1.11RDL+1.11COL+0.91EQR Maximum dx = 1.13 = H/ 184 SW+RDL+COL+LRD Maximum dy = -7.64 = L/ 196 @ MOD 1, SW+RDL+COL+UOS Max. Live dy = -5.33 = L/ 280 @ MOD 1, SW+RDL+COL+UOS U16RO597A Page137 of189 NUCOR BUILDINGS GROUP Job # : U16RO597A Job Name TOP CUB AIRCRAFT Frame FRAMELINE 10 Date 9/30/2016 Designer BG\trevor.black File F14.nfr App Version 2015.7.2.3 ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 0.50:12 W313 0.85 FWS3 FWD4 FWS4 1.00 0.00 0.96 FWS3 0.92 0.81 F3.38 1 0.000 0.00 ------------------------------------------------------------------------------------------------------------------------------------- I width thick Fy I height depth length I I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Top Plate 8.0 0.5000 55.0 1 48.04 Stiffener 3.0 0.3750 48.00 50.0 Web 0.3125 55.0 1 44.04 48.00 Bot Plate 1 4.0 0.5000 50.0 1 48.00 1 ------------------------------------------------------------------------------------------------------------------------------------- Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- -0.50:12 W313 0.84 FWS3 FWD4 FWS4 1.00 0.00 0.96 FWS3 0.92 0.81 F3.38 1 0.000 0.00 ------------------------------------------------------------------------------------------------------------------------------------- I width thick Fy I height depth length I I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Top Plate 8.0 0.5000 55.0 1 48.04 Stiffener 3.0 0.3750 48.00 50.0 Web 0.3125 55.0 44.04 48.00 Bot Plate 4.0 0.5000 50.0 48.00 ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from COL01 To RAF01 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F81.0 F81.0 8-1.250-S 36 -45.69 38.35 -756.1 0.82 0.82 36 -45.69 38.35 -756.1 0.80 ------------------------------------------------------------------------------------------------------------------------------------- I I left right width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 8.0 1.000 55.50 55.0 Top Weld FWD6 FWD6 Right Plate 8.0 1.000 55.50 55.0 Web Weld WP15 WP14 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD6 FWD6 ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF01 To RAF02 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F8.63 F6.50 8-0.625-S 38 -33.29 14.27 -164.5 0.61 0.87 38 -33.29 14.27 -164.5 0.92 ------------------------------------------------------------------------------------------------------------------------------------- I I left right I width thick length Fy I I size size I ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 8.0 0.625 35.13 55.0 Top Weld FWD4 FWD3 Right Plate 6.0 0.500 35.13 55.0 Web Weld WP14 WP13 Stiffener 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD4 FWD3 I ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF02 To RAF03 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F6.50 F6.50 8-0.750-S 36 -45.69 -0.12 276.2 1.01 1.01 36 -45.69 -0.12 276.2 0.82 ------------------------------------------------------------------------------------------------------------------------------------- I I left right I width thick length Fy I I size size I ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 6.0 0.500 45.25 55.0 Top Weld FWD3 FWD3 Right Plate 6.0 0.500 45.25 55.0 Web Weld WP13 WP13 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD3 FWD3 ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF03 To RAF04 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE F6.50 F8.63 8-0.625-S 37 -33.40 -14.66 -173.0 0.90 0.63 37 -33.40 -14.66 -173.0 0.97 ------------------------------------------------------------------------------------------------------------------------------------- I I left right width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 6.0 0.500 35.13 55.0 Top Weld FWD3 FWD4 Right Plate 8.0 0.625 35.13 55.0 Web Weld WP13 WP14 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD3 FWD4 I ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF04 To COL02 Left Right Left Right ----------------- BOLT --------------------- U16RO597A Page138 of189 Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio 4BE F81.0 F81.0 8-1.250-5 36 -45.69 -40.00 -750.8 0.82 0.82 36 -45.69 -40.00 -750.8 0.79 ------------------------------------------------------------------------------------------------------------------------------------- I I left right width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 8.0 1.000 55.50 55.0 Top Weld FWD6 FWD6 Right Plate 8.0 1.000 55.50 55.0 Web Weld WP14 WP15 Stiffener 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD6 FWD6 I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COLO1 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F10.63 4-1.250 FWS3 FWS3 FWS3 0.36 0.06 0.22 0.17 0.09 0.80 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 10.00 0.625 15.00 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COL02 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F10.63 4-1.250 FWS3 FWS3 FWS3 0.37 0.06 0.23 0.17 0.10 0.80 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 10.00 0.625 15.00 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL 2 1.00 SW + RDL + COL + SL + SR 3 1.00 SW + RDL + COL + RLL + RLR 4 1.00 SW + RDL + 0.60WlL 5 1.00 SW + RDL + 0.60W2L 6 1.00 SW + RDL + 0.60W1R 7 1.00 SW + RDL + 0.60W2R 8 1.00 0.60SW + 0.60RDL + 0.60WlL 9 1.00 0.60SW + 0.60RDL + 0.60W2L 10 1.00 0.60SW + 0.60RDL + 0.60W1R 11 1.00 0.60SW + 0.60RDL + 0.60W2R 12 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W1L 13 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2L 14 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W1R 15 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2R 16 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1L 17 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2L 18 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1R 19 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2R 20 1.00 SW + RDL + 0.60W5B 21 1.00 SW + RDL + 0.60W6B 22 1.00 SW + RDL + 0.60W5F 23 1.00 SW + RDL + 0.60W6F 24 1.00 0.60SW + 0.60RDL + 0.60W5B 25 1.00 0.60SW + 0.60RDL + 0.60W6B 26 1.00 0.60SW + 0.60RDL + 0.60W5F 27 1.00 0.60SW + 0.60RDL + 0.60W6F 28 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W5B 29 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W6B 30 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W5F 31 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W6F 32 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5B 33 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W6B 34 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5F 35 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W6F 36 1.00 SW + RDL + COL + UOS 37 1.00 SW + RDL + COL + LRD 38 1.00 SW + RDL + COL + RRD 39 1.00 1.11SW + 1.11RDL + 1.11COL + 0.91EQL 40 1.00 1.11SW + 1.11RDL + 1.11COL + 0.91EQR 41 1.00 1.08SW + 1.08RDL + 1.08COL + 0.68EQL 42 1.00 1.08SW + 1.08RDL + 1.08COL + 0.68EQR 43 1.00 0.49SW + 0.49RDL + 0.91EQL 44 1.00 0.49SW + 0.49RDL + 0.91EQR 45 1.20 Special Seismic 46 1.20 Special Seismic 47 1.20 Special Seismic 48 1.20 Special Seismic 49 1.20 Special Seismic 50 1.20 Special Seismic 51 1.20 Special Seismic 52 1.20 Special Seismic U16RO597A Page139 of189 NUCOR BUILDINGS GROUP Job # : U16R0597A Job Name TOP CUB AIRCRAFT Frame JACK BEAMS @ BSW Date 9/30/2016 Designer BG\trevor.black File F19.nfr App Version 2015.7.2.3 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type ECS Frame width 53.00 Ft. Bay width 0.00 Ft. LEFT RIGHT Dim to ridge 53.00 Ft. 0.00 Ft. Roof slope 0.00/12 0.00/12 Eave height 22.00 Ft. 22.00 Ft. Girt offset 0.00 In. 0.00 In. Typ. Girt spacing 0.00 Ft. Purlin offset 36.00 In. 36.00 In. Typ. Purlin spacing: 0.00 Ft. Col. spacing 53.0000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Top H Bottom V H Column Bracing: WP1 Girt Brace N Flange Brace 0 Location (ft): 21.3 WP2 Girt Brace N Flange Brace 0 Location (ft): 21.3 Other Braces: Column Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 17.50 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 Cc = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.25 Cd = 3.25 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 2.000 Wind speed 110.00 Mph Exp. : C Wind pressure 24.23 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COLO1 26.17 -34.89 COL02 26.17 -34.89 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 16.00 Suction 10.00 -28.59 Pressure 100.00 16.00 Suction 100.00 -26.17 Edge Zone Pressure 10.00 16.00 Suction 10.00 -47.97 Pressure 100.00 16.00 Suction 100.00 -31.01 Tributary Widths U16RO597A Page14O of189 Panel Trib. Width (ft) WP1 0.00 WP2 0.00 RP1 0.00 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 0.000 0.000 0.000 53.000 COL RP1 0.000 0.000 0.000 53.000 SL RP1 0.000 0.000 0.000 53.000 COS RP1 0.000 0.000 0.000 53.000 RLL RP1 0.000 0.000 0.000 53.000 EQR RP1 0.000 0.000 0.000 53.000 EQL RP1 0.000 0.000 0.000 53.000 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description RDL SPAN1 0.000 -15.000 0.000 26.500 C-1 JACKED OUT FRAME COL SPAN1 0.000 -8.750 0.000 26.500 C-2 JACKED OUT FRAME SL SPAN1 0.000 -31.100 0.000 26.500 C-3 JACKED OUT FRAME COS SPAN1 0.000 -41.390 0.000 26.500 C-4 JACKED OUT FRAME ELL SPAN1 0.000 -16.520 0.000 26.500 C-5 JACKED OUT FRAME W1R SPAN1 0.000 32.750 0.000 26.500 C-6 JACKED OUT FRAME W1L SPAN1 0.000 32.750 0.000 26.500 C-7 JACKED OUT FRAME W2R SPAN1 0.000 32.750 0.000 26.500 C-8 JACKED OUT FRAME W2L SPAN1 0.000 32.750 0.000 26.500 C-9 JACKED OUT FRAME W5B SPAN1 0.000 32.750 0.000 26.500 C-10 JACKED OUT FRAME W5F SPAN1 0.000 32.750 0.000 26.500 C-11 JACKED OUT FRAME EQR SPAN1 0.000 0.700 0.000 26.500 C-12 JACKED OUT FRAME EQL SPAN1 0.000 -0.700 0.000 26.500 C-13 JACKED OUT FRAME RIG SPAN1 0.000 -10.000 0.000 26.500 C-14 RIGIDITY ----------------------------------------- L 0 A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+NLL 4) 1.00 SW+RDL+COL+SL+NLR 5) 1.00 SW+RDL+COL+RLL+NLL 6) 1.00 SW+RDL+COL+RLL+NLR 7) 1.00 SW+RDL+0.60WlL+NLL 8) 1.00 SW+RDL+0.60WlL+NLR 9) 1.00 SW+RDL+0.60W2L+NLL 10) 1.00 SW+RDL+0.60W2L+NLR 11) 1.00 SW+RDL+0.60WlR+NLL 12) 1.00 SW+RDL+0.60WlR+NLR 13) 1.00 SW+RDL+0.60W2R+NLL 14) 1.00 SW+RDL+0.60W2R+NLR 15) 1.00 0.60SW+0.60RDL+0.60W1L 16) 1.00 0.605W+0.60RDL+0.60W2L 17) 1.00 0.60SW+0.60RDL+0.60W1R 18) 1.00 0.60SW+0.60RDL+0.60W2R 19) 1.00 SW+RDL+COL+0.75SL+0.45W1L+NLL 20) 1.00 SW+RDL+COL+0.75SL+0.45W1L+NLR 21) 1.00 SW+RDL+COL+0.75SL+0.45W2L+NLL 22) 1.00 SW+RDL+COL+0.75SL+0.45W2L+NLR 23) 1.00 SW+RDL+COL+0.75SL+0.45W1R+NLL 24) 1.00 SW+RDL+COL+0.75SL+0.45W1R+NLR 25) 1.00 SW+RDL+COL+0.75SL+0.45W2R+NLL 26) 1.00 SW+RDL+COL+0.75SL+0.45W2R+NLR 27) 1.00 SW+RDL+COL+0.75RLL+0.45W1L+NLL 28) 1.00 SW+RDL+COL+0.75RLL+0.45W1L+NLR 29) 1.00 SW+RDL+COL+0.75RLL+0.45W2L+NLL 30) 1.00 SW+RDL+COL+0.75RLL+0.45W2L+NLR 31) 1.00 SW+RDL+COL+0.75RLL+0.45W1R+NLL 32) 1.00 SW+RDL+COL+0.75RLL+0.45W1R+NLR 33) 1.00 SW+RDL+COL+0.75RLL+0.45W2R+NLL 34) 1.00 SW+RDL+COL+0.75RLL+0.45W2R+NLR 35) 1.00 SW+RDL+0.60W5B+NLL 36) 1.00 SW+RDL+0.60W5B+NLR 37) 1.00 SW+RDL+0.60W5F+NLL 38) 1.00 SW+RDL+0.60W5F+NLR 39) 1.00 0.60SW+0.60RDL+0.60W5B 40) 1.00 0.605W+0.60RDL+0.60W5F 41) 1.00 SW+RDL+COL+0.75SL+0.45W5B+NLL 42) 1.00 SW+RDL+COL+0.75SL+0.45W5B+NLR 43) 1.00 SW+RDL+COL+0.75SL+0.45W5F+NLL 44) 1.00 SW+RDL+COL+0.75SL+0.45W5F+NLR 45) 1.00 SW+RDL+COL+0.75RLL+0.45W5B+NLL 46) 1.00 SW+RDL+COL+0.75RLL+0.45W5B+NLR 47) 1.00 SW+RDL+COL+0.75RLL+0.45W5F+NLL 48) 1.00 SW+RDL+COL+0.75RLL+0.45W5F+NLR 49) 1.00 SW+RDL+COL+UOS+NLL 50) 1.00 SW+RDL+COL+UOS+NLR 51) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQL+NLL 52) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQL+NLR 53) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQR+NLL 54) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQR+NLR 55) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQL+NLL 56) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQL+NLR 57) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQR+NLL 58) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQR+NLR 59) 1.00 0.49SW+0.49RDL+0.91EQL+NLL 60) 1.00 0.49SW+0.49RDL+0.91EQL+NLR 61) 1.00 0.49SW+0.49RDL+0.91EQR+NLL 62) 1.00 0.49SW+0.49RDL+0.91EQR+NLR U16RO597A Page141 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 09-30-16 Page: 1 Frame: JACK BEAMS @ BSW By : BG\trevor.black File: F19 *** DESIGN SUMMARY - FRAME REACTIONS AND DEFLECTIONS BY LOAD CASE *** ----- Global X ---- ----- Global Y ---- ---- Global Z --- Reaction Deflection Reaction Deflection Reaction Rotation Member Location (kips) (in) (kips) (in) (kip-ft) (deg) ------------------------____________________________________________________________________________________________________________ LOAD CASE 1 - SELF WEIGHT RAFO1 Left 0.00 0.000 0.00 -0.001 0.00 -0.021 Right 0.00 0.000 0.00 -0.001 0.00 0.021 COLO1 Base -0.00 0.000 2.25 -0.000 0.00 0.000 Top 0.00 0.000 0.00 -0.001 0.00 -0.021 COL02 Base -0.00 0.000 2.25 -0.000 0.00 0.000 Top -0.00 0.000 0.00 -0.001 0.00 0.021 -------- -------- Summation -0.00 4.51 ____________________________________________________________________________________________________________________________________ LOAD CASE 2 - ROOF DEAD LOAD RAFO1 Left 0.00 0.002 0.00 -0.003 0.00 -0.101 Right 0.00 0.000 0.00 -0.003 0.00 0.101 COLO1 Base 0.00 0.000 7.50 -0.000 0.00 0.000 Top 0.00 0.002 0.00 -0.003 0.00 -0.101 COL02 Base 0.00 0.000 7.50 -0.000 0.00 0.000 Top -0.00 0.000 0.00 -0.003 0.00 0.101 -------- -------- Summation -0.00 15.00 ____________________________________________________________________________________________________________________________________ LOAD CASE 3 - COLLATERAL DEAD LOAD RAFO1 Left 0.00 0.001 0.00 -0.001 0.00 -0.059 Right 0.00 0.000 0.00 -0.001 0.00 0.059 COLO1 Base 0.00 0.000 4.37 -0.000 0.00 0.000 Top 0.00 0.001 0.00 -0.001 0.00 -0.059 COL02 Base 0.00 0.000 4.37 -0.000 0.00 0.000 Top -0.00 0.000 0.00 -0.001 0.00 0.059 -------- -------- Summation -0.00 8.75 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 4 - SNOW ON LEFT SLOPE RAFO1 Left 0.00 0.005 0.00 -0.005 0.00 -0.209 Right 0.00 0.000 0.00 -0.005 0.00 0.209 COLO1 Base 0.00 0.000 15.55 -0.000 0.00 0.000 Top 0.00 0.005 0.00 -0.005 0.00 -0.209 COL02 Base 0.00 0.000 15.55 -0.000 0.00 0.000 Top -0.00 0.000 0.00 -0.005 0.00 0.209 -------- -------- Summation -0.00 31.10 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 5 - USER OVERRIDE SNOW RAFO1 Left 0.00 0.006 0.00 -0.007 0.00 -0.279 Right 0.00 0.000 0.00 -0.007 0.00 0.279 COLO1 Base 0.00 0.000 20.69 -0.000 0.00 0.000 Top 0.00 0.006 0.00 -0.007 0.00 -0.279 COL02 Base 0.00 0.000 20.69 -0.000 0.00 0.000 Top -0.00 0.000 0.00 -0.007 0.00 0.279 -------- -------- Summation -0.00 41.39 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 6 - ROOF LIVE ON LEFT SLOPE RAFO1 Left 0.00 0.002 0.00 -0.003 0.00 -0.111 Right 0.00 0.000 0.00 -0.003 0.00 0.111 COLO1 Base 0.00 0.000 8.26 -0.000 0.00 0.000 Top 0.00 0.002 0.00 -0.003 0.00 -0.111 COL02 Base 0.00 0.000 8.26 -0.000 0.00 0.000 Top -0.00 0.000 0.00 -0.003 0.00 0.111 -------- -------- Summation -0.00 16.52 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 7 - WIND CASE 1 TO RIGHT RAFO1 Left 0.00 -0.005 0.00 0.006 0.00 0.220 Right 0.00 -0.000 0.00 0.006 0.00 -0.220 COLO1 Base 0.00 0.000 -16.37 0.000 0.00 0.000 Top 0.00 -0.005 0.00 0.006 0.00 0.220 COL02 Base 0.00 0.000 -16.37 0.000 0.00 0.000 Top 0.00 -0.000 0.00 0.006 0.00 -0.220 -------- -------- Summation 0.00 -32.75 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 8 - WIND CASE 1 TO LEFT RAFO1 Left 0.00 -0.005 0.00 0.006 0.00 0.220 Right 0.00 -0.000 0.00 0.006 0.00 -0.220 COLO1 Base 0.00 0.000 -16.37 0.000 0.00 0.000 Top 0.00 -0.005 0.00 0.006 0.00 0.220 COL02 Base 0.00 0.000 -16.37 0.000 0.00 0.000 U16RO597A Page142 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 09-30-16 "" Frame: JACK BEAMS @ BSW By : BG\trevor.black File: *** DESIGN SUMMARY - FRAME REACTIONS AND DEFLECTIONS BY LOAD CASE *** ----- Global X ---- ----- Global Y ---- ---- Global Z --- Reaction Deflection Reaction Deflection Reaction Rotation Member Location (kips) (in) (kips) (in) (kip-ft) (deg) LOAD CASE 8 - WIND CASE 1 TO LEFT Top 0.00 -0.000 0.00 0.006 0.00 -0.220 -------- -------- Summation 0.00 -32.75 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 9 - WIND CASE 2 TO RIGHT RAFO1 Left 0.00 -0.005 0.00 0.006 0.00 0.220 Right 0.00 -0.000 0.00 0.006 0.00 -0.220 COLO1 Base 0.00 0.000 -16.37 0.000 0.00 0.000 Top 0.00 -0.005 0.00 0.006 0.00 0.220 COL02 Base 0.00 0.000 -16.37 0.000 0.00 0.000 Top 0.00 -0.000 0.00 0.006 0.00 -0.220 -------- -------- Summation 0.00 -32.75 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 10 - WIND CASE 2 TO LEFT RAFO1 Left 0.00 -0.005 0.00 0.006 0.00 0.220 Right 0.00 -0.000 0.00 0.006 0.00 -0.220 COLO1 Base 0.00 0.000 -16.37 0.000 0.00 0.000 Top 0.00 -0.005 0.00 0.006 0.00 0.220 COL02 Base 0.00 0.000 -16.37 0.000 0.00 0.000 Top 0.00 -0.000 0.00 0.006 0.00 -0.220 -------- -------- Summation 0.00 -32.75 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 11 - LONG. WIND 1 TO BACK RAFO1 Left 0.00 -0.005 0.00 0.006 0.00 0.220 Right 0.00 -0.000 0.00 0.006 0.00 -0.220 COLO1 Base 0.00 0.000 -16.37 0.000 0.00 0.000 Top 0.00 -0.005 0.00 0.006 0.00 0.220 COL02 Base 0.00 0.000 -16.37 0.000 0.00 0.000 Top 0.00 -0.000 0.00 0.006 0.00 -0.220 -------- -------- Summation 0.00 -32.75 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 12 - LONG. WIND 1 TO FRONT RAFO1 Left 0.00 -0.005 0.00 0.006 0.00 0.220 Right 0.00 -0.000 0.00 0.006 0.00 -0.220 COLO1 Base 0.00 0.000 -16.37 0.000 0.00 0.000 Top 0.00 -0.005 0.00 0.006 0.00 0.220 COL02 Base 0.00 0.000 -16.37 0.000 0.00 0.000 Top 0.00 -0.000 0.00 0.006 0.00 -0.220 -------- -------- Summation 0.00 -32.75 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 13 - SEISMIC TO RIGHT RAFO1 Left 0.00 -0.000 0.00 0.000 0.00 0.005 Right 0.00 -0.000 0.00 0.000 0.00 -0.005 COLO1 Base 0.00 0.000 -0.35 0.000 0.00 0.000 Top 0.00 -0.000 0.00 0.000 0.00 0.005 COL02 Base 0.00 0.000 -0.35 0.000 0.00 0.000 Top 0.00 -0.000 0.00 0.000 0.00 -0.005 -------- -------- Summation 0.00 -0.70 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 14 - SEISMIC TO LEFT RAFO1 Left 0.00 0.000 0.00 -0.000 0.00 -0.005 Right 0.00 0.000 0.00 -0.000 0.00 0.005 COLO1 Base 0.00 0.000 0.35 -0.000 0.00 0.000 Top 0.00 0.000 0.00 -0.000 0.00 -0.005 COL02 Base 0.00 0.000 0.35 -0.000 0.00 0.000 Top -0.00 0.000 0.00 -0.000 0.00 0.005 -------- -------- Summation -0.00 0.70 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 15 - RIGIDITY RAFO1 Left 0.00 0.001 0.00 -0.002 0.00 -0.067 Right 0.00 0.000 0.00 -0.002 0.00 0.067 COLO1 Base 0.00 0.000 5.00 -0.000 0.00 0.000 Top 0.00 0.001 0.00 -0.002 0.00 -0.067 COL02 Base 0.00 0.000 5.00 -0.000 0.00 0.000 Top -0.00 0.000 0.00 -0.002 0.00 0.067 -------- -------- Summation -0.00 10.00 ------------------------------------------------------------------------------------------------------------------------------------ U16RO597A Page143 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-05-16 Page: 1 Frame: JACK BEAMS @ BSW By : BG\trevor.black File: F19 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F12.75 F12.50 W500 50 3 -0.2 0.00 347.8 0.39 0.28 0.39 49 1 35.28 0.13 0.74 0.59 2 F121.0 F12.63 W275 50 7 -0.2 0.00 864.7 0.87 0.76 0.87 49 4 34.13 0.74 0.84 0.71 3 F121.0 F12.63 W275 50 8 -0.2 0.00 864.7 0.87 0.76 0.87 49 11 -34.13 0.74 0.84 0.71 4 F12.75 F12.50 W500 50 12 -0.2 0.00 347.8 0.39 0.28 0.39 49 14 -35.28 0.13 0.74 0.59 Chkpt 1 3 4 7 8 11 12 14 Depth 38.25 38.44 38.62 38.44 38.25 Section 1 1 1 2 1 3 1 4 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I width thick Fy I width thick Fy I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 1 12.0 0.7500 55.00 1 12.0 1.0000 55.00 1 12.0 1.0000 55.00 1 12.0 0.7500 55.00 1 Web 1 0.5000 55.00 0.2750 55.00 0.2750 55.00 0.5000 55.00 B/R Flg 1 12.0 0.5000 55.00 12.0 0.6250 55.00 12.0 0.6250 55.00 12.0 0.5000 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COLO1 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.19 F5.19 W125 50 15 -35.3 0.43 0.0 0.00 0.00 0.43 51 15 0.00 0.00 0.00 0.00 Chkpt 15 16 Depth 12.38 12.38 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 5.0 0.1875 55.00 1 Web 0.1250 55.00 1 B/R Flg 5.0 0.1875 55.00 1 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.19 F5.19 W125 50 17 -35.3 0.43 0.0 0.00 0.00 0.43 51 17 0.00 0.00 0.00 0.00 Chkpt 17 18 Depth 12.38 12.38 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 5.0 0.1875 55.00 Web 0.1250 55.00 B/R Flg 5.0 0.1875 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 5429 Deflections (in): Maximum dx = -0.01 = H/ 1006 SW+RDL+COL+UOS Maximum dy = -1.45 = L/ 422 @ MOD 1, SW+RDL+COL+UOS Max. Live dy = -0.88 = L/ 698 @ MOD 1, SW+RDL+COL+UOS U16RO597A Page144 of189 NUCOR BUILDINGS GROUP Job # : U16R0597A Job Name TOP CUB AIRCRAFT Frame MEZZ LT FRAMES @ FL 1 & 3 Date 9/29/2016 Designer BG\trevor.black File F31.nfr App Version 2015.7.2.3 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type LCS Frame width 22.00 Ft. Bay width 13.25 Ft. LEFT RIGHT Dim to ridge 22.00 Ft. 0.00 Ft. Roof slope 0.25/12 0.00/12 Eave height 10.58 Ft. 11.04 Ft. Girt offset 0.00 In. 0.00 In. Typ. Girt spacing 0.00 Ft. Purlin offset 2.50 In. 2.50 In. Typ. Purlin spacing: 4.25 Ft. Col. spacing 22.0000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Top H Bottom V H Column Bracing: WP1 Girt Brace Flange Brace Location (ft): Other Braces: Column Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 45.00 Roof Coll load 5.00 Roof Live load 65.00 Roof Snow load 21.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 30.00 Cc = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.25 Cd = 3.25 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 2.000 Wind speed 110.00 Mph Exp. : C Wind pressure 22.35 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) W21 13.25 R21 13.25 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.596 -0.596 0.000 22.000 COL RP1 -0.066 -0.066 0.000 22.000 SL R21 -0.278 -0.278 0.000 22.000 COS RP1 -0.331 -0.331 0.000 22.000 RLL RP1 -0.861 -0.861 0.000 22.000 W1R RP1 -0.151 -0.151 0.000 22.000 W1R W21 0.172 0.172 0.000 10.583 W1L RP1 -0.056 -0.056 0.000 22.000 W1L WP1 -0.033 -0.033 0.000 10.583 W2R RP1 -0.258 -0.258 0.000 22.000 W2R W21 0.065 0.065 0.000 10.583 W2L RP1 -0.163 -0.163 0.000 22.000 W2L WP1 -0.139 -0.139 0.000 10.583 U16RO597A Page145 of189 W5B RP1 -0.151 -0.151 0.000 22.000 W5B W21 -0.080 -0.080 0.000 10.583 W5F RPl -0.056 -0.056 0.000 22.000 W5F WP1 -0.080 -0.080 0.000 10.583 W6B RP1 -0.258 -0.258 0.000 22.000 W6B W21 -0.187 -0.187 0.000 10.583 W6F RP1 -0.163 -0.163 0.000 22.000 W6F WP1 -0.187 -0.187 0.000 10.583 EQR RP1 0.160 0.160 0.000 22.000 EQL R21 -0.160 -0.160 0.000 22.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R COLO1 0.116 0.000 0.000 10.583 W1L COLO1 -0.037 0.000 0.000 10.583 W1L COL02 -0.037 0.000 0.000 11.042 W2R COLO1 0.116 0.000 0.000 10.583 W2L COLO1 -0.037 0.000 0.000 10.583 W2L COL02 -0.037 0.000 0.000 11.042 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load # Description SL RP1 0.000 -0.887 4.490 20.000 P-1 SNOW DRIFT Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description EQR COLO1 8.300 0.000 0.000 9.750 C-1 SEIS EQL COLO1 -8.300 0.000 0.000 9.750 C-2 SEIS ----------------------------------------- L 0 A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+NLL 4) 1.00 SW+RDL+COL+SL+NLR 5) 1.00 SW+RDL+COL+RLL+NLL 6) 1.00 SW+RDL+COL+RLL+NLR 7) 1.00 SW+RDL+0.60WlL 8) 1.00 SW+RDL+0.60W2L 9) 1.00 SW+RDL+0.60W1R 10) 1.00 SW+RDL+0.60W2R 11) 1.00 0.605W+0.60RDL+0.60W1L 12) 1.00 0.60SW+0.60RDL+0.60W2L 13) 1.00 0.60SW+0.60RDL+0.60WlR 14) 1.00 0.60SW+0.60RDL+0.60W2R 15) 1.00 SW+RDL+COL+0.75SL+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0.45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.45W1R 18) 1.00 SW+RDL+COL+0.75SL+0.45W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.45W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.45W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.45W2R 23) 1.00 SW+RDL+0.60W5B 24) 1.00 SW+RDL+0.60W6B 25) 1.00 SW+RDL+0.60W5F 26) 1.00 SW+RDL+0.60W6F 27) 1.00 0.605W+0.60RDL+0.60W5B 28) 1.00 0.60SW+0.60RDL+0.60W6B 29) 1.00 0.60SW+0.60RDL+0.60W5F 30) 1.00 0.60SW+0.60RDL+0.60W6F 31) 1.00 SW+RDL+COL+0.75SL+0.45W5B 32) 1.00 SW+RDL+COL+0.75SL+0.45W6B 33) 1.00 SW+RDL+COL+0.75SL+0.45W5F 34) 1.00 SW+RDL+COL+0.75SL+0.45W6F 35) 1.00 SW+RDL+COL+0.75RLL+0.45W5B 36) 1.00 SW+RDL+COL+0.75RLL+0.45W6B 37) 1.00 SW+RDL+COL+0.75RLL+0.45W5F 38) 1.00 SW+RDL+COL+0.75RLL+0.45W6F 39) 1.00 SW+RDL+COL+UOS+NLL 40) 1.00 SW+RDL+COL+UOS+NLR 41) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQL 42) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQR 43) 1.00 1.08SW+1.08RDL+1.08COL+0.75RLL+0.68EQL 44) 1.00 1.08SW+1.08RDL+1.08COL+0.75RLL+0.68EQR 45) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQL 46) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQR 47) 1.00 0.49SW+0.49RDL+0.91EQL 48) 1.00 0.49SW+0.49RDL+0.91EQR U16RO597A Page146 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-03-16 Page: 1 Frame: MEZZ LT FRAMES @ FL 1 & 3 By : BG\trevor.black File: F31 *** DESIGN SUMMARY - FRAME REACTIONS AND DEFLECTIONS BY LOAD CASE *** ----- Global X ---- ----- Global Y ---- ---- Global Z --- Reaction Deflection Reaction Deflection Reaction Rotation Member Location (kips) (in) (kips) (in) (kip-ft) (deg) ------------------------____________________________________________________________________________________________________________ LOAD CASE 1 - SELF WEIGHT RAFO1 Left 0.00 0.000 0.00 -0.000 0.00 -0.001 Right 0.00 0.000 0.00 -0.000 0.00 0.006 COLO1 Base 0.02 -0.000 0.46 -0.000 0.00 0.001 Top 0.00 0.000 0.00 -0.000 0.00 -0.001 COL02 Base 0.00 -0.000 0.32 -0.000 0.00 -0.004 Top -0.02 0.000 0.00 -0.000 0.00 0.006 -------- -------- Summation -0.00 0.78 ____________________________________________________________________________________________________________________________________ LOAD CASE 2 - ROOF DEAD LOAD RAFO1 Left 0.00 0.000 0.00 -0.008 0.00 -0.021 Right 0.00 0.000 0.00 -0.002 0.00 0.137 COLO1 Base 0.31 -0.000 7.12 -0.000 0.00 0.010 Top 0.00 0.000 0.00 -0.006 0.00 -0.021 COL02 Base 0.00 -0.000 6.00 -0.000 0.00 -0.100 Top -0.31 0.000 0.00 -0.002 0.00 0.137 -------- -------- Summation -0.00 13.12 ____________________________________________________________________________________________________________________________________ LOAD CASE 3 - COLLATERAL DEAD LOAD RAFO1 Left 0.00 0.000 0.00 -0.001 0.00 -0.002 Right 0.00 0.000 0.00 -0.000 0.00 0.015 COLO1 Base 0.03 -0.000 0.79 -0.000 0.00 0.001 Top 0.00 0.000 0.00 -0.001 0.00 -0.002 COL02 Base 0.00 -0.000 0.67 -0.000 0.00 -0.011 Top -0.03 0.000 0.00 -0.000 0.00 0.015 -------- -------- Summation -0.00 1.46 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 4 - SNOW ON LEFT SLOPE RAFO1 Left 0.00 0.000 0.00 -0.007 0.00 -0.019 Right 0.00 0.000 0.00 -0.002 0.00 0.154 COLO1 Base 0.28 -0.000 5.75 -0.000 0.00 0.009 Top 0.00 0.000 0.00 -0.005 0.00 -0.019 COL02 Base 0.00 -0.000 7.25 -0.000 0.00 -0.113 Top -0.28 0.000 0.00 -0.002 0.00 0.154 -------- -------- Summation -0.00 13.00 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 5 - USER OVERRIDE SNOW RAFO1 Left 0.00 0.000 0.00 -0.005 0.00 -0.012 Right 0.00 0.000 0.00 -0.001 0.00 0.076 COLO1 Base 0.17 -0.000 3.95 -0.000 0.00 0.006 Top 0.00 0.000 0.00 -0.003 0.00 -0.012 COL02 Base 0.00 -0.000 3.33 -0.000 0.00 -0.056 Top -0.17 0.000 0.00 -0.001 0.00 0.076 -------- -------- Summation -0.00 7.29 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 6 - ROOF LIVE ON LEFT SLOPE RAFO1 Left 0.00 0.001 0.00 -0.012 0.00 -0.031 Right 0.00 0.000 0.00 -0.003 0.00 0.198 COLO1 Base 0.45 -0.000 10.28 -0.000 0.00 0.015 Top 0.00 0.001 0.00 -0.009 0.00 -0.030 COL02 Base 0.00 -0.000 8.67 -0.000 0.00 -0.145 Top -0.45 0.000 0.00 -0.003 0.00 0.198 -------- -------- Summation 0.00 18.95 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 7 - WIND CASE 1 TO RIGHT RAFO1 Left 0.00 0.001 0.00 0.001 0.00 -0.001 Right 0.00 0.000 0.00 0.000 0.00 -0.035 COLO1 Base 0.01 -0.000 -1.78 0.000 0.00 -0.000 Top 0.00 0.001 0.00 0.002 0.00 -0.001 COL02 Base -0.00 0.000 -1.54 0.000 0.00 0.025 Top -0.97 0.000 0.00 0.000 0.00 -0.035 -------- -------- Summation -0.96 -3.32 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 8 - WIND CASE 1 TO LEFT RAFO1 Left 0.00 -0.000 0.00 0.001 0.00 0.003 Right 0.00 -0.000 0.00 0.000 0.00 -0.013 COLO1 Base -0.05 0.000 -0.68 0.000 0.00 -0.001 Top 0.00 -0.000 0.00 0.001 0.00 0.003 COL02 Base -0.00 0.000 -0.56 0.000 0.00 0.009 U16RO597A Page147 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-03-16 "" Frame: MEZZ LT FRAMES @ FL 1 & 3 By : BG\trevor.black File: *** DESIGN SUMMARY - FRAME REACTIONS AND DEFLECTIONS BY LOAD CASE *** ----- Global X ---- ----- Global Y ---- ---- Global Z --- Reaction Deflection Reaction Deflection Reaction Rotation Member Location (kips) (in) (kips) (in) (kip-ft) (deg) LOAD CASE 8 - WIND CASE 1 TO LEFT Top 0.32 -0.000 0.00 0.000 0.00 -0.013 -------- -------- Summation 0.27 -1.24 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 9 - WIND CASE 2 TO RIGHT RAFO1 Left 0.00 0.000 0.00 0.003 0.00 0.006 Right 0.00 0.000 0.00 0.001 0.00 -0.059 COLO1 Base -0.09 0.000 -3.07 0.000 0.00 -0.003 Top 0.00 0.000 0.00 0.003 0.00 0.006 COL02 Base -0.00 0.000 -2.60 0.000 0.00 0.043 Top -0.25 0.000 0.00 0.001 0.00 -0.059 -------- -------- Summation -0.34 -5.67 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 10 - WIND CASE 2 TO LEFT RAFO1 Left 0.00 -0.001 0.00 0.003 0.00 0.011 Right 0.00 -0.000 0.00 0.000 0.00 -0.037 COLO1 Base -0.16 0.000 -1.96 0.000 0.00 -0.005 Top 0.00 -0.001 0.00 0.002 0.00 0.011 COL02 Base 0.00 0.000 -1.62 0.000 0.00 0.027 Top 1.04 -0.000 0.00 0.000 0.00 -0.037 -------- -------- Summation 0.88 -3.58 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 11 - LONG. WIND 1 TO BACK RAFO1 Left 0.00 -0.001 0.00 0.002 0.00 0.008 Right 0.00 -0.000 0.00 0.000 0.00 -0.035 COLO1 Base -0.12 0.000 -1.81 0.000 0.00 -0.004 Top 0.00 -0.001 0.00 0.002 0.00 0.008 COL02 Base -0.00 0.000 -1.51 0.000 0.00 0.026 Top 0.61 -0.000 0.00 0.000 0.00 -0.035 -------- -------- Summation 0.49 -3.32 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 12 - LONG. WIND 1 TO FRONT RAFO1 Left 0.00 -0.001 0.00 0.001 0.00 0.005 Right 0.00 -0.000 0.00 0.000 0.00 -0.013 COLO1 Base -0.07 0.000 -0.68 0.000 0.00 -0.002 Top 0.00 -0.001 0.00 0.001 0.00 0.005 COL02 Base -0.00 0.000 -0.56 0.000 0.00 0.010 Top 0.52 -0.000 0.00 0.000 0.00 -0.013 -------- -------- Summation 0.45 -1.24 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 13 - LONG. WIND 2 TO BACK RAFO1 Left 0.00 -0.001 0.00 0.004 0.00 0.016 Right 0.00 -0.000 0.00 0.001 0.00 -0.059 COLO1 Base -0.23 0.000 -3.10 0.000 0.00 -0.007 Top 0.00 -0.001 0.00 0.003 0.00 0.016 COL02 Base -0.00 0.000 -2.57 0.000 0.00 0.044 Top 1.33 -0.000 0.00 0.001 0.00 -0.059 -------- -------- Summation 1.11 -5.67 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 14 - LONG. WIND 2 TO FRONT RAFO1 Left 0.00 -0.001 0.00 0.003 0.00 0.012 Right 0.00 -0.000 0.00 0.000 0.00 -0.038 COLO1 Base -0.18 0.000 -1.97 0.000 0.00 -0.005 Top 0.00 -0.001 0.00 0.002 0.00 0.012 COL02 Base 0.00 0.000 -1.62 0.000 0.00 0.028 Top 1.24 -0.000 0.00 0.000 0.00 -0.038 -------- -------- Summation 1.06 -3.58 ------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 15 - SEISMIC TO RIGHT RAFO1 Left 0.00 0.011 0.00 -0.001 0.00 -0.008 Right 0.00 0.000 0.00 0.000 0.00 0.001 COLO1 Base 0.03 -0.000 0.21 -0.000 0.00 -0.004 Top 0.00 0.011 0.00 -0.000 0.00 -0.008 COL02 Base 0.00 -0.000 -0.21 0.000 0.00 -0.001 Top -11.85 0.000 0.00 0.000 0.00 0.001 -------- -------- Summation -11.81 -0.00 ------------------------------------------------------------------------------------------------------------------------------------ U16RO597A Page148 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-03-16 2ag -i Frame: MEZZ LT FRAMES @ FL 1 & 3 By : BG\trevor.black File: *** DESIGN SUMMARY - FRAME REACTIONS AND DEFLECTIONS BY LOAD CASE *** ----- Global X ---- ----- Global Y ---- ---- Global Z --- Reaction Deflection Reaction Deflection Reaction Rotation Member Location (kips) (in) (kips) (in) (kip-ft) (deg) LOAD CASE 15 - SEISMIC TO RIGHT LOAD CASE 16 - SEISMIC TO LEFT RAFO1 Left 0.00 -0.011 0.00 0.001 0.00 0.008 Right 0.00 -0.000 0.00 -0.000 0.00 -0.001 COLO1 Base -0.03 0.000 -0.21 0.000 0.00 0.004 Top 0.00 -0.011 0.00 0.000 0.00 0.008 COL02 Base -0.00 0.000 0.21 -0.000 0.00 0.001 Top 11.85 -0.000 0.00 -0.000 0.00 -0.001 -------- -------- Summation 11.81 0.00 U16RO597A Page149 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-06-16 Page: 1 Frame: MEZZ LT FRAMES @ FL 1 & 3 By : BG\trevor.black File: F31 - DESIGN SUMMARY REPORT - ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F6.50 F6.25 W188 6 4 -0.9 0.01 90.9 0.57 0.57 0.57 5 6 -15.63 0.56 0.73 0.52 Chkpt 1 6 Depth 20.00 20.00 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 6.0 0.5000 55.00 Web 0.1875 55.00 B/R Flg 6.0 0.2500 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COLO1 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F6.25 F6.25 W150 6 10 -18.5 0.22 -7.2 0.11 0.13 0.33 6 9 -0.82 0.04 0.06 0.06 Chkpt 7 10 Depth 12.50 12.50 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 1 6.0 0.2500 55.00 1 Web 0.1500 55.00 B/R Fig 6.0 0.2500 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.19 F5.19 W125 5 11 -15.6 0.19 0.0 0.00 0.00 0.19 6 11 -0.11 0.01 0.01 0.01 Chkpt 11 12 Depth 12.38 12.38 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg 5.0 0.1875 55.00 Web 0.1250 55.00 B/R Flg 5.0 0.1875 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 736 Deflections (in): Seismic dx = 0.01 = H/ 9274 SEISMIC TO RIGHT Story Drift = 0.04 = O.000H SEISMIC TO RIGHT Drift Index = 0.00 1.08SW+1.08RDL+1.08COL+0.75RLL+0.68EQL Maximum dx = 0.01 = H/ 9658 1.11SW+1.11RDL+1.11COL+0.91EQR Maximum dy = -0.47 = L/ 548 @ MOD 1, SW+RDL+COL+RLL Max. Live dy = -0.26 = L/ 985 @ MOD 1, SW+RDL+COL+RLL U16RO597A Page15O of189 NUCOR BUILDINGS GROUP Job # : U16R0597A Job Name TOP CUB AIRCRAFT Frame MEZZ PF @ LINE J.9 Date 10/3/2016 Designer BG\trevor.black File F90.nfr App Version 2015.7.2.3 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type RCS Frame width 25.50 Ft. Bay width 0.00 Ft. LEFT RIGHT Dim to ridge 25.50 Ft. 0.00 Ft. Roof slope 0.00/12 0.00/12 Eave height 11.00 Ft. 11.00 Ft. Girt offset 8.00 In. 0.00 In. Typ. Girt spacing 0.00 Ft. Purlin offset 6.50 In. 6.50 In. Typ. Purlin spacing: 20.00 Ft. Col. spacing 25.5000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace Flange Brace Location (ft): WP2 Girt Brace Flange Brace Location (ft): Other Braces: Column Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.00 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 17.50 Floor dead load 38.50 Floor live load 65.00 Ground Snow load: 25.00 Cc = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.50 Cd = 3.00 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 3.000 Wind speed 110.00 Mph Exp. : C Wind pressure 22.35 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) W21 0.00 WP2 0.00 R21 0.00 ----------------------------------------- P R O G R A M - A P P L I E D L 0 A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 0.000 0.000 0.000 25.500 COL R21 0.000 0.000 0.000 25.500 SL RP1 0.000 0.000 0.000 25.500 COS RP1 0.000 0.000 0.000 25.500 RLL RP1 0.000 0.000 0.000 25.500 W1R W21 0.000 0.000 0.000 11.000 W1R WP2 0.000 0.000 0.000 11.000 W1L WP1 0.000 0.000 0.000 11.000 U16RO597A Page 151 of 189 W1L WP2 0.000 0.000 0.000 11.000 W2R WP1 0.000 0.000 0.000 11.000 W2R WP2 0.000 0.000 0.000 11.000 W2L WP1 0.000 0.000 0.000 11.000 W2L WP2 0.000 0.000 0.000 11.000 W5B W21 0.000 0.000 0.000 11.000 W5B WP2 0.000 0.000 0.000 11.000 W5F WP1 0.000 0.000 0.000 11.000 W5F W22 0.000 0.000 0.000 11.000 W6B WP1 0.000 0.000 0.000 11.000 W6B WP2 0.000 0.000 0.000 11.000 W6F WP1 0.000 0.000 0.000 11.000 W6F WP2 0.000 0.000 0.000 11.000 EQR R21 0.000 0.000 0.000 25.500 EQL R21 0.000 0.000 0.000 25.500 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load # Description FDL RP1 -0.138 -0.138 0.000 25.500 P-1 FLOOR LOADS FLL RP1 -0.195 -0.195 0.000 25.500 P-2 FLOOR LOADS Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description COL SPAN1 0.000 -3.500 0.000 18.000 C-4 STAIR LOAD EQR COLO1 26.000 0.000 0.000 10.000 C-1 SEISMIC EQL COL02 -26.000 0.000 0.000 10.000 C-2 SEISMIC RIG COLO1 10.000 0.000 0.000 10.000 C-3 RIGIDITY ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+FDL+NLL 2) 1.00 SW+RDL+COL+FDL+NLR 3) 1.00 SW+RDL+COL+FDL+FLL+NLL 4) 1.00 SW+RDL+COL+FDL+FLL+NLR 5) 1.00 SW+RDL+COL+SL+FDL+NLL 6) 1.00 SW+RDL+COL+SL+FDL+NLR 7) 1.00 SW+RDL+COL+RLL+FDL+NLL 8) 1.00 SW+RDL+COL+RLL+FDL+NLR 9) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+NLL 10) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+NLR 11) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+NLL 12) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+NLR 13) 1.00 SW+RDL+FDL+0.60WlL+NLL 14) 1.00 SW+RDL+FDL+0.60WlL+NLR 15) 1.00 SW+RDL+FDL+0.60W2L+NLL 16) 1.00 SW+RDL+FDL+0.60W2L+NLR 17) 1.00 SW+RDL+FDL+0.60WlR+NLL 18) 1.00 SW+RDL+FDL+0.60WlR+NLR 19) 1.00 SW+RDL+FDL+0.60W2R+NLL 20) 1.00 SW+RDL+FDL+0.60W2R+NLR 21) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W1L+NLL 22) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W1L+NLR 23) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W2L+NLL 24) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W2L+NLR 25) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W1R+NLL 26) 1.00 0.60SW+0.60RDL+0.60FDL+0.60WlR+NLR 27) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W2R+NLL 28) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W2R+NLR 29) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W1L+NLL 30) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W1L+NLR 31) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W2L+NLL 32) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W2L+NLR 33) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W1R+NLL 34) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45WlR+NLR 35) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W2R+NLL 36) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W2R+NLR 37) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W1L+NLL 38) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W1L+NLR 39) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W2L+NLL 40) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W2L+NLR 41) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W1R+NLL 42) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45WlR+NLR 43) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W2R+NLL 44) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W2R+NLR 45) 1.00 SW+RDL+FDL+0.60W5B+NLL 46) 1.00 SW+RDL+FDL+0.60WSB+NLR 47) 1.00 SW+RDL+FDL+0.60W6B+NLL 48) 1.00 SW+RDL+FDL+0.60W6B+NLR 49) 1.00 SW+RDL+FDL+0.60W5F+NLL 50) 1.00 SW+RDL+FDL+0.60WSF+NLR 51) 1.00 SW+RDL+FDL+0.60W6F+NLL 52) 1.00 SW+RDL+FDL+0.60W6F+NLR 53) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W5B+NLL 54) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W5B+NLR 55) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W6B+NLL 56) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W6B+NLR 57) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W5F+NLL 58) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W5F+NLR 59) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W6F+NLL 60) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W6F+NLR 61) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W5B+NLL 62) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W5B+NLR 63) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W6B+NLL 64) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W6B+NLR 65) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W5F+NLL 66) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W5F+NLR 67) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W6F+NLL 68) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W6F+NLR 69) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W5B+NLL 70) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W5B+NLR 71) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W6B+NLL U16RO597A Page152 of189 72) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W6B+NLR 73) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W5F+NLL 74) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W5F+NLR 75) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W6F+NLL 76) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W6F+NLR 77) 1.00 SW+RDL+COL+UOS+FDL+NLL 78) 1.00 SW+RDL+COL+UOS+FDL+NLR 79) 1.00 1.11SW+1.11RDL+1.11COL+1.11FDL+0.91EQL 80) 1.00 1.11SW+1.11RDL+1.11COL+1.11FDL+0.91EQR 81) 1.00 1.08SW+1.08RDL+1.08COL+1.08FDL+0.75FLL+0.68EQL 82) 1.00 1.08SW+1.08RDL+1.08COL+1.08FDL+0.75FLL+0.68EQR 83) 1.00 0.49SW+0.49RDL+0.49FDL+0.91EQL 84) 1.00 0.49SW+0.49RDL+0.49FDL+0.91EQR U16RO597A Page153 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-10-16 Page: 1 Frame: MEZZ PF @ LINE J.9 By : BG\trevor.black File: F90 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.63 F8.63 W275 79 1 -12.9 0.03 -118.2 0.29 0.29 0.31 80 7 -15.41 0.20 0.56 0.56 Chkpt 1 7 Depth 23.50 23.50 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Fig 8.0 0.6250 55.00 Web 0.2750 55.00 B/R Fig 8.0 0.6250 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COLO1 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.38 F8.75 W375 79 11 -14.0 0.04 -111.2 0.63 0.63 0.65 79 8 -12.93 0.13 0.77 0.99 Chkpt 8 11 Depth 13.12 13.12 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Fig 1 8.0 0.3750 55.00 1 Web 1 0.3750 55.00 B/R Fig 1 8.0 0.7500 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.75 F8.38 W375 80 15 -15.5 0.05 111.2 0.63 0.63 0.65 80 12 12.92 0.13 0.99 0.77 Chkpt 12 15 Depth 13.12 13.12 Section 1 1 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Fig 8.0 0.7500 55.00 Web 0.3750 55.00 B/R Fig 8.0 0.3750 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 2023 Deflections (in): Seismic dx = 0.76 = H/ 133 SEISMIC TO RIGHT Story Drift = 2.29 = 0.023H SEISMIC TO RIGHT Drift Index = 0.00 1.08SW+1.08RDL+1.08COL+1.08FDL+0.75FLL+0.68EQR Maximum dx = -0.70 = H/ 145 1.11SW+1.11RDL+1.11COL+1.11FDL+0.91EQL Maximum dy = -0.08 = L/ 3708 @ MOD 1, 1.11SW+1.11RDL+1.11COL+1.11FDL+0.91EQL Max. Live dy = -0.02 = L/ 9999 @ MOD 1, SW+RDL+COL+FDL+FLL U16RO597A Page154 of189 NUCOR BUILDINGS GROUP Job # : U16RO597A Job Name TOP CUB AIRCRAFT Frame MEZZ PF @ LINE J.9 Date 10/3/2016 Designer BG\trevor.black File F90.nfr App Version 2015.7.2.3 ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 0.00:12 W375 0.77 FWS3 FWR5 1.00 0.00 0.92 FWS3 0.61 1.03 0 ------------------------------------------------------------------------------------------------------------------------------------- I width thick Fy I height depth length I I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Top Plate 8.0 0.6250 55.0 1 12.00 Stiffener I Web 0.3750 55.0 1 22.25 12.00 1 Bot Plate 1 4.0 0.3750 50.0 1 12.00 1 1 ------------------------------------------------------------------------------------------------------------------------------------- Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 0.00:12 W375 0.76 FWS3 FWR5 1.00 0.00 0.92 FWS3 0.61 1.02 0 ------------------------------------------------------------------------------------------------------------------------------------- I width thick Fy I height depth length I I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Top Plate 8.0 0.6250 55.0 1 12.00 Stiffener Web 0.3750 55.0 22.25 12.00 Bot Plate 4.0 0.3750 50.0 12.00 ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from COL01 To RAF01 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE 8-1.250-H 53 -28.13 -22.10 269.4 0.49 0.48 53 -28.13 -22.10 269.4 0.34 ------------------------------------------------------------------------------------------------------------------------------------- I I left right width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 10.0 1.250 32.00 55.0 Top Weld FWD4 FWD4 Right Plate 10.0 1.250 32.00 55.0 Web Weld WP14 WP14 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD4 FWD4 ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF01 To COL02 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4BE 8-1.250-H 49 -28.12 22.06 269.6 0.48 0.49 49 -28.12 22.06 269.6 0.34 ------------------------------------------------------------------------------------------------------------------------------------- I I left right I width thick length Fy I I size size I ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 10.0 1.250 32.00 55.0 Top Weld FWD4 FWD4 Right Plate 10.0 1.250 32.00 55.0 Web Weld WP14 WP14 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD4 FWD4 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COL01 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F8.38 4-1.000 FWS3 FWS3 FWS3 0.84 0.14 0.55 0.37 0.47 0.66 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 8.00 0.375 13.00 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COL02 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F8.38 4-1.000 FWS3 FWS3 FWS3 0.84 0.14 0.55 0.37 0.47 0.66 F1554 Gr.36 ------------------------------------------------------------------------------------------------------------------------------------- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 8.00 0.375 13.00 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL + FDL 2 1.00 SW + RDL + COL + FDL + FLL 3 1.00 SW + RDL + COL + SL + FDL 4 1.00 SW + RDL + COL + RLL + FDL 5 1.00 SW + RDL + COL + 0.75SL + FDL + 0.75FLL 6 1.00 SW + RDL + COL + 0.75RLL + FDL + 0.75FLL U16RO597A Page155 of189 7 1.00 SW + RDL + FDL + 0.60W1L 8 1.00 SW + RDL + FDL + 0.60W2L 9 1.00 SW + RDL + FDL + 0.60W1R 10 1.00 SW + RDL + FDL + 0.60W2R 11 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W1L 12 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W2L 13 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W1R 14 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W2R 15 1.00 SW + RDL + COL + 0.75SL + FDL + 0.75FLL + 0.45W1L 16 1.00 SW + RDL + COL + 0.75SL + FDL + 0.75FLL + 0.45W2L 17 1.00 SW + RDL + COL + 0.75SL + FDL + 0.75FLL + 0.45W1R 18 1.00 SW + RDL + COL + 0.75SL + FDL + 0.75FLL + 0.45W2R 19 1.00 SW + RDL + COL + 0.75RLL + FDL + 0.75FLL + 0.45W1L 20 1.00 SW + RDL + COL + 0.75RLL + FDL + 0.75FLL + 0.45W2L 21 1.00 SW + RDL + COL + 0.75RLL + FDL + 0.75FLL + 0.45W1R 22 1.00 SW + RDL + COL + 0.75RLL + FDL + 0.75FLL + 0.45W2R 23 1.00 SW + RDL + FDL + 0.60W5B 24 1.00 SW + RDL + FDL + 0.60W6B 25 1.00 SW + RDL + FDL + 0.60W5F 26 1.00 SW + RDL + FDL + 0.60W6F 27 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W5B 28 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W6B 29 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W5F 30 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W6F 31 1.00 SW + RDL + COL + 0.75SL + FDL + 0.75FLL + 0.45W5B 32 1.00 SW + RDL + COL + 0.75SL + FDL + 0.75FLL + 0.45W6B 33 1.00 SW + RDL + COL + 0.75SL + FDL + 0.75FLL + 0.45W5F 34 1.00 SW + RDL + COL + 0.75SL + FDL + 0.75FLL + 0.45W6F 35 1.00 SW + RDL + COL + 0.75RLL + FDL + 0.75FLL + 0.45W5B 36 1.00 SW + RDL + COL + 0.75RLL + FDL + 0.75FLL + 0.45W6B 37 1.00 SW + RDL + COL + 0.75RLL + FDL + 0.75FLL + 0.45W5F 38 1.00 SW + RDL + COL + 0.75RLL + FDL + 0.75FLL + 0.45W6F 39 1.00 SW + RDL + COL + UOS + FDL 40 1.00 1.11SW + 1.11RDL + 1.11COL + 1.11FDL + 0.91EQL 41 1.00 1.11SW + 1.11RDL + 1.11COL + 1.11FDL + 0.91EQR 42 1.00 1.08SW + 1.08RDL + 1.08COL + 1.08FDL + 0.75FLL + 0.68EQL 43 1.00 1.08SW + 1.08RDL + 1.08COL + 1.08FDL + 0.75FLL + 0.68EQR 44 1.00 0.49SW + 0.49RDL + 0.49FDL + 0.91EQL 45 1.00 0.49SW + 0.49RDL + 0.49FDL + 0.91EQR 46 1.20 Special Seismic 47 1.20 Special Seismic 48 1.20 Special Seismic 49 1.20 Special Seismic 50 1.20 Special Seismic 51 1.20 Special Seismic 52 1.20 Special Seismic 53 1.20 Special Seismic U16R0597A Page156 of189 4BE Connection for Intermediate Moment Frame per AISC 358 Chapter 6 Version:2015.11.18(Date:11118115)By NBG-GS Job Number: U16R0597A Job Name: Top Cub Aircraft Eng: TWB Frame: F90 I Connx No's: Max Rafter Unbraced Length: 13.59 ft Input Variables Endplate: F101.2 Rafter Flange: F8.63 V1 Bolt Size: 1-1/4 • tp: 1.25 tbf: 0.625 Bolt Type: A490 • bp: 10 bbf: 8 Std.Mat'I: Y Fyp: 50 Fybf: 55 Rafter Total Depth: 23.50" Fup: 65 Fubf: 70 Rafter Web Thk: 0.275" Std.Mat]: N Std.Mat'I: Y Rafter Clear Span: 22.8333' Vg: 4.80 kips Col Flange: �•� • Req'd Rafter FB Force: 15.70 kips Col Web Thk: 0.375" Col Total Depth: 13.13" Req'd Column FB Force: 12.32 kips Output Information M Bolt Check: 0.99 OK 10x1.250 Left Plate ..................................................... Endplate Check: 0.91 OK 10x1.250 Right Plate ..................................................... Epl Shear Yielding: 0.65 OK 8-1.250-H Bolt Qty-Dia ..................................................... Epl Shear Rupture: 0.89 OK 2.000/4.625 Pf/Pb ❑ override ..................................................... Bolt Shear: 0.33 OK CJP1t/CJP1t top welds ..................................................... Bolt Bearing: 0.15 OK CJP1t/CJP1t bottom welds Span Check: 11.66 OK WP13t web weld Compact Flanges: 0.73 OK j KVEUEU connx code ....................... ...................... 5.5 Ps/Gage Special Notes for Detailing--> t Return weld on backside of both the column knee and rafter web to endplate on must be a minimum of 8"long starting at the inside face of both flanges. t Fla nge/cap-plate/horz.-stiffener-to-endplate welds all require an FWSS reinforcement on the inside of the flange. • Flange-to-web weld on rafter only must be reinforced with a FWS4 weld 23.5"long starting at the connx plate. • The first 23.5"of the rafter is considered the'Protected Zone'per ANSI/AISC 341-05 Section 7.4. No welded or bolted connections are permitted in this zone. • ALL Welds in this connection must use Weld Metal that qualifies as'Demand Critical'per ANSI/AISC 341-05 Section 7.3b. This section requires that the weld material demonstrate a CVN Toughness of 20 ft-lb at-207 and 40 ft-lb at 70°F as certified by the manufacturer. • Per AISC 358-10,"Within a zone extending from 12 in.(300 mm)above the upper beam flange to 12 in.(300 mm)below the lower beam flange,unless specifically indicated in this Standard,the column webs and flanges shall be connected using UP groove welds with a pair of reinforcing fillet welds.The minimum size of the fillet welds shall be the lesser of 5/16 in.(8 mm)and the thickness of the column web. Special Notes for Design Reference Only--> • Please be sure to note on all frame cross-sections supplied to Detailing using this connection the following: "All C/P welds on this frame,including flange and web splices,require NDT Examination." • It is acceptable for the rafter and the column at this connection to be tapered(per Commentary Section C6.3). • 55 ksi steel is deemed acceptable for IMF's based on the suitability criteria outlined in ANSI/AISC 341-05 Commentary Section C6.1,which are the receiving standards we require for ASTM A529 Grade 55 steel. • Based on the results of Research Report MBMA 98-03 By Dr.Tom Murray of Virginia Tech,webs of the rafter and column are not required to be held to the compactness limitations of ANSI/AISC 341-05 Section 8.2a or 8.2b. • Per AISC 358-10,"The depth of built-up wide-flange columns shall not exceed that for rolled shapes,i.e.W36x800. U16RO597A Page 157 of 189 Nucor Building Systems BIFOLD TUBE HEADER Page: Of: Design Calculations BSW OF MAIN BLDG By: Date: 10/10/2016 HORZONTAL LOADS-DEAD Check: Date: X Rev.: 2013.12.31 Date: 12/31/2013 a b c model w e LIU Partially Distributed Uniform ws &Linear Loads(+),w(klf) (modelled as equivalent uniform load) a b Point Loads P(kips) x(feet) P P 15.8700 4.0000 Point Load(+),p(kips) 1= P2= 2.1200 12.0000 P3= 15.8700 20.0000 Uniform Load(+) w(klf) p4= P5= Span=L / p6= P7= A B pg= Span: 24.0000 Feet P9= P10= P11= P12= Full Span Uniform Loads Linear and Partially Distributed Uniform Loads P13= w(klf) ws(klf) we(klf) a(ft) b(ft) P14= wl= 11 = P15= w2= 12= P16= w3= 13= P17= w4= 14= P18= w5= 15= p19= 16= P20= End Reactions(Kips) R^ 16.93 RB 16.93 Shear Envelope(Kips) Umax= 16.93 Umin= -16.93 Moment Envelope(Ft-Kips) MA= 0.0000 MB= 0.0000 Minterior + 76.2000 Minterior 0.0000 Pin-Pin Simple Span Beam: Input U16RO597A Page158 of189 1�1 L_J C C3 FR Project No. : U16RO597A B U I L v I m G S GROUP Description: IMF FB SUPPORT AWSIONOFNocoRCOO RATION Engineer: TWB BEAM-COLUMN S.S. (AISC 14th Edition) Date: 10/10/2016 MAIN REPORT:DESIGN SUMMARY Version:2015.04.22(Date:04/22/15)By NBG GENERAL INFORMATION S an and Loa din Conditions (ENTER DATA IN GRAY SHADED CELLS!) Remarks Member Length Lbx ft. 24.00 Assumes Lbx=L Unbraced Length-Minor Lb, ft. 24.00 Consideration of Tension Field Action for Shear FALSE FALSE FALSE FALSE <=See cell comment&Chapter G. Clear Distance between Transverse Stiffeners a in. <=See cell comment&Section G2. Lateral-torsional buckling factor Cb 1.000 1.000 1.000 1.000 <= See cell comment Kx Factor K. 2.100 1.000 1.000 1.000 Ky Factor Ky 1.000 1.000 1.000 1.000 Kz Factor Kz 1.000 1.000 1.000 1.000 <= See cell comment SECTION GEOMETRY outside flanges(OF) Select Wide-flange or Built-up Section: BU None None None 3-� bof -� Section Description: BUlOx39 -- -- Enter WF-Section: tof Total Depth d in. 9.750 -- -- -- Web Thickness to in. 0.188 -- -- -- x-axis d Outside Flange Width bof in. 8.000 -- -- -- tw Outside Flange Thickness taf in. 0.625 -- -- -- Inside Flange Width b;f in. 8.000 -- -- -- Inside Flange Thickness t;f in. 0.625 -- -- __ t if MATERIAL INFORMATION msrde flange(IF) + b if Material Strength Fy ksi 55 55 55 55 Elastic Modulus E ksi 29,000 29,000 29,000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 11,200 11,200 Standard for steel shown Flange Yield Strength Fyf ksi 55 55 55 55 Web Yield Strength Fyw ksi 55 55 55 55 Ultimate Strength F ksi 70 70 70 70 APPLIED LOADS Applied Loading includes second order effects. Factor of Safety(Allowable Stress Factor) Sf 1.000 1.000 1 1.000 1.000 Axial(compression=>+pos., tension=>-neg.) Pa kips Shear(absolute value) Vx kips 16.930 Major Axis(x-axis) Moment(outside flange in compression=>+pos.) Mx ft-kip 76.200 Shear(absolute value) Vy kips 0.310 Minor Axis(y-axis) Moment(absolute value) My ft-kip 2.000 Design Results: ASD OK -- Remarks ASD Combined Strength Ratio CSR 0.905 -- - Eq.Hl-la or Hl-lb ASD Shear Strength Ratio(x-axis) V x/Vcx 0.536 -- -- - Major Axis(x-axis) ASD Shear Strength Ratio(y-axis) V,^y 0.002 -- -- -- Minor Axis(y-axis) Deflection Results Major-axis OK -- -- -- Remarks Deflection Limits(about x-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e.360=U360) Maximum Deflection(about x-axis) Amax in. 1.600 in. 0.000 in. 0.000 in. 0.000 in. Member Deflection(about x-axis) Ax_ax;s in. 1.249 in. -- -- -- Ax <Am- Deflection Results Minor-axis OK -- -- -- Remarks Deflection Limits(about y-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e.360=U360) Maximum Deflection(about y-axis) Amax in. 1.600 in. 0.000 in. 0.000 in. 0.000 in. Member Deflection(about y-axis) A-axs in. 0.134 in. -- -- -- Ay_ax;s 5 Amax U16RO597A Page159 of189 Nucor Roll Force Design-AISI 2007 version:2014.02.03 Mme:02103/14)By Grosry Maximum Unity Checks 00 Job No. U16R0597A Engineer: TWB Clip Strength: 0.13 70K Job Name: To Cub Aircraft Description: Clip Stiffness: 0.19 Diaphragm Stiffness: 0.49 Typical Service LoadingPurlin and BayData Panel Data Dead(psf): 3.5 Eave to Ridge Distance(ft.): 65.0 Roof Panel Type: nuta 6A - Col(psf): 5.0 Roof Slope(L/X): 0.5 Live/Snow sf 30.0 No.of Bays: 9 Misc.Settings Max Number of Purlins: 14 RFD Canada Purim&aces are used Balance Snow Over Ridge Ridge to First Nested Purlin Additional Spacing to Frame Line Bay Width Purlin Groups Purlin Distance Right Lap Design Purlin Purlin Span Thickness Live/Snow Number of Purlin Trib. Next Purlin or Bay ft. From Ridge ft. Clip Type Left La in.) in.) Checks Purlin Group Purlin Orientation Type (in.) Load(psf) Purlins (ft.) Group 1 25 1 1.3333 AC 42 OK 1 1OZ089 U Slo a MultiS an 14 4.8 S 2 15.0833 1 1.3333 AC 42 42 OK 2 1OZ067 UpSlope MultiSpan 14 4.8 5 3 2564167 2 1.3333 AC 42 42 OK 3 1OZ120 U Slo a MultiS an 14 4.8 3.6667 4 25.4167 2 1.3333 AC 42 42 OK 4 10Z060 U Slo a MultiS an 14 4.8 5 5 24A667 3 1.3333 AC 42 42 OK 5 6 2564167 4 1.3333 AC 42 42 OK 6 7 1 25.4167 4 1 1.3333 AC 42 42 OK 7 8 24.0833 4 1.3333 AC 42 42 OK 8 9 10 4 1.3333 AC 42 OK 9 10 AC OK 10 11 11 12 12 13 13 14 14 15 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 23 23 24 24 25 25 26 26 27 27 28 28 29 29 30 30 31 31 32 32 33 33 34 34 35 35 36 36 37 37 38 38 39 39 40 40 U16RO597A Page160 of189 Detailed Roll-Force Output Anchor Strength Anchor Stiffness Dia hra m Stiffness Total Required Maximum Add'I Req'd Mid-Span Frame Line Anchorage Maximum Maximum Unity Add'I Req'd Displacement Maximum Tot.Load Deflection Add'I Req'd or Say Load lb. Force lb. Check Tot.Load lb. in. Unity Check lb. in. Unity Check Load lb. 1 1440 183 0.11 0 0.05 0.19 0 0.81 0.49 0.00 2 690 93 0.05 0 0.01 0.05 0 0.20 0.20 0.00 3 907 119 0.07 0 0.02 0.09 0 0.73 0.43 0.00 4 1137 142 0.08 0 0.04 0.17 0 0.73 0.43 0.00 5 1 1655 227 0.13 0 0.02 0.08 0 0.65 0.41 0.00 6 1596 218 0.13 0 0.02 0.08 0 0.73 0.43 1 0.00 7 997 120 0.07 0 0.05 0.19 0 0.73 0.43 0.00 8 940 114 0.07 0 0.05 0.18 0 0.64 0.40 0.00 9 99 12 0.01 0 0.00 0.02 0 0.10 0.15 0.00 10 223 25 0.01 0 0.02 0.08 0 0.00 0.00 0.00 11 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 12 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 13 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 14 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 15 0 0 0.00 0 0.00 1 0.00 0 0.00 0.00 0.00 16 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 17 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 18 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 19 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 20 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 21 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 22 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 23 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 24 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 25 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 26 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 27 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 28 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 29 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 30 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 31 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 32 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 33 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 34 0 0 0.00 1 0 0.00 0.00 0 0.00 0.00 0.00 35 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 36 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 37 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 38 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 39 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 40 0 0 0.00 0 0.00 0.00 0 0.00 0.00 0.00 U16RO597A Page161 of189 DesCalc.Out Nucor Building Systems P.O. Box 907 1050 North Watery Lane Brigham City, UT 84302 STRUCTURAL DESIGN CALCULATIONS FOR HCI Steel Buildings LLC 17833 59th Ave NE, Suite C Arlington, WA 98223 Top Cub Aircraft 17922 59th DR NE Arlington, WA 98223 U16RO597A BUILDING LAYOUT Width (ft)= 130.0 Length (ft)= 200.0 Eave Height (ft)= 22.0/ 22.0 Roof Slope (rise/12 )= 0.50/ 0.50 BUILDING LOADS Roof Dead Load (psf )= 3.5 Wall Dead Load Left Endwall (psf )= 3.0 Right Endwall (psf )= 3.0 Front Sidewall(psf )= 3.0 Back Sidewall(psf )= 3.0 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 12.0 Collateral Load (psf )= 5.0 Snow Load (psf )= 17.5 Wind Speed (mph )= 110.0 Wind Code = IBC 15 Closed/Open = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa*Ss) = 1.13 ------------------------------- Designer TWB Detailer TWB 9/30/16 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U16RO597A Design Loads For Building Components: 9/30/16 10:54am FRONT SIDEWALL: --------------- BASIC LOADS: -----Edge_Strip_Ratio----- Basic Wind—Load—Ratio Zone Col/ Page 1 U16RO597A Page 162 of 189 DesCalc.Out Wind Deflect Factor Width Girt Panel Jamb 24.1 0.65 0.60 8.80 1.11 1.23 1.11 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 21.1 -23.2 .. Girt/Header 26.0 -28.2 .. Panel 21.1 -23.0 .. Jamb 44.8 -36.9 .. Parapet 21.1 -23.2 -15.2 .. Soldier Column FRONT SIDEWALL SOLDIER COLUMNS: ------------------------------- BASIC LOADS: Dead Coll Live Snow Rain Basic Wind Load Load Load Load Load Load Wind Ratio 3.5 5.0 20.0 17.5 0.0 24.1 0.65 COLUMN & BRACING DESIGN LOADS: No. Load ---Live--- --Add-Snow- Column wind Long --Seismic- Aux_Load Load Id Dead Coll Roof Floor Snow Drift Slide Rain Press Suct Wind Long Tran Id Coef 34 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0 0.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 17 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 18 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 22 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0 0.00 23 1.16 1.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 24 1.16 1.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 25 1.16 1.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 26 1.16 1.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 27 1.12 1.12 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 28 1.12 1.12 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 29 1.12 1.12 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 30 1.12 1.12 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 31 0.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 32 0.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 33 0.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 34 0.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 AUXILIARY LOADS: No. Aux No. Add -- Comb -- Aux Id Combs Add-Id Coeff 1 1 MIN-SNOW 2 1 1.00 2 1.00 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co D11 D12 Dist 2 1 2 U_SNOW D -0.31 -0.31 0.04 0.00 65.06 2 3 U SNOW D -0.31 -0.31 -0.04 0.00 65.06 BACK SIDEWALL: --------------- BASIC LOADS: -----Edge_Strip_Ratio----- Basic Wind_Load_Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb Page 2 U16R0597A Page 163 of 189 DesCalc.Out 24.1 0.65 0.60 8.80 1.11 1.23 1.11 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 21.1 -23.2 .. Girt/Header 26.0 -28.2 .. Panel 21.1 -23.0 .. Jamb 44.8 -36.9 .. Parapet LEFT ENDWALL: -------------- BASIC LOADS: ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind-Load-Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 3.5 5.0 20.0 17.5 0.0 24.1 0.65 0.60 8.80 1.11 1.23 1.11 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 3.00 0.00 7.85 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 21.1 -23.2 Column 21.1 -23.2 Girt/Header 21.1 -23.0 lamb 26.0 -28.2 Panel 44.8 -36.9 .. Parapet 37.4 -25.0 Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind 1 Wind-2 Wind-2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.41 -0.60 0.77 -0.24 0.41 -0.60 -0.66 0.00 2 -1.22 -0.70 -0.86 -0.34 -1.22 -0.70 -1.22 0.00 3 -0.70 -1.22 -0.34 -0.86 -0.70 -1.22 -0.70 0.00 4 -0.60 0.41 -0.24 0.77 -0.60 0.41 -0.66 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live--- --Add_Snow- Wind 1 Wind_2 Long Wind Column Wind Long Tran Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 90 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 Page 3 U16RO597A Page164 of189 DesCalc.Out 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 49 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 50 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 51 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 52 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 53 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 54 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 55 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 56 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 57 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 58 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 59 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 61 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 62 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 63 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 64 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 65 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 66 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 67 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 68 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 69 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 70 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 71 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 72 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 73 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 74 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 75 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 76 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 77 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 78 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 79 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 80 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 81 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 2 0.75 82 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 2 0.75 83 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 84 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 85 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 86 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 87 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 88 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 89 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 3 0.75 90 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 3 0.75 RAFTER DESIGN LOADS: Load --Add Snow- Wind 1 Wind-2 Long Aux-Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 50 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 Page 4 U16RO597A Page165 of189 DesCalc.Out 15 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 16 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 21 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 22 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 23 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 24 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 25 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 26 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 27 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 28 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 29 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 30 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 31 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 32 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 33 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 34 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 35 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 36 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 37 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 2 0.75 38 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 2 0.75 39 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 2 0.75 40 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 41 1.08 1.08 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 42 1.08 1.08 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 2 0.75 43 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 44 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 45 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 3 0.75 46 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 3 0.75 47 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 3 0.75 48 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 49 1.08 1.08 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 50 1.08 1.08 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 3 0.75 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 3 1 MIN_SNOW 2 1 1.00 2 1.00 2 ElUNB_SL_L 3 3 0.30 4 1.00 5 0.54 3 ElUNB_SL_R 3 4 0.30 3 1.00 6 0.54 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Cc D11 D12 Dist 9 1 2 U_SNOW D -0.32 -0.32 0.04 0.00 65.06 2 3 U_SNOW D -0.32 -0.32 -0.04 0.00 65.06 3 3 U_SNOW D -0.22 -0.22 -0.04 0.00 65.06 4 2 U_SNOW D -0.22 -0.22 0.04 0.00 65.06 5 2 U_SNOW D -0.22 -0.22 0.04 29.72 65.06 6 3 U_SNOW D -0.22 -0.22 -0.04 0.00 35.33 7 2 DRIFT D -0.33 -0.33 0.04 0.00 65.06 8 3 DRIFT D -0.33 -0.33 -0.04 0.00 65.06 9 3 DRIFT D 0.00 -0.62 -0.04 53.65 65.06 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI 2 2 55.00 1.00 65.06 0.57 WINDRI 3 2 10.06 0.57 65.06 1.00 WINDL2 R 2 2 55.00 1.00 65.06 0.39 WINDR2 R 3 2 10.06 0.39 65.06 1.00 WINDL2 C 2 2 55.00 1.00 65.06 0.57 WINDR2 C 3 2 10.06 0.57 65.06 1.00 RIGHT ENDWALL: -------------- BASIC LOADS: ----Edge_Strip_Ratio---- Page 5 U16RO597A Page 166 of 189 DesCalc.Out Dead Coll Live Snow Rain Basic Wind-Load-Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 3.5 5.0 20.0 17.5 0.0 24.1 0.65 0.60 8.80 1.11 1.23 1.11 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 3.00 0.00 3.82 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 21.1 -23.2 .. Column 21.1 -23.2 .. Girt/Header 21.1 -23.0 Jamb 26.0 -28.2 Panel 44.8 -36.9 .. Parapet 37.4 -25.0 .. Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind 1 Wind 2 Wind_2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.31 -0.53 0.67 -0.17 0.31 -0.53 -0.66 0.00 2 -1.03 -0.62 -0.67 -0.26 -1.03 -0.62 -1.25 0.00 3 -0.62 -1.03 -0.26 -0.67 -0.62 -1.03 -0.71 0.00 4 -0.53 0.31 -0.17 0.67 -0.53 0.31 -0.66 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live--- --Add_Snow- Wind-1 Wind_2 Long Wind Column Wind Long Tran Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 90 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 Page 6 U16RO597A Page167 of189 DesCalc.Out 47 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 49 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 50 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 51 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 52 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 53 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 54 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 55 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 56 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 57 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 58 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 59 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 61 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 62 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 63 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 64 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 65 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 66 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 67 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 68 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 69 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 70 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 71 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 72 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 73 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 74 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 75 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 76 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 77 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 78 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 79 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 80 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 81 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 2 0.75 82 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 2 0.75 83 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 84 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 85 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 86 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 87 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 88 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 89 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 3 0.75 90 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 3 0.75 RAFTER DESIGN LOADS: Load --Add Snow- Wind 1 Wind-2 Long Aux-Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 50 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 16 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 21 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 22 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 23 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 24 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 25 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 26 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 27 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 28 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 29 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 Page 7 U16RO597A Page168 of189 DesCalc.Out 30 1.11 1.11 0.00 ONO COO COO ONO 0.00 0.00 0.00 0.00 0.00 -0.70 0 KOO 31 1.08 1.08 0.00 ONO KOO KOO ONO 0.00 0.00 0.00 0.00 0.00 0.52 0 COO 32 1.08 1.08 0.00 0.00 100 COO 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 33 0.49 0.00 0.00 0.00 100 100 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 ONO 34 0.49 0.00 0.00 0.00 COO COO 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 35 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 36 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 37 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 2 0.75 38 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 2 0.75 39 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 2 0.75 40 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 41 1.08 1.08 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 42 1.08 1.08 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 2 0.75 43 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 44 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 45 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 3 0.75 46 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 3 0.75 47 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 3 0.75 48 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 49 1.08 1.08 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 50 1.08 1.08 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 3 0.75 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 3 1 MIN_SNOW 2 1 1.00 2 1.00 2 E2UNB_SL_L 3 3 0.30 4 1.00 5 0.54 3 E2UNB_SL_R 3 4 0.30 3 1.00 6 0.54 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co D11 D12 Dist 7 1 2 U_SNOW D -0.13 -0.13 0.04 0.00 65.06 2 3 U_SNOW D -0.13 -0.13 -0.04 0.00 65.06 3 3 U_SNOW D -0.09 -0.09 -0.04 0.00 65.06 4 2 U_SNOW D -0.09 -0.09 0.04 0.00 65.06 5 2 U_SNOW D -0.09 -0.09 0.04 29.72 65.06 6 3 U_SNOW D -0.09 -0.09 -0.04 0.00 35.33 7 2 DRIFT D -0.25 0.00 0.04 0.00 11.40 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI 2 2 55.00 1.00 65.06 0.60 WINDRI 3 2 10.06 0.60 65.06 1.00 WINDL2 R 2 2 55.00 1.00 65.06 0.38 WINDR2 R 3 2 10.06 0.38 65.06 1.00 WINDL2 C 2 2 55.00 1.00 65.06 0.60 WINDR2 C 3 2 10.06 0.60 65.06 1.00 ROOFDES: BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_Load_Ratio Surface Seis % Load Load Load Load Load Wind Deflect Factor Friction Factor Snow 3.5 5.0 20.0 17.5 0.0 24.1 0.65 0.60 0.00 1.000 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct_Roof 16.0 -26.0 Purlins 0.0 -40.3 Gable Extensions 16.0 -28.5 Panels 14.0 -2.7 -26.0 Long Bracing, Building 19.1 -6.0 Long Bracing, Wall Edge Zone 37.4 -25.0 20.0 Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin--- ---Panel--- Id Id Zone Id Width Length Press Suct Press Suct 1 2 6 1 0.00 0.00 1.00 1.00 1.00 1.00 Page 8 U16RO597A Page 169 of 189 DesCalc.Out 3 0.00 8.80 1.00 1.18 1.00 1.68 4 8.80 0.00 1.00 1.18 1.00 1.68 5 0.00 8.80 1.00 1.18 1.00 1.68 7 8.80 8.80 1.00 1.18 1.00 2.53 8 8.80 8.80 1.00 1.18 1.00 2.53 3 6 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 8.80 1.00 1.18 1.00 1.68 5 0.00 8.80 1.00 1.18 1.00 1.68 6 8.80 0.00 1.00 1.18 1.00 1.68 9 8.80 8.80 1.00 1.18 1.00 2.53 10 8.80 8.80 1.00 1.18 1.00 2.53 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 2 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf --Load- --Add-Snow- Wind Wind Aux Load Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 30 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 1 1.00 S 1.00 1.00 0.7S 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.7S 0.7S 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.7S 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 10 1.00 1.00 0.7S 0.00 0.00 0.00 0.00 0.4S 0.00 0 0.00 11 1.00 1.00 0.00 0.7S 0.7S 0.00 0.00 0.4S 0.00 0 0.00 12 1.00 1.00 0.00 0.7S 0.00 0.00 0.00 0.4S 0.00 0 0.00 13 1.00 1.00 0.7S 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 14 1.00 1.00 0.00 0.75 0.7S 0.00 0.00 0.00 0.45 0 0.00 15 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 18 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 4 1.00 19 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 5 1.00 20 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 6 1.00 21 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 7 1.00 22 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 8 1.00 23 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 9 1.00 24 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 10 1.00 25 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 11 1.00 26 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 27 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 28 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 29 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 3 -1.00 30 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 12 1.00 3 30 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 14 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0 0.00 15 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 18 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 4 1.00 19 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 5 1.00 20 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 6 1.00 21 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 7 1.00 22 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 8 1.00 23 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 9 1.00 24 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 10 1.00 Page 9 U16RO597A Page170 of189 DesCalc.Out 25 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 11 1.00 26 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 27 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 28 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 29 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 3 -1.00 30 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 12 1.00 BRACING DESIGN LOADS: --Load- --Add Snow- Wind Wind Seis Aux Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coef 18 1 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 14 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 15 1.08 1.08 0.00 0.75 0.75 0.00 0.00 0.00 0.00 -0.52 0 0.00 16 1.08 1.08 0.00 0.75 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 17 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 18 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add Load Aux Id Name Load Id Coef 12 1 MIN_SNOW 2 1 1.00 2 1.00 2 PAT_SL_1 1 3 0.50 3 PAT_SL_2 1 11 0.50 4 PAT_SL_3 2 3 0.50 4 0.50 5 PAT_SL_4 2 4 0.50 5 0.50 6 PAT_SL_5 2 5 0.50 6 0.50 7 PAT_SL_6 2 6 0.50 7 0.50 8 PAT_SL_7 2 7 0.50 8 0.50 9 PAT_SL_8 2 8 0.50 9 0.50 10 PAT_SL_9 2 9 0.50 10 0.50 11 PAT_SL10 2 10 0.50 11 0.50 12 UNB_SL 4 15 1.00 16 0.54 17 1.00 18 0.54 ADDITIONAL LOADS: No. Add Surf Basic Load Fy Dx Conc Add Id Id Load Type W1 W2 Dxl Dx2 Dist 18 1 2 U_SNOW D -25.0 -25.0 0.0 65.1 2 3 U_SNOW D -25.0 -25.0 0.0 65.1 3 0 U_SNOW D -17.5 -17.5 0.0 25.0 4 0 U_SNOW D -17.5 -17.5 25.0 40.0 5 0 U_SNOW D -17.5 -17.5 40.0 65.5 6 0 U_SNOW D -17.5 -17.5 65.5 91.0 7 0 U_SNOW D -17.5 -17.5 91.0 115.0 8 0 U_SNOW D -17.5 -17.5 115.0 140.5 9 0 U_SNOW D -17.5 -17.5 140.5 166.0 10 0 U_SNOW D -17.5 -17.5 166.0 190.0 11 0 U_SNOW D -17.5 -17.5 190.0 200.0 12 2 DRIFT D -51.5 0.0 0.0 16.1 13 3 DRIFT D -51.5 0.0 0.0 16.1 14 3 DRIFT D 0.0 -49.1 53.7 65.1 15 2 U_SNOW D -17.5 -17.5 0.0 65.1 16 2 U_SNOW D -17.5 -17.5 29.7 65.1 17 3 U SNOW D -17.5 -17.5 0.0 65.1 Page 10 U16RO597A Page 171of189 DesCalc.Out 18 3 U SNOW D -17.5 -17.5 0.0 35.3 RIGID FRAME # 1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.5 5.0 12.0 17.5 0.0 24.1 0.65 0 BASIC LOADS AT EAVE: Seismic Weak_Axis L Weak_Axis R --Torsion-- --EW_Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 4.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind_1--- --Wind_2--- Long Wind Surface Id Left Right Left Right 1 2 Friction 1 0.24 -0.51 0.63 -0.12 -0.63 -0.63 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 4 -0.51 0.24 -0.12 0.63 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live--- --Add-Snow- --Wind_1- --Wind-2- Long Wind --Seismic- Aux-Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 92 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 10 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 11 U16RO597A Page172 of189 DesCalc.Out 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 55 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 56 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 57 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.70 0.00 0 0.00 58 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.Be 0.00 -0.40 -0.70 0.00 0 0.00 59 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 60 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 61 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 62 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 63 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 64 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 65 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 66 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 67 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 0.21 0.00 0 0.00 68 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.35 -0.21 0.00 0 0.00 69 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 70 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 71 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 73 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 74 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 75 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 4 0.75 76 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 4 0.75 77 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 4 0.75 78 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 4 0.75 79 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 80 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 81 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 82 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 83 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 84 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 85 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 5 0.75 86 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 5 0.75 87 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 5 0.75 88 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 5 0.75 89 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 90 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 91 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 92 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 5 1 MIN_SNOW 2 1 1.00 2 1.00 2 F1PAT_LL_1 2 3 1.00 4 1.00 3 F1PAT_LL_2 1 5 1.00 4 F1UNB_SL_L 3 6 0.30 7 1.00 8 0.54 5 F1UNB_SL_R 3 7 0.30 6 1.00 9 0.54 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co D11 D12 .. Dist 12 1 2 U_SNOW D -0.50 -0.50 0.040 0.00 65.06 2 3 U_SNOW D -0.50 -0.50 -0.040 0.00 65.06 3 2 U_LIVE D -0.24 -0.24 0.040 0.00 65.06 4 3 U_LIVE D -0.24 -0.24 -0.040 0.00 4.00 5 3 U_LIVE D -0.24 -0.24 -0.040 4.00 65.06 6 3 U_SNOW D -0.35 -0.35 -0.040 0.00 65.06 7 2 U_SNOW D -0.35 -0.35 0.040 0.00 65.06 8 2 U_SNOW D -0.35 -0.35 0.040 29.72 65.06 9 3 U_SNOW D -0.35 -0.35 -0.040 0.00 35.33 10 2 DRIFT D -0.09 -0.09 0.040 0.00 65.06 11 3 DRIFT D -0.09 -0.09 -0.040 0.00 65.06 12 3 DRIFT D 0.00 -0.98 -0.040 53.65 65.06 STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 55.00 1.00 65.06 0.63 WINDRI 3 2 10.06 0.63 65.06 1.00 Page 12 U16RO597A Page173 of189 DesCalc.Out WINDL2 2 2 55.00 1.00 65.06 0.37 WINDR2 3 2 10.06 0.37 65.06 1.00 RIGID FRAME # 2: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.5 5.0 12.0 17.5 0.0 24.1 0.65 0 BASIC LOADS AT EAVE: Seismic Weak_Axis L Weak_Axis R --Torsion-- --EW_Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 5.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind_1--- --Wind_2--- Long Wind Surface Id Left Right Left Right 1 2 Friction 1 0.24 -0.51 0.63 -0.12 -0.63 -0.63 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 4 -0.51 0.24 -0.12 0.63 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live--- --Add-Snow- --Wind_1- --Wind-2- Long Wind --Seismic- Aux-Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 92 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 10 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 13 U16RO597A Page174 of189 DesCalc.Out 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 55 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 56 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 57 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.Be 0.Be 0.40 0.70 0.00 0 0.00 58 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.40 -0.70 0.00 0 0.00 59 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 60 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 61 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 62 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 63 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 64 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 65 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 66 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 67 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 0.21 0.00 0 0.00 68 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.35 -0.21 0.00 0 0.00 69 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 70 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 71 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 73 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 74 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 75 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 5 0.75 76 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 5 0.75 77 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 5 0.75 78 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 5 0.75 79 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 80 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 81 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 0.75 82 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 0.75 83 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 0.75 84 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 0.75 85 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 6 0.75 86 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 6 0.75 87 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 6 0.75 88 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 6 0.75 89 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 90 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 91 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 92 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 6 1 MIN_SNOW 3 1 1.00 2 1.00 15 1.00 2 MIN_SNOW 2 1 1.00 2 1.00 3 F2PAT_LL_1 2 19 1.00 20 1.00 4 F2PAT_LL_2 0 5 F2UNB_SL_L 4 21 0.30 22 1.00 23 0.54 17 1.00 6 F2UNB_SL_R 4 22 0.30 21 1.00 24 0.54 18 1.00 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co D11 D12 .. Dist 25 1 2 U_SNOW D -0.62 -0.62 0.040 0.00 65.06 2 3 U_SNOW D -0.62 -0.62 -0.040 0.00 65.06 3 1 DEAD C -6.77 -6.09 0.00 1.00 22.00 4 1 COLLAT C -5.22 -3.29 0.00 1.00 22.00 5 1 LIVE C -12.52 -7.88 0.00 1.00 22.00 6 1 SNOW C -18.26 -11.49 0.00 1.00 22.00 7 1 WINDLI C 19.37 12.69 0.00 1.00 22.00 8 1 WINDRI C 13.96 9.08 0.00 1.00 22.00 9 1 WINDL2 C 10.26 6.99 0.00 1.00 22.00 10 1 WINDR2 C 4.85 3.38 0.00 1.00 22.00 11 1 LWINDI C 18.92 13.02 0.00 1.00 22.00 12 1 LWIND2 C 20.57 9.62 0.00 1.00 22.00 Page 14 U16RO597A Page 175 of 189 DesCalc.Out 13 1 SEIS C 4.48 0.14 0.00 1.00 22.00 14 1 DRIFT C -0.32 -0.02 0.00 1.00 22.00 15 1 MIN_SN C -26.07 -16.40 0.00 1.00 22.00 16 1 F3PAT_ C -12.50 -7.86 0.00 1.00 22.00 17 1 F3UNB_ C -14.05 -12.35 0.00 1.00 22.00 18 1 F3UNB_ C -16.93 -5.63 0.00 1.00 22.00 19 2 U_LIVE D -0.30 -0.30 0.040 0.00 65.06 20 3 U_LIVE D -0.30 -0.30 -0.040 0.00 65.06 21 3 U_SNOW D -0.43 -0.43 -0.040 0.00 65.06 22 2 U_SNOW D -0.43 -0.43 0.040 0.00 65.06 23 2 U_SNOW D -0.43 -0.43 0.040 29.72 65.06 24 3 U_SNOW D -0.43 -0.43 -0.040 0.00 35.33 25 3 DRIFT D 0.00 -1.21 -0.040 53.65 65.06 STEPPED LOAD COEFFICIENTS: BasicSurf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 55.00 1.00 65.06 0.63 WINDRI 3 2 10.06 0.63 65.06 1.00 WINDL2 2 2 55.00 1.00 65.06 0.37 WINDR2 3 2 10.06 0.37 65.06 1.00 RIGID FRAME # 3: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.5 5.0 12.0 17.5 0.0 24.1 0.65 0 BASIC LOADS AT EAVE: Seismic Weak_Axis L Weak_Axis R --Torsion-- --EW_Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 5.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind_1--- --Wind_2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 4 -0.47 0.22 -0.11 0.58 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live--- --Add Snow- --Wind- --Wind-2- Long_Wind --Seismic- Aux Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 92 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 10 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 Page 15 U16RO597A Page 176 of 189 DesCalc.Out 33 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 SS 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 56 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 S7 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.70 0.00 0 0.00 S8 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.40 -0.70 0.00 0 0.00 S9 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 60 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 61 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.S2 0.00 0 0.00 62 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.S2 0.00 0 0.00 63 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.S2 0.00 0.00 0 0.00 64 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.S2 0.00 0.00 0 0.00 6S 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 66 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 67 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.3S 0.21 0.00 0 0.00 68 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.3S -0.21 0.00 0 0.00 69 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 70 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 71 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7S 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7S 73 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.4S 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7S 74 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.4S 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 75 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.S2 0.00 0.00 4 0.7S 76 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.S2 0.00 0.00 4 0.75 77 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 4 0.7S 78 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 4 0.7S 79 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 1.00 80 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 1.00 81 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 0.75 82 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 0.75 83 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 0.75 84 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 0.75 85 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 S 0.75 86 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 S 0.75 87 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 S 0.75 88 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 S 0.75 89 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 90 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 91 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 92 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 5 1 MIN_SNOW 2 1 1.00 2 1.00 2 F3PAT_LL_1 2 3 1.00 4 1.00 3 F3PAT_LL_2 0 4 F3UN6_SL_L 3 5 0.30 6 1.00 7 0.54 S F3UNB_SL_R 3 6 0.30 5 1.00 8 0.54 ADDITIONAL LOADS: Page 16 U16RO597A Page 177 of 189 DesCalc.Out No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co D11 D12 .. Dist 13 1 2 U_SNOW D -0.64 -0.64 0.040 0.00 65.06 2 3 U_SNOW D -0.64 -0.64 -0.040 0.00 65.06 3 2 U_LIVE D -0.31 -0.31 0.040 0.00 65.06 4 3 U_LIVE D -0.31 -0.31 -0.040 0.00 65.06 5 3 U_SNOW D -0.44 -0.44 -0.040 0.00 65.06 6 2 U_SNOW D -0.44 -0.44 0.040 0.00 65.06 7 2 U_SNOW D -0.44 -0.44 0.040 29.72 65.06 8 3 U_SNOW D -0.44 -0.44 -0.040 0.00 35.33 9 2 WINDLI C 1.49 0.00 0.00 0.00 -0.67 10 2 WINDRI C -3.18 0.00 0.00 0.00 -0.67 11 2 WINDL2 C 3.92 0.00 0.00 0.00 -0.67 12 2 WINDR2 C -0.74 0.00 0.00 0.00 -0.67 13 3 DRIFT D 0.00 -1.25 -0.040 53.65 65.06 STEPPED LOAD COEFFICIENTS: BasicSurf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 55.00 1.00 65.06 0.63 WINDRI 3 2 10.06 0.63 65.06 1.00 WINDL2 2 2 55.00 1.00 65.06 0.37 WINDR2 3 2 10.06 0.37 65.06 1.00 RIGID FRAME # 4: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.5 5.0 12.0 17.5 0.0 24.1 0.65 0 BASIC LOADS AT EAVE: Seismic Weak Axis L Weak Axis R --Torsion-- --EW_Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 3.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind_1--- --Wind_2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.24 -0.51 0.63 -0.12 -0.63 -0.63 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 4 -0.51 0.24 -0.12 0.63 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live--- --Add-Snow- --Wind l- --Wind-2- Long_Wind --Seismic- Aux Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 92 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 10 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 Page 17 U16RO597A Page 178 of 189 DesCalc.Out 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 S3 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 SS 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 S6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 S7 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.70 0.00 0 0.00 S8 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.40 -0.70 0.00 0 0.00 S9 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 60 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 61 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.S2 0.00 0 0.00 62 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.S2 0.00 0 0.00 63 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.S2 0.00 0.00 0 0.00 64 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.S2 0.00 0.00 0 0.00 6S 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 66 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 67 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.3S 0.21 0.00 0 0.00 68 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.3S -0.21 0.00 0 0.00 69 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 70 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 71 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7S 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 73 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.4S 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7S 74 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.4S 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 7S 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.S2 0.00 0.00 4 0.7S 76 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 4 0.7S 77 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.S2 0.00 4 0.75 78 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 4 0.7S 79 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 1.00 80 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 1.00 81 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 0.75 82 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 0.75 83 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 0.75 84 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 0.75 85 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 S 0.75 86 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 S 0.75 87 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 S 0.75 88 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 S 0.75 89 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 90 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 91 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 92 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 5 1 MIN_SNOW 2 1 1.00 2 1.00 2 F4PAT_LL_1 2 3 1.00 4 1.00 3 F4PAT_LL_2 0 4 F4UN6_SL_L 3 5 0.30 6 1.00 7 0.54 5 F4UNB_SL_R 3 6 0.30 5 1.00 8 0.54 Page 18 U16RO597A Page179 of189 DesCalc.Out ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co D11 D12 .. Dist 9 1 2 U_SNOW D -0.42 -0.42 0.040 0.00 65.06 2 3 U_SNOW D -0.42 -0.42 -0.040 0.00 65.06 3 2 U_LIVE D -0.20 -0.20 0.040 0.00 65.06 4 3 U_LIVE D -0.20 -0.20 -0.040 0.00 65.06 5 3 U_SNOW D -0.30 -0.30 -0.040 0.00 65.06 6 2 U_SNOW D -0.30 -0.30 0.040 0.00 65.06 7 2 U_SNOW D -0.30 -0.30 0.040 29.72 65.06 8 3 U_SNOW D -0.30 -0.30 -0.040 0.00 35.33 9 3 DRIFT D 0.00 -0.83 -0.040 53.65 65.06 STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 55.00 1.00 65.06 0.63 WINDRI 3 2 10.06 0.63 65.06 1.00 WINDL2 2 2 55.00 1.00 65.06 0.37 WINDR2 3 2 10.06 0.37 65.06 1.00 RIGID FRAME # 5: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.5 5.0 12.0 17.5 0.0 24.1 0.65 0 BASIC LOADS AT EAVE: Seismic Weak Axis L Weak Axis R --Torsion-- --EW_Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 5.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind_1--- --Wind_2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.24 -0.51 0.63 -0.12 -0.63 -0.63 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 4 -0.51 0.24 -0.12 0.63 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live--- --Add-Snow- --Wind_l- --Wind-2- Long_Wind --Seismic- Aux Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 92 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 10 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 Page 19 U16RO597A Page 180 of 189 DesCalc.Out 33 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 SS 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 56 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 S7 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.70 0.00 0 0.00 S8 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.40 -0.70 0.00 0 0.00 S9 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 60 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 61 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.S2 0.00 0 0.00 62 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.S2 0.00 0 0.00 63 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.S2 0.00 0.00 0 0.00 64 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.S2 0.00 0.00 0 0.00 6S 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 66 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 67 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.3S 0.21 0.00 0 0.00 68 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.3S -0.21 0.00 0 0.00 69 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 70 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 71 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7S 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7S 73 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.4S 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7S 74 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.4S 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 75 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.S2 0.00 0.00 4 0.7S 76 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.S2 0.00 0.00 4 0.75 77 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 4 0.7S 78 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 4 0.7S 79 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 1.00 80 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 1.00 81 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 0.75 82 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 0.75 83 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 0.75 84 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 0.75 85 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 S 0.75 86 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 S 0.75 87 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 S 0.75 88 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 S 0.75 89 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 90 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 91 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 92 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 5 1 MIN_SNOW 2 1 1.00 2 1.00 2 F5PAT_LL_1 2 3 1.00 4 1.00 3 F5PAT_LL_2 1 S 1.00 4 FSUNB_SL_L 3 6 0.30 7 1.00 8 0.54 S F5UNB_SL_R 3 7 0.30 6 1.00 9 0.54 ADDITIONAL LOADS: Page 20 U16RO597A Page181 of189 DesCalc.Out No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co D11 D12 .. Dist 10 1 2 U_SNOW D -0.64 -0.64 0.040 0.00 65.06 2 3 U_SNOW D -0.64 -0.64 -0.040 0.00 65.06 3 2 U_LIVE D -0.31 -0.31 0.040 0.00 65.06 4 3 U_LIVE D -0.31 -0.31 -0.040 0.00 4.00 5 3 U_LIVE D -0.31 -0.31 -0.040 4.00 65.06 6 3 U_SNOW D -0.44 -0.44 -0.040 0.00 65.06 7 2 U_SNOW D -0.44 -0.44 0.040 0.00 65.06 8 2 U_SNOW D -0.44 -0.44 0.040 29.72 65.06 9 3 U_SNOW D -0.44 -0.44 -0.040 0.00 35.33 10 3 DRIFT D 0.00 -1.25 -0.040 53.65 65.06 STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 55.00 1.00 65.06 0.63 WINDRI 3 2 10.06 0.63 65.06 1.00 WINDL2 2 2 55.00 1.00 65.06 0.37 WINDR2 3 2 10.06 0.37 65.06 1.00 Page 21 U16RO597A Page182 of189 DesCalc.Out Nucor Building Systems P.O. Box 907 1050 North Watery Lane Brigham City, UT 84302 STRUCTURAL DESIGN CALCULATIONS FOR HCI Steel Buildings LLC 17833 59th Ave NE, Suite C Arlington, WA 98223 Top Cub Aircraft 17922 59th DR NE Arlington, WA 98223 U16RO597B BUILDING LAYOUT Width (ft)= 6.7 Length (ft)= 16.0 Eave Height (ft)= 26.3/ 26.0 Roof Slope (rise/12 )= 0.58 BUILDING LOADS Roof Dead Load (psf )= 3.5 Wall Dead Load Left Endwall (psf )= 3.0 Right Endwall (psf )= 3.0 Front Sidewall(psf )= 3.0 Back Sidewall(psf )= 3.0 Live Load (psf )= 20.0 Collateral Load (psf )= 5.0 Snow Load (psf )= 17.5 Wind Speed (mph )= 110.0 Wind Code = IBC 15 Closed/Open = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa*Ss) = 1.13 ------------------------------- Designer TWB Detailer TWB 9/27/16 ------------------------- ------------------ --- ----------------------------- U16RO597B Design Loads For Building Components: 9/27/16 11:29am ----------------- FRONT SIDEWALL: --------------- BASIC LOADS: -----Edge_Strip_Ratio----- Basic Wind_Load_Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb Page 1 U16RO597A Page183 of189 DesCalc.Out 25.0 0.65 0.60 3.00 1.11 1.23 1.11 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 21.9 -24.1 Girt/Header 27.0 -29.3 Panel 21.8 -23.9 Jamb 44.9 -37.0 Parapet BACK SIDEWALL: --------------- BASIC LOADS: -----Edge_Strip_Ratio----- Basic Wind_Load_Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 25.0 0.65 0.60 3.00 1.11 1.23 1.11 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 21.9 -24.1 Girt/Header 27.0 -29.3 Panel 21.8 -23.9 Jamb 44.9 -37.0 Parapet LEFT ENDWALL: -------------- BASIC LOADS: ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind-Load-Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 3.5 5.0 20.0 17.5 0.0 25.0 0.65 0.60 3.00 1.11 1.23 1.11 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 3.00 0.00 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 21.9 -24.1 Column 21.9 -24.1 Girt/Header 21.8 -23.9 Jamb 27.0 -29.3 Panel 44.9 -37.0 Parapet 37.5 -25.0 Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind-1 Wind-2 Wind-2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.35 -0.56 0.71 -0.20 0.35 -0.56 -0.65 0.00 2 -0.65 -1.10 -0.29 -0.74 -0.65 -1.10 -1.10 0.00 3 -0.56 0.35 -0.20 0.71 -0.56 0.35 -0.65 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live--- --Add_Snow- Wind-1 Wind_2 Long_Wind Column Wind Long Tran Aux Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 60 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 Page 2 U16RO597A Page184 of189 DesCalc.Out 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 55 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 56 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 57 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 58 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 59 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 60 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 RAFTER DESIGN LOADS: Load --Add Snow- Wind 1 Wind 2 Long Aux-Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 27 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 15 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 22 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 23 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 24 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 25 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 26 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 27 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 Page 3 U16R0597A Page 185 of 189 DesCalc.Out AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 1 1 MIN_SNOW 1 1 1.00 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y .. Conc Add Id Id Load Type W1 W2 Co D11 D12 .. Dist 1 1 2 U SNOW D -0.21 -0.21 -0.05 0.00 6.67 RIGHT ENDWALL: -------------- BASIC LOADS: ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind-Load-Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 3.5 5.0 20.0 17.5 0.0 25.0 0.65 0.60 3.00 1.11 1.23 1.11 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 3.00 0.00 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 21.9 -24.1 Column 21.9 -24.1 Girt/Header 21.8 -23.9 Jamb 27.0 -29.3 Panel 44.9 -37.0 .. Parapet 37.5 -25.0 Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind 1 Wind-2 Wind-2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.35 -0.56 0.71 -0.20 0.35 -0.56 -0.65 0.00 2 -1.10 -0.65 -0.74 -0.29 -1.10 -0.65 -1.10 0.00 3 -0.56 0.35 -0.20 0.71 -0.56 0.35 -0.65 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live--- --Add_Snow- Wind 1 Wind_2 Long_Wind Column_Wind Long Tran Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 60 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 Page 4 U16RO597A Page186 of189 DesCalc.Out 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 55 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 56 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 57 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 58 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 59 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 60 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 RAFTER DESIGN LOADS: Load --Add Snow- Wind 1 Wind_2 Long Aux-Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 27 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 15 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 22 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 23 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 24 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 25 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 26 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 27 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 1 1 MIN_SNOW 1 1 1.00 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co D11 D12 Dist 1 1 2 U SNOW D -0.21 -0.21 0.05 0.00 6.67 ROOFDES: BASIC LOADS: Dead Coll Live Snow Rain Basic Wind-Load-Ratio Surface Seis % Load Load Load Load Load Wind Deflect Factor Friction Factor Snow 3.5 5.0 20.0 17.5 0.0 25.0 0.65 0.60 0.00 2.500 0.00 Page 5 U16RO597A Page 187 of 189 DesCalc.Out WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct-Roof 16.0 -27.0 .. Purlins 0.0 -41.8 Gable Extensions 16.0 -29.5 .. Panels 14.5 -2.8 -27.0 .. Long Bracing, Building 19.8 -6.3 .. Long Bracing, Wall Edge Zone 37.5 -25.0 20.0 .. Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin--- ---Panel--- Id Id Zone Id Width Length Press Suct Press Suct 1 2 3 1 0.00 0.00 1.00 1.18 1.00 1.68 3 0.00 3.00 1.00 1.18 1.00 2.53 5 0.00 3.00 1.00 1.18 1.00 2.53 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.18 2 2 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf --Load- --Add-Snow- Wind Wind Aux Load Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 15 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 1 1.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 9 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 11 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 13 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 14 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 15 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 BRACING DESIGN LOADS: --Load- --Add Snow- Wind Wind Seis Aux Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coef 15 1 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 11 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 12 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 13 1.08 1.08 0.00 0.75 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 14 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 15 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add Load Aux Id Name Load Id Coef 2 1 MIN_SNOW 1 1 1.00 2 PAT SL 1 1 2 0.50 ADDITIONAL LOADS: No. Add Surf Basic Load Fy Dx Conc Add Id Id Load Type W1 W2 Dx1 Dx2 Dist 2 1 2 U_SNOW D -25.0 -25.0 0.0 6.7 2 0 U SNOW D -17.5 -17.5 0.0 16.0 RIGID FRAME # 1: --------------- BASIC LOADS: Page 6 U16RO597A Page 188 of 189 DesCalc.Out Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.5 5.0 20.0 17.5 0.0 25.0 0.65 0 BASIC LOADS AT EAVE: Seismic Weak Axis L Weak Axis R --Torsion-- --EW_Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 0.24 0.00 0.00 0.00 0.00 0.69 0.71 0.00 0.00 WIND COEFFICIENTS: Surf --Wind_1--- --Wind_2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.36 -0.56 0.72 -0.20 -0.65 -0.65 0.00 2 -0.65 -1.12 -0.29 -0.76 -1.10 -1.10 0.00 3 -0.56 0.36 -0.20 0.72 -0.65 -0.65 0.00 DESIGN LOADS: -Load- ---Live--- --Add-Snow- --Wind_l- --Wind-2- Long_Wind --Seismic- Aux Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 56 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 8 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 37 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 40 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 41 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 42 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 45 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.70 0.00 0 0.00 46 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.40 -0.70 0.00 0 0.00 47 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 48 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 49 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 50 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 51 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 52 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 53 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 54 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 55 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 0.21 0.00 0 0.00 56 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.35 -0.21 0.00 0 0.00 AUXILIARY LOADS: Page 7 U16RO597A Page 189 of 189 DesCalc.Out No. Aux Aux No. Add—Load Aux Id Name Load Id Coeff 1 1 MIN_SNOW 1 1 1.00 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co D11 D12 .. Dist 1 1 2 U_SNOW D -0.20 -0.20 -0.050 0.00 6.67 Page 8 Structural Design Associates 2802 Rockefeller Ave. Everett, WA 98201 -3774 Phone: (425) 339-0293 Fax: (425) 252-0916 STRUCTURAL CALCULATIONS STEEL BLDG FOUNDATION SDA Job # 7958 SC0VIN �°E w^syiycTO 3,43388�' S1�N,4 MC Z 9 2016 TOP CLUB AIRCRAFT Arlington, WA December 27, 2016 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. General Footing File=c:wOCUME-11ClinionlMYDOCU-IIENERCA-lnnse:ec6 ENERCALC,INC.19n2015,Build:6.15.12.9,Ver:6.0.25 1:11: •Wren • Ifulli Description : Al Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 ;1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.50 ft Length parallel to Z-Z Axis = 4.50 ft Footing Thicknes = 14.0 in ip Pedestal dimensions... x� px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in i a Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in q Reinforcing a's W Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Siz( _ # 5 ;. ' 5 65 Bx,s Bandwidth Distribution Check (AC I 15,4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 20.0 2.0 22.0 13.0 6.0 1.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 2.0 1.0 1.0 3.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. _ ?rimed:27 DEC 2C16 4211M General Footin File=c:1DOCUME-11ClintonlMYDOCU-11ENERCA-117956.ec6 g ENERCALC,INC.19632015.Build:6.15.12.9,Ver.6.0.25 0.0t DESIGN • Description: Al DESIGN SUMMARY i- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9843 Soil Bearing 2.953 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 11.350 Overturning-Z-Z 3.50 k-ft 39.725 k-ft +0.60D+0.60W+0.60H PASS 2,354 Sliding-X-X 3.0 k 7.062 k +0.60D+0.60W+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5356 Z Flexure(+X) 8.796 k-ft 16.422 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4646 Z Flexure(-X) 7.629 k-ft 16.422 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.5001 X Flexure(+Z) 8.213 k-ft 16.422 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.5001 X Flexure(-Z) 8.213 k-ft 16.422 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4424 1-way Shear(+X) 33.182 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4424 1-way Shear(-X) 33,182 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4424 1-way Shear(+Z) 33.182 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4424 1-way Shear(-Z) 33.182 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.8688 2-way Punching 130.314 psi 150.0 psi +1.20D+1.60L+0.50S+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 3.0 n/a 0.0 1.157 1.157 n/a n/a 0,386 X-X,+D+L+H 3.0 n/a 0.0 2.243 2.243 n/a n/a 0748 X-X,+D+Lr+H 3.0 n/a 0.0 1.256 1.256 n/a n/a 0.419 X-X,+D+S+H 3.0 n/a 0.0 1.799 1.799 n/a n/a 0.600 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 2.046 2.046 n/a n/a 0,682 X-X.+D+0.750L+0.750S+H 3.0 n/a 0.0 2.453 2.453 n/a n/a 0.818 X-X,+D+0.60W+H 3.0 n/a 0.0 1.335 1.335 n/a n/a 0.445 X-X,+D+0,70E+H 3.0 n/a 0.0 1.191 1.191 n/a n/a 0.397 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 2.179 2.179 n/a n/a 0,726 X-X.+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 2.586 2.586 n/a n/a 0,862 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 2.479 2.479 n/a n/a 0.826 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.8719 0.8719 n/a n/a 0291 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.7287 0.7287 n/a n/a 0.243 Z-Z,+D+H 3.0 1.195 n/a n/a n/a 1.006 1.308 0.436 Z-Z,+D+L+H 3.0 0.9246 n/a n/a n/a 2.017 2.470 0.823 Z-Z,+D+Lr+H 3.0 1.101 n/a n/a n/a 1,105 1.407 0.469 Z-Z.+D+S+H 3.0 1.153 n/a n/a n/a 1.572 2.025 0,675 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.9294 n/a n/a n/a 1.838 2.253 0,751 Z-Z,+D+0.750L+0.750S+H 3.0 0.9864 n/a n/a n/a 2.189 2.718 0.906 Z-Z,+D+0.60W+H 3.0 1.969 n/a n/a n/a 1.048 1.622 0.541 Z-Z,+D+0.70E+H 3.0 1.161 n/a n/a n/a 1.040 1.342 0.447 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 1.301 n/a n/a n/a 1.869 2.489 0,830 Z-Z,+D+0,750L+0.750S+0.450W+H 3.0 1.296 n/a n/a n/a 2,220 2.953 &984 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 0.9761 n/a n/a n/a 2.215 2.743 0,914 Z-Z,+0.60D+0.60W+0.60H 3.0 2.379 n/a n/a n/a 0.6453 1.098 0,366 Z-Z,+0.60D+0.70E+0.60H 3.0 1.139 n/a n/a n/a 0.6380 0.8193 0,273 Overtuming Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. Prnii=,d 27 DEC 2016 i 42?NI General FOOtlrl File=c:IDOCUME-llClintonlMYDOCU-11ENERCA-117958ec6 ENERCALC,INC 1983-2015,Build:615.12 9.Ver.6 0.25 i.se: ASSOCIATES Description: Al Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.601-1 None 0.0 k-ft Infinity OK Z-Z.+D+H 2.333 k-ft 52.708 k-ft 22.589 OK Z-Z.+D+L+H 3.50 k-ft 102.208 k-ft 29.202 OK Z-Z,+D+Lr+H 2.333 k-ft 57.208 k-ft 24.518 OK Z-Z,+D+S+H 3.50 k-ft 81,958 k-ft 23.416 OK Z-Z,+D+0.750Lr+0.750L+H 3.208 k-ft 93.208 k-ft 29.052 OK Z-Z,+D+0,750L+0.750S+H 4.083 k-ft 111.770 k-ft 27.372 OK Z-Z,+D+0.60W+H 4.433 k-ft 60.808 k-ft 13.716 OK Z-Z,+D+0.70E+H 2.333 k-ft 54.283 k-ft 23.264 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 4.783 k-ft 99.283 k-ft 20.756 OK Z-Z,+D+0.750L+0.750S+0.450W+H 5.658 k-ft 117.845 k-ft 20.827 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 4.083 k-ft 112.951 k-ft 27.662 OK Z-Z,+0.60D+0.60W+0.60H 3.50 k-ft 39.725 k-ft 11.350 OK Z-Z.+0.60D+0.70E+0.60H 1.40 k-ft 33.20 k-ft 23.714 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X.+D+H 2.0 k 9.370 k 4.685 OK X-X.+D+L+H 3.0 k 18.170 k 6.057 OK X-X,+D+Lr+H 2.0 k 10.170 k 5.085 OK X-X,+D+S+H 3.0 k 14,570 k 4.857 OK X-X,+D+0.750Lr+0.750L+H 2.750 k 16.570 k 6.026 OK X-X.+D+0.750L+0.750S+H 3.50 k 19.870 k 5.677 OK X-X,+D+0.60W+H 3.80 k 10.810 k 2.845 OK X-X,+D+0.70E+H 2.0 k 9.650 k 4.825 OK X-X,+D+0.750Lr+0.750L+0,450W+H 4.10 k 17.650 k 4.305 OK X-X,+D+0.750L+0.750S+0.450W+H 4.850 k 20.950 k 4.320 OK X-X,+D+0.750L+0.750S+0.5250E+H 3.50 k 20.080 k 5.737 OK X-X,+0.60D+0.60W+0.60H 3.0 k 7.062 k 2.354 OK X-X,+0.60D+0.70E+0.60H 1.20 k 5.902 k 4.918 OK Z-Z,+D+H 0.0 k 9.370 k No Slidino OK Z-Z,+D+L+H 0.0 k 18.170 k No Slidina OK Z-Z,+D+Lr+H 0.0 k 10.170 k No Slidino OK Z-Z,+D+S+H 0.0 k 14.570 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+H 0.0 k 16.570 k No Slidina OK Z-Z,+D+0.750L+0.750S+H 0.0 k 19.870 k No Slidina OK Z-Z,+D+0,750L+0.750S-F0.450W+H 0.0 k 20.950 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.5250E+H 0.0 k 20.080 k No Slidina OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 7.062 k No Slidina OK Z-Z,+0.60D+0.70E+0.60H 0.0 k 5.902 k No Slidina OK Z-Z,+D+0.60W+H 0.0 k 10.810 k No Slidina OK Z-Z,+D+0,70E+H 0.0 k 9.650 k No Slidina OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 0.0 k 17.650 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 3.50 +Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.40D+1.60H 3.50 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X.+1.20D+0,50Lr+1.60L+1.60H 7.525 +Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7.525 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X.+1.20D+1.60L+0.50S+1.60H 8.213 +Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+1.60L+0.50S+1.60H 8.213 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+1.60Lr+0.50L+1,60H 4.775 +Z Bottom 0.3024 Min Temp% 0.3444 16,422 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 4.775 -Z Bottom 0,3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 3.775 +Z Bottom 0.3024 Min Temp% 0.3444 16,422 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 3.775 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+0.50L+1.60S+1.60H 6.975 +Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+0,50L+1.60S+1.60H 6.975 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+1.60S+0,50W+1.60H 5.975 +Z Bottom 0.3024 Min TemD% 0.3444 16.422 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnt d 2'DEC 2Ci6 1 12;'t' General Footing File=c:1DOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Dewdption: Al Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 in^2 k-ft X-X,+1,20D+1.60S+0.50W+1.60H 5.975 -Z Bottom 0.3024 Min Temo% 0.3444 16.422 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 5.250 +Z Bottom 0,3024 Min Temo% 0.3444 16.422 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 5.250 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+0,50L+0.50S+W+1.60H 5.938 +Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+0.50L+0,50S+W+1.60H 5.938 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 4.825 +Z Bottom 0.3024 Min TemD% 0.3444 16.422 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 4.825 -Z Bottom 0.3024 Min Temp% 0.3444 16,422 OK X-X,+0.90D+W+0,90H 3.0 +Z Bottom 0.3024 Min TemD% 0.3444 16.422 OK X-X,+0.90D+W+0,90H 3.0 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X.+0.90D+E+0.90H 2.375 +Z Bottom 0.3024 Min Temo% 0.3444 16.422 OK X-X,+0.90D+E+0.90H 2.375 -Z Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+1.40D+1.60H 3.137 -X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z.+1.40D+1.60H 3.863 +X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 7.007 -X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 8,043 +X Bottom 0.3024 Min Temp% 0.3444 16.422 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 7.629 -X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 8,796 +X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z.+1.20D+1,60Lr+0.50L+1.60H 4.399 -X Bottom 0.3024 Min Temp% 0.3444 16.422 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 5.151 +X Bottom 0.3024 Min TemD% 0.3444 16.422 OK Z-Z.+1.20D+1,60Lr+0.50W+1.60H 3.270 -X Bottom 0.3024 Min Temp% 0.3444 16.422 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 4.280 +X Bottom 0.3024 Min TemD% 0.3444 16.422 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 6.392 -X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+1,20D+0.50L+1.60S+1.60H 7,558 +X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 5.262 -X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 6.688 +X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1,60H 4.485 -X Bottom 0.3024 Min Temp% 0.3444 16.422 OK Z-Z,+1.20D+0,50Lr+0,50L+W+1.60H 6.015 +X Bottom 0.3024 Min Temp% 0.3444 16.422 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 5.108 -X Bottom 0.3024 Min TemD% 0.3444 16.422 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 6.767 +X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 4.423 -X Bottom 0.3024 Min Temp% 0.3444 16.422 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 5.227 +X Bottom 0.3024 Min Temo% 0,3444 16.422 OK Z-Z,+0,90D+W+0.90H 2.378 -X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+0.90D+W+0.90H 3.622 +X Bottom 0.3024 Min Temp% 0.3444 16.422 OK Z-Z,+0.90D+E+0.90H 2.142 -X Bottom 0.3024 Min Temo% 0,3444 16.422 OK Z-Z,+0.90D+E+0.90H 2.608 +X Bottom 0.3024 Min Temo% 0.3444 16.422 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 14.141 osi 14.141 psi 14.141 psi 14.141 Dsi 14.141 psi 75 osi 0.1886 OK +1.20D+0.50Lr+1.60L+1.60H 30.404 osi 30.404 osi 30.404 osi 30.404 Dsi 30.404 osi 75 psi 0.4054 OK +1.20D+1.60L+0.50S+1.60H 33.182 psi 33.182 osi 33.182 osi 33.182 osi 33.182 psi 75 psi 0.4424 OK +1.20D+1.60Lr+0.50L+1.60H 19.293 osi 19.293 psi 19.293 osi 19.293 Dsi 19.293 psi 75 psi 0.2572 OK +1.20D+1.60Lr+0.50W+1.60H 15.253 psi 15,253 psi 15.253 osi 15.253 osi 15,253 psi 75 osi 0.2034 OK +1.20D+0.50L+1.60S+1.60H 28,182 psi 28.182 Dsi 28.182 psi 28.182 osi 28.182 osi 75 osi 0.3758 OK +1.20D+1.60S+0.50W+1.60H 24.141 osi 24.141 psi 24.141 osi 24.141 psi 24.141 Dsi 75 osi 0.3219 OK +1,20D+0,50Lr+0.50L+W+1.60H 21.212 psi 21.212 psi 21.212 osi 21.212 osi 21.212 osi 75 osi 0.2828 OK +1.20D+0.50L+0.50S+W+1.60H 23.99 osi 23.99 osi 23.99 psi 23.99 osi 23.99 Dsi 75 Dsi 0.3199 OK +1.20D+0.50L+0.20S+E+1.60H 19.495 psi 19,495 osi 19.495 osi 19.495 psi 19,495 osi 75 psi 0.2599 OK +0.90D+W+0.90H 12.121 osi 12.121 psi 12.121 osi 12.121 psi 12.121 psi 75 osi 0.1616 OK +0.90D+E+0.90H 9.596 osi 9.596 Dsi 9.596 Dsi 9.596 osi 9.596 osi 75 osi 0.1279 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 55.537 Dsi 150osi 0.3702 OK +1.20D+0.50Lr+1.60L+1.60H 119.405 psi 150osi 0.796 OK +1.20D+1.60L+0.50S+1.60H 130.314 psi 150osi 0.8688 OK +1,20D+1.60Lr+0.50L+1.60H 75.769 osi 150osi 0.5051 OK +1.20D+1.60Lr+0,50W+1,60H 59.901 psi 150Dsi 0.3993 OK +1.20D+0.50L+1.60S+1.60H 110.678 psi 150Dsi 0.7379 OK +1.20D+1.60S+0.50W+1.60H 94.81 psi 150osi 0.6321 OK +1,20D+0.50Lr+0.50L+W+1.60H 83.306 osi 150osi 0.5554 OK +1.20D+0.50L+0.50S+W+1.60H 94.215 osi 150osi 0.6281 OK +1.20D+0.50L+0.20S+E+1.60H 76.562 psi 150osi 0.5104 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. PuMed 27 DEC 2016, 1 420M General FootingFile=c:1DOCUME-11ClinlonWYDOCU-11ENERCA-117958.ec6 ENERCALC.INC.1983-2015.Build:6.15.12 9.Ved.0.25 i.00: ASSOCIATES Description: Al Punching Shear All units k Load Combination... Vu Phi`Vn Vu I Phi'Vn Status +0.90D+W+0,90H 47.603 osi 150osi 0.3174 OK +0.90D+E+0.90H 37.686 Dsi 150osi 0.2512 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr:ntee 27 DK?016 1 4301d General Footing File=c:VDOCUME-11ClinlonlMYDOCU-11ENERCA-117958.ec6 _ ENERCALC,INC 1983-2015,Build:6.15.12.9,Ver:6.0 25 KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: C1 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850,0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0 750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. - Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thicknes = 140 in - Pedestal dimensions... - x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in m Rebar Centerline to Edge of Concrete... i at Bottom of footing = 3.0 in i o N W Reinforcing Bars parallel to X-X Axis Number of Bars - 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Sizf = # 5 IYa �r Bandwidth Distribution Check (,4C115.4.4,2) " - - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 23.0 4.0 24.0 13.0 10.0 1.0 k OB:Overburden = _ ksf M-xx = k-ft M-zz = k-ft V-x = 1.0 1.0 4.0 k V-z - k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr.-Me,27 DEC,2016 430M General FootingFile=c:wOCUME•11ClinionNYDOCU-11ENERCA-1v95s.ec6 ENERCALC,INC.1983-2015,Build:615.12.9,Ver.6.0.25 Lic'#: KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: C1 DESIGN SUMMARY Design • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8583 Soil Bearing 2.575 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 15.955 Overturning-Z-Z 3.50 k-ft 55,844 k-ft +0.60D+0.60W+0,60H PASS 2,978 Sliding-X-X 3.0 k 8,935 k 40.60D+0.60W460H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0,6328 Z Flexure(+X) 9.389 k-ft 14.836 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.5888 Z Flexure(-X) 8.736 k-ft 14.836 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.6108 X Flexure(+Z) 9.063 k-ft 14.836 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.6108 X Flexure(-Z) 9.063 k-ft 14.836 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4638 1-way Shear(+X) 34.785 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4638 1-way Shear(-X) 34.785 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4638 1-way Shear(+Z) 34.785 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4638 1-way Shear(-Z) 34.785 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.9587 2-way Punching 143.802 psi 150.0 psi +1.20D+1.60L+0.50S+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 3.0 n/a 0.0 1.089 1.089 n/a n/a 0.363 X-X,+D+L+H 3.0 n/a 0.0 2,049 2.049 n/a n/a 0,683 X-X,+D+Lr+H 3.0 n/a 0.0 1.249 1.249 n/a n/a 0.416 X-X,+D+S+H 3.0 n/a 0.0 1.609 1.609 n/a n/a 0.536 X-X,+D+0,750Lr+0.750L+H 3.0 n/a 0.0 1.929 1.929 n/a n/a 0.643 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 2,199 2.199 n/a n/a 0.733 X-X,+D+0.60W+H 3.0 n/a 0.0 1.329 1.329 n/a n/a 0,443 X-X,+D+0.70E+H 3.0 n/a 0.0 1.117 1.117 n/a n/a 0.372 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 2.109 2.109 n/a n/a 0.703 X-X.+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 2.379 2.379 n/a n/a 0793 X-X,+D+0.750L+0,750S+0.5250E+H 3.0 n/a 0.0 2.220 2.220 n/a n/a 0.740 X-X.+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.8935 0.8935 n/a n/a 0.298 X-X.+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.6815 0.6815 n/a n/a 0.227 Z-Z,+D+H 3.0 0.5142 n/a n/a n/a 1.034 1.144 0.381 Z-Z,+D+L+H 3.0 0.5466 n/a n/a n/a 1.939 2.159 0.720 Z-Z,+D+Lr+H 3.0 0.4483 n/a n/a n/a 1.194 1.304 0.435 Z-Z,+D+S+H 3.0 0.3480 n/a n/a n/a 1.554 1.664 0.555 Z-Z.+D+0.750Lr+0.750L+H 3.0 0.5080 n/a n/a n/a 1.833 2.026 0,675 Z-Z.+D+0.750L+0.750S+H 3.0 0.4456 n/a n/a n/a 2.103 2.296 0.765 Z-Z,+D+0.60W+H 3.0 1.432 n/a n/a n/a 1.142 1.516 0.505 Z-Z,+D+0.70E+H 3.0 0.5013 n/a n/a n/a 1.062 1.172 0.391 Z-Z.+D+0.750Lr+0.750L+0.450W+H 3.0 0.9426 n/a n/a n/a 1.914 2.305 0.768 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 0.8356 n/a n/a n/a 2.184 2.575 0.858 Z-Z,+D+0,750L+0,750S+0.5250E+H 3.0 0.4414 n/a n/a nla 2.124 2.317 0.772 Z-Z.+0.60D+0.60W+0.60H 3.0 1.880 n/a n/a n/a 0.7283 1.059 0,353 Z-Z,+0.60D+0.70E+0.60H 3.0 0.4930 n/a n/a n/a 0.6485 0.7145 0,238 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0,750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. Printed:21 DEC.2616,VOW General FOOtin File=c:1DOCUME-11ClintonVvIYDOCU-11ENERCA-117958.ec6 g ENERCALC,INC.198&2015,Build:6.15.12.9.Ver.6.0.25 KW-06008130ASSOCIATES Description: C1 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0,5250E+H None 0.0 k-ft Infinity OK X-X.+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z.+D+H 1.167 k-ft 68.073 k-ft 58.348 OK Z-Z,+D+L+H 2.333 k-ft 128.073 k-ft 54.888 OK Z-Z,+D+Lr+H 1.167 k-ft 78.073 k-ft 66.920 OK Z-Z,+D+S+H 1.167 k-ft 100.573 k-ft 86.205 OK Z-Z.+D+0.750Lr+0.750L+H 2.042 k-ft 120.573 k-ft 59.056 OK Z-Z,+D+0.750L+0.750S+H 2.042 k-ft 137.448 k-ft 67.321 OK Z-Z.+D+0.60W+H 3.967 k-ft 83.073 k-ft 20.943 OK Z-Z,+D+0.70E+H 1.167 k-ft 69.823 k-ft 59.848 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 4.142 k-ft 131.823 k-ft 31.828 OK Z-Z.+D+0.750L+0.750S+0.450W+H 4.142 k-ft 148.698 k-ft 35.903 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2.042 k-ft 138.760 k-ft 67.964 OK Z-Z,+0.60D+0.60W+0.60H 3.50 k-ft 55.844 k-ft 15.955 OK Z-Z,+0.60D+0.70E+0.60H 0.70 k-ft 42.594 k-ft 60.848 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X,+D+H 1.0 k 10.892 k 10.892 OK X-X,+D+L+H 2.0 k 20,492 k 10.246 OK X-X,+D+Lr+H 1.0 k 12.492 k 12.492 OK X-X.+D+S+H 1.0 k 16.092 k 16.092 OK X-X,+D+0.750Lr+0.750L+H 1.750 k 19.292 k 11.024 OK X-X,+D+0.750L+0.750S+H 1.750 k 21.992 k 12.567 OK X-X,+D+0.60W+H 3.40 k 13.292 k 3.909 OK X-X,+D+0.70E+H 1.0 k 11.172 k 11.172 OK X-X,+D+0.750Lr+0.750L+0.450W+H 3.550 k 21.092 k 5.941 OK X-X,+D+0.750L+0.750S+0.450W+H 3.550 k 23.792 k 6.702 OK X-X.+D+0.750L+0.750S+0.5250E+H 1.750 k 22.202 k 12.687 OK X-X,+0.60D+0.60W+0.60H 3.0 k 8.935 k 2.978 OK X-X,+0.60D+0.70E+0.60H 0.60 k 6.815 k 11.358 OK Z-Z,+D+H 0.0 k 10.892 k No Sliding OK Z-Z,+D+L+H 0.0 k 20.492 k No Slidina OK Z-Z.+D+Lr+H 0.0 k 12.492 k No Slidina OK Z-Z.+D+S+H 0.0 k 16.092 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+H 0.0 k 19.292 k No Slidina OK Z-Z.+D+0.750L+0.750S+H 0.0 k 21.992 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.450W+H 0.0 k 23.792 k No Slidina OK Z-Z.+D+0.750L+0.750S+0.5250E+H 0.0 k 22.202 k No Slidina OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 8.935 k No Slidina OK Z-Z,+0.60D+0.70E+0.60H 0.0 k 6.815 k No Slidina OK Z-Z,+D+0.60W+H 0.0 k 13.292 k No Slidina OK Z-Z,+D+0.70E+H 0.0 k 11.172 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 0.0 k 21.092 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 inA2 in^2 k-ft X-X,+1.40D+1.60H 4.025 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.40D+1.60H 4.025 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 8.50 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 8.50 -Z Bottom 0.3024 Min TemD% 0.310 14,836 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.063 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.063 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 5.750 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 5.750 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 4.875 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 4.875 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X.+1.20D+0.50L+1.60S+1.60H 7,550 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50L+1.60S+1.60H 7.550 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X.+1.20D+1.60S+0.50W+1.60H 6.675 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. General Footing File=c:ID000ME-11Clinton\MYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1988-2015.Build:6.15.12.9.Ver.6.0.25 0:i0: ASSOCIATES Description C1 Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 in^2 in^2 k-ft X-X,+1.20D+1.60S+0,50W+1.60H 6.675 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 6.450 +Z Bottom 0,3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 6.450 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50L+0,50S+W+1.60H 7.013 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 7.013 -Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 5.40 +Z Bottom 0,3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 5.40 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X.+0.90D+W+0.90H 3.838 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+0.90D+W+0.90H 3.838 -Z Bottom 0.3024 Min TemD% 0.310 14,836 OK X-X,+0.90D+E+0.90H 2.713 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+0.90D+E+0.90H 2.713 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.40D+1.60H 3.862 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.40D+1.60H 4.188 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+0,50Lr+1.60L+1.60H 8.173 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 8.827 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 8.736 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 9.389 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 5.552 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50L+1,60H 5.948 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z.+1.20D+1.60Lr+0.50W+1,60H 4.502 -X Bottom 0.3024 Min TemD% 0,310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 5.248 +X Bottom 0.3024 Min TemD% 0,310 14.836 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 7,352 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+0.50L+1.60S+1,60H 7.748 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1,60S+0.50W+1.60H 6.302 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1,20D+1.60S+0.50W+1.60H 7.048 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 5,785 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 7.115 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z.+1.20D+0.50L+0,50S+W+1.60H 6.348 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 7.677 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 5.202 -X Bottom 0,3024 Min TemD% 0.310 14,836 OK Z-Z,+1,20D+0.50L+0.20S+E+1.60H 5.598 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z.+0.90D+W+0.90H 3.266 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+0.90D+W+0.90H 4.409 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+0.90D+E+0.90H 2.608 -X Bottom 0.3024 Min Temp% 0,310 14.836 OK Z-Z,+0.90D+E+0.90H 2.817 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 15.449 Dsi 15,449 Dsi 15.449 osi 15.449 Dsi 15.449 Dsi 75 Dsi 0.206 OK +1.20D+0.50Lr+1.60L+1.60H 32.626 Dsi 32.626 psi 32.626 Dsi 32,626 osi< 32.626 Dsi 75 Dsi 0.435 OK +1.20D+1.60L+0,50S+1.60H 34.785 Dsi 34.785 psi 34.785 Dsi 34.785 Dsi 34.785 Dsi 75 Dsi 0.4638 OK +1.20D+1.60Lr+0.50L+1.60H 22.071 Dsi 22.071 Dsi 22.071 Dsi 22,071 Dsi 22.071 Dsi 75 Dsi 0.2943 OK +1.20D+1.60Lr+0.50W+1.60H 18,712 Dsi 18.712 Dsi 18,712 Dsi 18.712 psi 18.712 Dsi 75 Dsi 0.2495 OK +1.20D+0.50L+1.60S+1.60H 28.98 Dsi 28,98 Dsi 28.98 Dsi 28.98 Dsi 28.98 Dsi 75 Dsi 0.3864 OK +1.20D+1.60S+0.50W+1.60H 25.621 Dsi 25.621 Dsi 25.621 Dsi 25.621 Dsi 25.621 Dsi 75 Dsi 0.3416 OK +1,20D+0.50Lr+0,50L+W+1.60H 24.758 Dsi 24,758 Dsi 24.758 Dsi 24.758 Dsi 24.758 Dsi 75 Dsi 0.3301 OK +1.20D+0.50L+0.50S+W+1.60H 26.917 Dsi 26.917 psi 26.917 Dsi 26.917 Dsi 26.917 Dsi 75 Dsi 0.3589 OK +1.20D+0.50L+0.20S+E+1,60H 2O.727 Dsi 20.727 Dsi 20.727 Dsi 20.727 psi 20,727 Dsi 75 psi 0.2764 OK +0.90D+W+0.90H 14.73 Dsi 14.73 Dsi 14.73 Dsi 14.73 Dsi 14,73 Dsi 75 Dsi 0.1964 OK +0.90D+E+0.90H 10.412 Dsi 10,412 Dsi 10.412 Dsi 10.412 Dsi 10.412 Dsi 75 Dsi 0.1388 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 63.868 Dsi 150Dsi 0.4258 OK +1.20D+0.50Lr+1.60L+1.60H 134.876 Dsi 150osi 0.8992 OK +1.20D+1.60L+0.50S+1.60H 143.802 Dsi 150Dsi 0.9587 OK +1.20D+1.60Lr+0.50L+1.60H 91.24 Dsi 150Dsi 0.6083 OK +1.20D+1.60Lr+0.50W+1.60H 77.355 Dsi 150osi 0.5157 OK +1.20D+0.50L+1.60S+1.60H 119.802 Dsi 150Dsi 0.7987 OK +1.20D+1.60S+0.50W+1.60H 105.917 Dsi 150Dsi 0.7061 OK +1,20D+0.50Lr+0,50L+W+1.60H 102.347 Dsi 1500si 0.6823 OK +1.20D+0.50L+0.50S+W+1.60H 111.273 Dsi 150osi 0.7418 OK +1.20D+0.50L+0.20S+E+1.60H 85.686 Dsi 150osi 0.5712 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr:ntea:27 DEC 2C1-3, !-43PM General FootingFile=c:ID000ME-11Clinton\MYDOCU-11ENERCA-117956.ec6 ENERCALC,INC.1963-2015,Build:6.15.129,Ver:6.0,25 00: ASSOCIATES Description: C1 Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +0.90D+1A1+0,90H 60.893 psi 150psi 0.406 OK +0.90D+E+0.90H 43.041 psi 150osi 0.2869 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID using the"Settings'menu item Project Descr: and then using the"Printing& Title Block"selection. Prnled_27 OK 2016 General Footing File=c:IDOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.19n2015,Build:6.15.129.Ver:6.025 KW-060081 30 Licensee : STRUCTURAL DESIGN ASSOCIATES Description: E1 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 000180 when footing base is below = ft Min,Overturning Safety Factor = 1.0 :1 Min,Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thicknes = 16.0 in Pedestal dimensions... � x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... C at Bottom of footing = 3.0 in �o -N � I I Reinforcing __ 5'01 Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6 0 Reinforcing Bar Sizt = # 5 Bandwidth Distribution Check (AICI 15.4.41) — Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 26.0 50 24.0 14.0 11.0 1.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 1.0 10 5.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Ormted:27 DEC 016 i 43PM General Footin File=c:1DOCUME-1\ClintonWYDOCU-11ENERCA-117958.ec6 _ g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 DESIGN ASSOCIATES , Description: E1 DESIGN SUMMARY !r- . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9410 Soil Bearing 2.823 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 13.073 Overturning-Z-Z 4.80 k-ft 62.750 k-ft +0.60D+0.60W+0.60H PASS 2.789 Sliding-X-X 3,60 k 10,040 k +0.60D+0.60W+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4731 Z Flexure(+X) 9.948 k-ft 21.029 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4376 Z Flexure(-X) 9.202 k-ft 21.029 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4553 X Flexure(+Z) 9.575 k-ft 21.029 k-ft +1.20D+1.60L+0.50S+1,60H PASS 0,4553 X Flexure(-Z) 9.575 k-ft 21.029 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0,3710 1-way Shear(+X) 27.825 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.3710 1-way Shear(-X) 27.825 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.3710 1-way Shear(+Z) 27.825 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.3710 1-way Shear(-Z) 27.825 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.7143 2-way Punching 107.144 psi 150.0 psi +1.20D+1.60L+0.50S+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 3.0 n/a 0.0 1.233 1.233 n/a n/a 0,411 X-X+D+L+H 3.0 n/a 0.0 2.193 2,193 n/a n/a 0,731 X-X,+D+Lr+H 3.0 n/a 0.0 1.433 1.433 n/a n/a 0.478 X-X,+D+S+H 3.0 n/a 0.0 1.793 1.793 n/a n/a 0.598 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 2.103 2.103 n/a n/a 0.701 X-X.+D+0,750L+0.750S+H 3.0 n/a 0.0 2.373 2.373 n/a n/a 0.791 X-X,+D+0,60W+H 3.0 n/a 0.0 1.497 1.497 n/a n/a 0.499 X-X,+D+0.70E+H 3.0 n/a 0.0 1.261 1.261 n/a n/a 0.420 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 2.301 2.301 n/a n/a 0.767 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 2.571 2.571 n/a n/a 0.857 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 2.394 2.394 n/a n/a 0,798 X-X+0.60D+0.60W+0.60H 3.0 n/a 0.0 1.004 1,004 n/a n/a 0,335 X-X.+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.7680 0.7680 n/a n/a 0.256 Z-Z,+D+H 3.0 0.5189 n/a n/a n/a 1.170 1.296 0.432 Z-Z,+D+L+H 3.0 0.5836 n/a n/a n/a 2.067 2.319 0.773 Z-Z,+D+Lr+H 3.0 0.4465 n/a n/a n/a 1.370 1.496 0.499 Z-Z,+D+S+H 3.0 0.3569 n/a n/a n/a 1,730 1.856 0,619 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.5325 n/a n/a n/a 1.993 2.213 0,738 Z-Z,+D+0.750L+0,750S+H 3.0 0.4719 n/a n/a n/a 2.263 2.483 0,828 Z-Z,+D+0.60W+H 3.0 1.710 n/a n/a n/a 1.246 1.749 0.583 Z-Z,+D+0,70E+H 3.0 0.5074 n/a n/a n/a 1.198 1.324 0.441 Z-Z.+D+0.7501_r+0.750L+0.450W+H 3.0 1.112 n/a nla n/a 2.050 2,553 0,851 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 0,9956 n/a n/a n/a 2.320 2.823 0,941 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 0.4678 n/a n/a n/a 2.284 2.504 0.835 Z-Z,+0.60D+0.60W+0.60H 3.0 2.295 n/a n/a n/a 0.7774 1.231 0,410 Z-Z,+0.60D+0.70E+0.60H 3.0 0.50 n/a n/a n/a 0.7302 0.8058 0 269 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X.+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+H None 0.0 k-ft Infinity OK X-X.+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0,750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. PRmlou.27 D[r 2015 1 43Prd General FootingFile=c:IDOCUME-11ClintonNYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.19a2015.Build:6.15.12.9.Ver.6.0.25 KW-06008130 - ASSOCIATES Description: E1 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X.+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 1.333 k-ft 77.083 k-ft 57.813 OK Z-Z.+D+L+H 2,667 k-ft 137.083 k-ft 51.406 OK Z-Z,+D+Lr+H 1.333 k-ft 89,583 k-ft 67.188 OK Z-Z,+D+S+H 1.333 k-ft 112.083 k-ft 84.063 OK Z-Z,+D+0.750Lr+0.750L+H 2.333 k-ft 131.458 k-ft 56.339 OK Z-Z,+D+0.750L+0.750S+H 2.333 k-ft 148,333 k-ft 63.571 OK Z-Z,+D+0.60W+H 5.333 k-ft 93.583 k-ft 17.547 OK Z-Z,+D+0.70E+H 1.333 k-ft 78.833 k-ft 59.125 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 5.333 k-ft 143.833 k-ft 26.969 OK Z-Z,+D+0.750L+0.750S+0.450W+H 5.333 k-ft 160.708 k-ft 30.133 OK Z-Z.+D+0.750L+0.750S+0.5250E+H 2.333 k-ft 149.646 k-ft 64.134 OK Z-Z,+0.60D+0.60W+0.60H 4.80 k-ft 62.750 k-ft 13.073 OK Z-Z.+0.60D+0.70E+0.60H 0.80 k-ft 48.0 k-ft 60.0 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X.+D+H 1.0 k 12.333 k 12.333 OK X-X,+D+L+H 2.0 k 21.933 k 10.967 OK X-X.+D+Lr+H 1.0 k 14.333 k 14.333 OK X-X,+D+S+H 1.0 k 17.933 k 17.933 OK X-X,+D+0.750Lr+0.750L+H 1.750 k 21.033 k 12.019 OK X-X,+D+0.750L+0.750S+H 1.750 k 23.733 k 13.562 OK X-X,+D+0.60W+H 4.0 k 14.973 k 3.743 OK X-X,+D+0.70E+H 1.0 k 12.613 k 12.613 OK X-X,+D+0.750Lr+0.750L+0.450W+H 4.0 k 23.013 k 5.753 OK X-X,+D+0.750L+0.750S+0.450W+H 4.0 k 25.713 k 6.428 OK X-X.+D+0.750L+0.750S+0.5250E+H 1.750 k 23.943 k 13.682 OK X-X,+0.60D+0.60W+0.60H 3.60 k 10.040 k 2.789 OK X-X.+0.60D+0.70E+0.60H 0.60 k 7.680 k 12.80 OK Z-Z,+D+H 0.0 k 12.333 k No Slidina OK Z-Z,+D+L+H 0.0 k 21.933 k No Slidina OK Z-Z,+D+Lr+H 0.0 k 14.333 k No Slidina OK Z-Z.+D+S+H 0.0 k 17.933 k No Slidina OK Z-Z.+D+0.750Lr+0.750L+H 0.0 k 21.033 k No Slidina OK Z-Z,+D+0.750L+0.750S+H 0.0 k 23.733 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.450W+H 0.0 k 25.713 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.5250E+H 0.0 k 23.943 k No Slidina OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 10.040 k No Slidina OK Z-Z.+0.60D+0.70E+0.60H 0.0 k 7.680 k No Slidina OK Z-Z,+D+0.60W+H 0.0 k 14.973 k No Slidina OK Z-Z,+D+0.70E+H 0.0 k 12.613 k No Slidina OK Z-Z,+D+0.750Lr+0.750LA.450W+H 0.0 k 23.013 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? in12 in^2 in"2 k-ft X-X,+1.40D+1.60H 4.550 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1,40D+1.60H 4.550 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 9.013 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 9.013 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.575 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X.+1.20D+1.60L+0.50S+1.60H 9.575 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 6.40 +Z Bottom 0.3456 Min TemD% 0.3720 21.029 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 6.40 -Z Bottom 0.3456 Min TemD% 0.3720 21.029 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 5.588 +Z Bottom 0.3456 Min TemD% 0.3720 21.029 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 5.588 -Z Bottom 0.3456 Min TemD% 0.3720 21.029 OK X-X.+1.20D+0.50L+1.60S+1.60H 8.20 +Z Bottom 0.3456 Min TemD% 0.3720 21,029 OK X-X,+1.20D+0.50L+1.60S+1,60H 8.20 -Z Bottom 0.3456 Min TemD% 0.3720 21.029 OK X-X.+1.20D+1.60S+0.50W+1.60H 7.388 +Z Bottom 0.3456 Min TemD% 0,3720 21.029 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the'Settings"menu item Project Descr: - and then using the"Printing& Title Block"selection. _ Printed:2;DEC 2016, 43?M General FootingFile=c:1D0CUME-11Clinton\MYD0CU-11ENERCA-117958.ec6 ENERCALC,INC-10-2615,Build:6.115.12.9,Ver:6.0.25 E.Ef' ! ASSOCIATES Description: E1 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in"2 inA2 in"2 k-ft X-X,+1.20D+1.60S+0.50W+1.60H 7.388 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 7.088 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 7.088 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 7.650 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1.20D+0.50L+0,50S+W+1.60H 7.650 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 5.875 +Z Bottom 0.3456 Min TemD% 0,3720 21.029 OK X-X.+1.20D+0.50L+0.20S+E+1,60H 5.875 -Z Bottom 0.3456 Min TemD% 0.3720 21.029 OK X-X,+0.90D+W+0,90H 4.30 +Z Bottom 0.3456 Min Temp% 0.3720 21,029 OK X-X,+0.90D+W+0.90H 4.30 -Z Bottom 0.3456 Min TemD% 0.3720 21.029 OK X-X,+0.90D+E+0.90H 3.050 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+0.90D+E+0.90H 3.050 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.40D+1.60H 4.363 -X Bottom 0.3456 Min TemD% 0.3720 21.029 OK Z-Z,+1.40D+1.60H 4.737 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 8.639 -X Bottom 0,3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 9.386 +X Bottom 0.3456 Min TemD% 0.3720 21.029 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 9.202 -X Bottom 0.3456 Min TemD% 0.3720 21.029 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 9.948 +X Bottom 0.3456 Min TemD% 0.3720 21,029 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 6.173 -X Bottom 0.3456 Min TemD% 0.3720 21.029 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 6.627 +X Bottom 0.3456 Min Temp% 0.3720 21,029 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 5.094 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 6.081 +X Bottom 0.3456 Min Temp% 0.3720 21,029 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 7.973 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 8.427 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 6.894 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1,20D+1.60S+0.50W+1.60H 7.881 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 6.194 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+0.50Lr+0,50L+W+1.60H 7.981 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z.+1.20D+0,50L+0.50S+W+1.60H 6.757 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 8.543 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1,20D+0.50L+0.20S+E+1.60H 5.648 -X Bottom 0,3456 Min Temp% 0.3720 21.029 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 6.102 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+0,90D+W+0.90H 3.514 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z.+0.90D+W+0,90H 5.086 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+0.90D+E+0.90H 2.930 -X Bottom 0.3456 Min Temp% 0.3720 21,029 OK Z-Z.+0.90D+E+0,90H 3.170 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 13.222 psi 13.222 psi 13.222 Dsi 13.222 psi 13.222 Dsi 75 psl 0.1763 OK +1.20D+0.50Lr+1.60L+1.60H 26.19 Dsi 26.19 Dsi 26.19 Dsi 26.19 psi 26.19 psi 75 Dsi 0.3492 OK +1.20D+1.60L+0.50S+1.60H 27.825 psi 27.825 psi 27.825 psi 27.825 Dsi 27.825 psi 75 psi 0.371 OK +1.20D+1.60Lr+0,50L+1.60H 18.598 Dsi 18,598 Dsi 18.598 Dsi 18,598 psi 18.598 Dsi 75 psi 0,248 OK +1.20D+1.60Lr+0.50W+1.60H 16.237 psi 16.237 Dsi 16.237 Dsi 16.237 Dsi 16.237 Dsi 75 psi 0.2165 OK +1.20D+0.50L+1.60S+1.60H 23,829 Dsi 23,829 Dsi 23.829 Dsi 23.829 Dsi 23.829 psi 75 Dsi 0.3177 OK +1.20D+1,60S+0.50W+1.60H 21.468 Dsi 21,468 Dsi 21.468 Dsi 21.468 Dsi 21.468 Dsi 75 psi 0.2862 OK +1.20D+0.50Lr+0.50L+W+1,60H 2O.596 Dsi 20.596 psi 20.596 Dsi 20,596 Dsi 20.596 psi 75 Dsi 0.2746 OK +1.20D+0.50L+0.50S+W+1.60H 22.231 Dsi 22.231 psi 22.231 Dsi 22.231 psi 22.231 psi 75 psi 0.2964 OK +1,20D+0.50L+0.20S+E+1.60H 17.073 psi 17.073 psi 17.073 psi 17.073 Dsi 17.073 psi 75 Dsi 0.2276 OK +0.90D+W+0.90H 12.496 Dsi 12.496 psi 12.496 Dsi 12.496 psi 12.496 psi 75 psi 0.1666 OK +0.90D+E+0.90H 8,863 psi 8.863 psi 8.863 Dsi 8.863 psi 8.863 Dsi 75 Dsi 0.1182 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1,40D+1.60H 50,915 Dsi 150Dsi 0.3394 OK +1.20D+0.50Lr+1.60L+1.60H 100.85 psi 150psi 0.6723 OK +1.20D+1.60L+0.50S+1.60H 107.144 psi 150osi 0.7143 OK +1.20D+1.60Lr+0.50L+1.60H 71.616 psi 150osi 0.4774 OK +1.20D+1.60Lr+0.50W+1.60H 62.524 psi 150Dsi 0.4168 OK +1.20D+0.50L+1.60S+1.60H 91.758 psi 150Dsi 0.6117 OK +1.20D+1.60S+0.50W+1.60H 82.666 psi 150osi 0.5511 OK +1.20D+0.50Lr+0.50L+W+1.60H 79.309 Dsi 150osi 0.5287 OK +1.20D+0.50L+0.50S+W+1.60H 85.604 psi 150osi 0.5707 OK +1.20D+0,50L+0.20S+E+1.60H 65.741 Dsi 150osi 0.4383 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Protect Descr: and then using the"Printing& Title Block"selection. ?rmteo:27 DEC)016, 1 43PM General Footin File=c'tDOCUME-1lClintonWYDOCU-11ENERCA-117958.ec6 _ g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 DESIGN ASSOCIATES Description: Et Punching Shear All units k Load Combination... Vo Phi'Vn Vu I Phi`Vn Status +0.90D+W+0.90H 48.117 nsi 150nsi 0,3208 OK +0.90D+E+0.90H 34.13 osi 150osi 0.2275 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Pimte,2-,,DEC M-16 i 43PF.1 General Footing File=c:1DOCUME-11Clinton\MYDOCU-11ENERCA-117956.ec6 ENERCALC,INC 1983-2015,Build:6.15.12.9,Ver:6 0.25 0.r3: DESIGN ASSOCIATES Description: G1 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 7.0 ft Length parallel to Z-Z Axis 7.0 ft z Footing Thicknes = 26.0 in I I i i Pedestal dimensions... px:parallel to X-X Axis = in -71 pz:parallel to Z-Z Axis = ;n Height = in a Rebar Centerline to Edge of Concrete... I I 0D at Bottom of footing = 30 in W Reinforcing T Bars parallel to X-X Axis Number of Bars = 9.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 9.0 -6 - Reinforcing Bar Sizf = # o goon � .eer,. "^:`'_•�' Bandwidth Distribution Check (ACI 15.4.4,2) . Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E N P:Column Load 24.0 4.0 24.0 14.0 19.0 34.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x - 1.0 1 0 1 0 1.0 5.0 8.0 k V-z = 6.0 57.0 k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection General FootingFile=c:MOCUME-11ClintonlMYDOCU-11ENERCA-1V956.ec6 ENERCALC.INC.1983-2015,Build.6.15.12.9,Ver.6.0.25 i 0fASSOCIATES Description: G1 DESIGN SUMMARY E- . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9550 Soil Bearing 2.865 ksf 3.0 ksf +D+0.750L+0.750S+0.5250E+H about X- PASS 1.921 Overturning-X-X 86.450 k-ft 166.028 k-ft +0.60D+0.70E+0.60H PASS 12,359 Overturning-Z-Z 13.433 k-ft 166.028 k-ft +0.60D+0.70E+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1975 Z Flexure(+X) 11.232 k-ft 56.857 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1541 Z Flexure(-X) 8.764 k-ft 56.857 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.3263 X Flexure(+Z) 18.551 k-ft 56.857 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1631 X Flexure(-Z) 9.275 k-ft 56.857 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1250 1-way Shear(+X) 9.372 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1250 1-way Shear(-X) 9.372 psi 75.0 psi +1.20D+0,50L+0.20S+E+1.60H PASS 0.2562 1-way Shear(+Z) 19.214 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1195 1-way Shear(-Z) 8.961 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.2272 2-way Punching 34.074 psi 150.0 psi +1.20D+0.50L+0.20S+E+1.60H Detailed Results Soil Beadng. Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 3.0 n/a 0.0 0.8040 0.8040 n/a n/a 0.268 X-X,+D+L+H 3.0 n/a 0.0 1.294 1.294 n/a n/a 0.431 X-X,+D+Lr+H 3.0 n/a 0.0 0.8856 0.8856 n/a n/a 0.295 X-X,+D+S+H 3.0 n/a 0.0 1.090 1.090 n/a n/a 0 363 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.233 1.233 n/a n/a 0.411 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.386 1.386 n/a n/a 0.462 X-X,+D+0.60W+H 3.0 n/a 1.843 0.9024 1.171 n/a n/a 0.390 X-X.+D+0.70E+H 3.0 n/a 16.416 0.0 2.797 n/a n/a 0.932 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 1.018 1.306 1.508 n/a n/a 0.503 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0,9183 1.459 1.661 n/a n/a 0.554 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 9.074 0.6346 2.865 n/a n/a 0.955 X-X,+0.60D+0.60W+0.60H 3.0 n/a 2,672 0.5809 0.8492 n/a n/a 0.283 X-X,+0.60D+0.70E+0.60H 3.0 n/a 21.869 0.0 2.662 n/a n/a 0.887 Z-Z.+D+H 3.0 0.660 n/a n/a n/a 0.7667 0.8412 0.280 Z-Z,+D+L+H 3.0 0.8203 n/a n/a n/a 1.219 1.368 0.456 Z-Z,+D+Lr+H 3.0 1.198 n/a n/a n/a 0.8111 0.9601 0.320 Z-Z,+D+S+H 3.0 0.9739 n/a n/a n/a 1.015 1.164 0.388 Z-Z.+D+0.750Lr+0.750L+H 3.0 1.076 n/a n/a n/a 1.139 1.326 0.442 Z-Z,+D+0.750L+0.750S+H 3.0 0.9574 n/a n/a n/a 1.292 1.479 0.493 Z-Z,+D+0.60W+H 3.0 2.047 n/a n/a n/a 0.8875 1.186 0,395 Z-Z,+D+0.70E+H 3.0 2.715 n/a n/a n/a 1.044 1.536 0.512 Z-Z.+D+0.750Lr+0.750L+0.450W+H 3.0 1.791 n/a n/a n/a 1.230 1.584 0.528 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 1.616 n/a n/a n/a 1.383 1.737 0.579 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 2.032 n/a n/a n/a 1.50 2.0 0.667 Z-Z,+0.60D+0.60W+0.60H 3.0 2.672 n/a n/a n/a 0.5809 0.8492 0.283 Z-Z,+0.60D+0.70E+0.60H 3.0 3.398 n/a n/a n/a 0.7370 1.199 0.400 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X.+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H 7.80 k-ft 177.780 k-ft 22.792 OK X-X,+D+0.70E+H 86.450 k-ft 221.180 k-ft 2.558 OK X-X.+D+0.750Lr+0.750L+0.450W+H 5.850 k-ft 241.305 k-ft 41.249 OK X-X,+D+0.750L+0.750S+0.450W+H 5.850 k-ft 267.555 k-ft 45.736 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Noto 27 DEC 2016 143K1 General Footing File=c:IDOCUME-11ClinlonlMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015.Build:6.15.12.9,Ver.6.0.25 KW-00008130ASSOCIATES Description: G1 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H 64.838 k-ft 300.105 k-ft 4.629 OK X-X.+0.60D+0.60W+0.60H 7.80 k-ft 122.628 k-ft 15.722 OK X-X,+0.60D+0.70E+0.60H 86.450 k-ft 166.028 k-ft 1.921 OK Z-Z,+D+H 2.167 k-ft 137.880 k-ft 63.637 OK Z-Z.+D+L+H 4.333 k-ft 221,880 k-ft 51.203 OK Z-Z,+D+Lr+H 4.333 k-ft 151.880 k-ft 35.049 OK Z-Z,+D+S+H 4.333 k-ft 186,880 k-ft 43.126 OK Z-Z,+D+0.750Lr+0,750L+H 5.417 k-ft 211.380 k-ft 39.024 OK Z-Z,+D+0.750L+0.750S+H 5.417 k-ft 237.630 k-ft 43.870 OK Z-Z,+D+0.60W+H 8.667 k-ft 177.780 k-ft 20.513 OK Z-Z,+D+0.70E+H 14.30 k-ft 221.180 k-ft 15.467 OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 10.292 k-ft 241.305 k-ft 23.447 OK Z-Z,+D+0.750L+0.750S+0.450W+H 10.292 k-ft 267.555 k-ft 25.997 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 14.517 k-ft 300.105 k-ft 20.673 OK Z-Z,+0.60D+0.60W+0.60H 7.80 k-ft 122.628 k-ft 15.722 OK Z-Z,+0.60D+0.70E+0.60H 13.433 k-ft 166.028 k-ft 12.359 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? in12 inA2 in^2 k-ft X-X,+1.40D+1.60H 4.20 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.40D+1.60H 4.20 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 8.650 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 8.650 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.275 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+1.60L+0.50S+1.60H 9.275 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 5.90 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 5.90 -Z Bottom 0.5616 Min Temp% 0.5657 56,857 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 6.052 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 5.123 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+1.60S+1.60H 7.90 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+1.60S+1.60H 7.90 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+1.60S+0.50W+1.60H 8.052 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60S+0.50W+1.60H 7.123 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 8.653 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 6.797 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 9.278 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 7.422 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 18.551 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 0.9130 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+W+0.90H 6.003 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+W+0,90H 4,147 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 .OK X-X,+0.90D+E+0.90H 16.481 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+E+0.90H 1.158 -Z Too 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.40D+1.60H 3.983 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.40D+1.60H 4.417 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 8.139 -X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 9.161 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 8.764 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 9.786 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 5.389 -X Bottom 0.5616 Min Temp% 0,5657 56.857 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 6.411 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1,60Lr+0.50W+1.60H 4.767 -X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 6.408 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 7.389 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 8.411 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 6.767 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 8.408 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 6.611 -X Bottom 0.5616 Min Temp% 0,5657 56.857 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 8,839 +X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Z-Z.+1.20D+0,50L+0.50S+W+1.60H 7.236 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 9,464 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 8.168 -X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. Printed 27 DEC 2C1G i:43PNI General FootingFile=c:IDOCUME-11ClintonlMYDOCU-11ENERCA�-117958.ec6 _ ENERCALG INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 Lic. KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: G1 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in12 inA2 inA2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 11.232 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+0.90D+W+0.90H 4.162 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+0.90D+W+0,90H 5.988 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+0.90D+E+0.90H 5.573 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+0.90D+E+0.90H 8.327 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 4.058 psi 4.058 psi 4.058 psi 4.058 psi 4.058 psi 75 psi 0.05411 OK +1.20D+0.50Lr+1.60L+1.60H 8.357 psi 8.357 psi 8.357 psi 8.357 psi 8.357 osi 75 Dsi 0,1114 OK +1.20D+1.60L+0.50S+1.60H 8.961 psi 8.961 psi 8.961 psi 8.961 psi 8.961 psi 75 psi 0.1195 OK +1.20D+1.60Lr+0.50L+1.60H 5.7 psi 5.7 Dsi 5.7 psi 5.7 psi 5.7 psi 75 psi 0.07601 OK +1.20D+1.60Lr+0.50W+1.60H 5.399 psi 5.399 Dsi 4.883 Dsi 5.914 Dsi 5.914 psi 75 psi 0.07886 OK +1.20D+0.50L+1.60S+1.60H 7.633 Dsi 7,633 Dsi 7.633 psi 7.633 Dsi 7.633 Dsi 75 Dsi 0.1018 OK +1.20D+1,60S+0.50W+1.60H 7.331 Dsi 7.331 psi 6.815 Dsi 7.847 Dsi 7.847 Dsi 75 psi 0.1046 OK +1.20D+0.50Lr+0.50L+W+1.60H 7.464 Dsi 7.464 Dsi 6,432 Dsi 8.496 Dsi 8.496 Dsi 75 Dsi 0.1133 OK +1.20D+0.50L+0.50S+W+1,60H 8.068 Dsi 8,068 psi 7.036 Dsi 9.099 Dsi 9.099 Dsi 75 psi 0.1213 OK +1.20D+0.50L+0.20S+E+1.60H 9.372 psi 9.372 Dsi 0.3941 Dsi 19.214 psi 19.214 psi 75 Dsi 0.2562 OK +0.90D+W+0.90H 4,903 Dsi 4.903 psi 3.872 psi 5,935 Dsi 5.935 Dsi 75 psi 0.07914 OK +0.90D+E+0.90H 6.715 Dsi 6.715 Dsi 1.673 Dsi 17.467 Dsi 17.467 Dsi 75 Dsi 0.2329 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 14.75 psi 150psi 0.09833 OK +1.20D+0.50Lr+1,60L+1.60H 30.378 osi 150osi 0.2025 OK +1.20D+1.60L+0,50S+1.60H 32.573 osi 150usi 0.2172 OK +1.20D+1.60Lr+0.50L+1.60H 2O.72 osi 150Dsi 0.1381 OK +1.20D+1.60Lr+0.50W+1.60H 19.623 psi 150osi 0.1308 OK +1.20D+0.50L+1.60S+1.60H 27.744 Dsi 150psi 0.185 OK +1.20D+1.60S+0.50W+1.60H 26.646 Dsi 150osi 0.1776 OK +1.20D+0.50Lr+0.50L+W+1.60H 27.129 Dsi 150osi 0.1809 OK +1.20D+0.50L+0.50S+W+1.60H 29.324 Dsi 150osi 0.1955 OK +1.20D+0.50L+0.20S+E+1.60H 34.074 Dsi 150Dsi 0.2272 OK +0.90D+W+0.90H 17.823 Dsi 150psi 0.1188 OK +0.90D+E+0.90H 24.701 osi 150psi 0.1647 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID; using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. General Footing File=c:ID000ME-11Clinton\MYDOCU-11ENERCA-11795&ec6 ENERCALC,INC 1963-2015,Build:6.15.12.9,Ver:6.0.25 KW-06008130 Licensee: Description: A Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear ; No Dimensions Width parallel to X-X Axis = 7.0 ft Length parallel to Z-Z Axis = 7.0 ft Footing Thicknes = 26.0 in Pedestal dimensions... px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in o Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in _ AF Reinforcing ? '--- Bars parallel to X-X Axis Number of Bars = 9.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 9.0 Reinforcing Bar SizE _ # 6 " Bandwidth Distribution Check (ACI 15.4.4.2) - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 25.0 5.0 24.0 15.0 21.0 34.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 1.0 1.0 50 8.0 k V-z = 6.0 57.0 k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. ?rnlec:2.7 0Ei,2016, 1,43PM General FootingFile= 1D000ME-11CGntonWYDOCU-11ENERCA-117958ec6 ENERCALC,INC.196&2015,Build:6.15.12.9,Ver.6.0.25 i:i0: DESIGN ASSOCIATES Description: A DESIGN SUMMARY Ie- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9670 Soil Bearing 2.901 ksf 3.0 ksf +D+0.750L+0.750S+0.5250E+H about X- PASS 1.945 Overturning-X-X 86.450 k-ft 168.128 k-ft +0.60D+0.70E+0.60H PASS 12.516 Overturning-Z-Z 13.433 k-ft 168.128 k-ft +0.60D+0.70E+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2001 Z Flexure(+X) 11.376 k-ft 56.857 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1592 Z Flexure(-X) 9.054 k-ft 56.857 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.3292 X Flexure(+Z) 18.717 k-ft 56.857 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1669 X Flexure(-Z) 9.488 k-ft 56.857 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0,1272 1-way Shear(+X) 9.541 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1272 1-way Shear(-X) 9.541 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.2583 1-way Shear(+Z) 19.372 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1222 1-way Shear(-Z) 9,167 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.2312 2-way Punching 34.684 psi 150.0 psi +1.20D+0.50L+0.20S+E+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.8244 0.8244 n/a n/a 0.275 X-X,+D+L+H 3.0 n/a 0.0 1.314 1.314 n/a n/a 0.438 X-X.+D+Lr+H 3.0 n/a 0.0 0.9264 0.9264 n/a n/a 0.309 X-X,+D+S+H 3.0 n/a 0.0 1.130 1.130 n/a n/a 0.377 X-X.+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1,268 1.268 n/a n/a 0,423 X-X,+D+0.750L+0,750S+H 3.0 n/a 0.0 1.421 1.421 n/a n/a 0.474 X-X.+D+0.60W+H 3.0 n/a 1.766 0.9473 1.216 n/a n/a 0,405 X-X,+D+0.70E+H 3.0 n/a 16.160 0.0 2.814 n/a n/a 0,938 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.9805 1.360 1.562 n/a n/a 0.521 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.8876 1.514 1.715 n/a n/a 0,572 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 8.893 0.6703 2.901 n/a n/a 0,967 X-X.+0.60D+0,60W+0.60H 3.0 n/a 2.541 0.6176 0.8859 n/a n/a 0.295 X-X.+0.60D+0.70E+0.60H 3.0 n/a 21.596 0.0 2,660 n/a n/a 0,887 Z-Z.+D+H 3.0 0.6437 n/a n/a n/a 0.7871 0.8616 0,287 Z-Z,+D+L+H 3.0 0.8075 n/a n/a n/a 1.240 1.389 0.463 Z-Z,+D+Lr+H 3.0 0.5728 n/a n/a n/a 0.8891 0.9637 0.321 Z-Z,+D+S+H 3.0 0.4694 n/a n/a n/a 1.093 1.168 0,389 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.7322 n/a n/a n/a 1.203 1.333 0.444 Z-Z,+D+0.750L+0.750S+H 3.0 0.6533 n/a n/a n/a 1.356 1.487 0.496 Z-Z.+D+0.60W+H 3.0 1.962 n/a n/a n/a 0.9324 1.231 0.410 Z-Z,+D+0.70E+H 3.0 2.673 n/a n/a n/a 1.064 1.556 0.519 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 1.453 n/a n/a n/a 1.312 1.610 0,537 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 1.315 n/a n/a n/a 1.465 1.763 0.588 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 1.768 n/a n/a n/a 1.564 2.007 0.669 Z-Z,+0.60D+0.60W+0.60H 3.0 2.541 n/a n/a n/a 0.6176 0.8859 0.295 Z-Z.+0.60D+0.70E+0.60H 3.0 3.356 n/a n/a n/a 0.7493 1.211 0.404 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinitv OK X-X.+D+0.750Lr+0.750L+H None 0.0 k-ft Infinitv OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinitv OK X-X,+D+0.60W+H 7.80 k-ft 185.480 k-ft 23.779 OK X-X,+D+0.70E+H 86.450 k-ft 224.680 k-ft 2.599 OK X-X,+D+0.750Lr+0.750L+0.450W+H 5.850 k-ft 250.580 k-ft 42.834 OK X-X,+D+0.750L+0.750S+0.450W+H 5,850 k-ft 276.830 k-ft 47.321 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr, and then using the"Printing& Title Block'selection. _ ?rr4ac:27 DEC 2016 1 43?IA General Footing File=c:ID000ME-11ClintonlMYDOCU-AENERCA-117958.ec6 111111 ENERCALC.INC_1983-2015,Build:6.15 12.9.Ver:6.0.25 KW-06008130 - ASSOCIATES Description: 11 Overtuming Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H 64.838 k-ft 306.230 k-ft 4.723 OK X-X.+0.60D+0.60W+0.60H 7.80 k-ft 128.928 k-ft 16.529 OK X-X,+0.60D+0.70E+0.60H 86.450 k-ft 168.128 k-ft 1.945 OK Z-Z,+D+H 2.167 k-ft 141.380 k-ft 65,252 OK Z-Z,+D+L+H 4.333 k-ft 225.380 k-ft 52.011 OK Z-Z,+D+Lr+H 2.167 k-ft 158.880 k-ft 73.329 OK Z-Z,+D+S+H 2.167 k-ft 193.880 k-ft 89.483 OK Z-Z,+D+0.750Lr+0.750L+H 3.792 k-ft 217.505 k-ft 57.364 OK Z-Z,+D+0.750L+0.750S+H 3.792 k-ft 243.755 k-ft 64.287 OK Z-Z.+D+0.60W+H 8.667 k-ft 185.480 k-ft 21.401 OK Z-Z,+D+0.70E+H 14.30 k-ft 224.680 k-ft 15.712 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 8.667 k-ft 250.580 k-ft 28.913 OK Z-Z,+D+0.750L+0.750S+0.450W+H 8.667 k-ft 276.830 k-ft 31.942 OK Z-Z,+D+0,750L+0.750S+0.5250E+H 12.892 k-ft 306.230 k-ft 23.754 OK Z-Z,+0.60D+0.60W+0.60H 7.80 k-ft 128.928 k-ft 16.529 OK Z-Z,+0.60D+0.70E+0.60H 13.433 k-ft 168.128 k-ft 12.516 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? inA2 in^2 inA2 k-ft X-X,+1.40D+1.60H 4.375 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.40D+1.60H 4.375 -Z Bottom 0,5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 8.863 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 8.863 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.488 +Z Bottom 0.5616 Min TemD% 0.5657 56.857 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.488 -Z Bottom 0.5616 Min TemD% 0.5657 56.857 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 6.250 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60Lr+0,50L+1,60H 6.250 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 6.527 +Z Bottom 0.5616 Min Temp% 0.5657 56,857 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 5.598 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+1.60S+1.60H 8.250 +Z Bottom 0,5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50L+1.60S+1.60H 8.250 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60S+0.50W+1.60H 8.527 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+1.60S+0.50W+1.60H 7,598 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 9.116 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 7.259 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 9.741 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 -OK X-X,+1.20D+0,50L+0.50S+W+1.60H 7.884 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 18.717 +Z Bottom 0.5616 Min Temp% 0,5657 56.857 OK X-X,+1,20D+0.50L+0,20S+E+1.60H 1.077 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+W+0.90H 6.366 +Z Bottom 0,5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+W+0.90H 4.509 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+E+0.90H 16.546 +Z Bottom 0.5616 Min TemD% 0.5657 56.857 OK X-X,+0.90D+E+0.90H 1.093 -Z Top 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.40D+1.60H 4.158 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.40D+1.60H 4.592 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 8.429 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+0.50Lr+1,60L+1.60H 9.296 +X Bottom 0.5616 Min TemD% 0.5657 56.857 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 9.054 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 9.921 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1,20D+1.60Lr+0.50L+1.60H 5.987 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 6.513 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 5.490 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 6.635 +X Bottom 0,5616 Min Temp% 0.5657 56,857 OK Z-Z,+1.20D+0.50L+1.60S+1,60H 7.987 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1,20D+0.50L+1.60S+1.60H 8.513 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 7.490 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60S+0.50W+1,60H 8.635 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 7.151 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 9.224 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0,50L+0.50S+W+1.60H 7.776 -X Bottom 0.5616 Min Temp% 0,5657 56.857 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 9.849 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 8.374 -X Bottom 0.5616 Min Temp% 0,5657 56.857 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr:nled.27 DEC,2016 1°43P1.1 General FootingFile=c:1DOCUME-11ClintonWYDOCU-11ENERCA-1�7958ec6 ENERCAV,INC.19832015,Build:6.15.12.9,Ver.6.0.25 Lic.#:KW-06008130 Licenses:STRUCTURAL DESIGN ASSOCIATES Description: it Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z,+1.20D+0,50L+0,20S+E+1.60H 11.376 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+0.90D+W+0.90H 4,525 -X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Z-Z,+0.90D+W+0.90H 6.350 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+0.90D+E+0.90H 5.686 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+0.90D+E+0.90H 8.440 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 4.227 Dsi 4.227 Dsi 4.227 Dsi 4.227 Dsi 4.227 Dsi 75 Dsi 0.05636 OK +1,20D+0.50Lr+1.60L+1,60H 8.563 Dsi 8.563 Dsi 8.563 Dsi 8.563 Dsi 8.563 Dsi 75 Dsi 0.1142 OK +1.20D+1.60L+0.50S+1.60H 9.167 Dsi 9.167 Dsi 9.167 Dsi 9.167 Dsi 9.167 Dsi 75 Dsi 0.1222 OK +1.20D+1.60Lr+0.50L+1.60H 6.039 Dsi 6.039 Dsi 6.039 Dsi 6.039 Dsi 6.039 osi 75 Dsi 0.08052 OK +1.20D+1.60Lr+0.50W+1.60H 5.857 Dsi 5.857 osi 5.342 Dsi 6.373 osi 6.373 osi 75 osi 0.08498 OK +1.20D+0.50L+1.60S+1.60H 7.971 Dsi 7.971 osi 7.971 osi 7.971 Dsi 7.971 Dsi 75 Dsi 0.1063 OK +1.20D+1,60S+0.50W+1.60H 7.79 osi 7,79 osi 7.274 Dsi 8.306 osi 8.306 osi 75 Dsi 0.1107 OK +1.20D+0.50Lr+0.50L+W+1.60H 7.911 osi 7.911 Dsi 6,879 osi 8.942 osi 8.942 psi 75 Dsi 0.1192 OK +1.20D+0.50L+0.50S+W+1.60H 8.514 Dsi 8.514 osi 7.483 Dsi 9.546 osi 9.546 osi 75 Dsi 0.1273 OK +1.20D+0.50L+0.20S+E+1.60H 9.541 Dsi 9,541 osi 0.2382 osi 19.372 Dsi 19.372 osi 75 Dsi 0.2583 OK +0.90D+W+0,90H 5.254 osi 5.254 osi 4,222 Dsi 6.285 osi 6.285 osi 75 Dsi 0.08381 OK +0.90D+E+0.90H 6.824 Dsi 6.824 Dsi 1,673 Dsi 17.509 osi 17.509 osi 75 Dsi 0.2335 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 15.364 osi 150osi 0.1024 OK +1.20D+0.50Lr+1.60L+1.60H 31,124 Dsi 150osi 0,2075 OK +1.20D+1,60L+0.50S+1.60H 33.319 Dsi 150Dsi 0.2221 OK +1.20D+1,60Lr+0.50L+1.60H 21.949 psi 150osi 0.1463 OK +1.20D+1.60Lr+0.50W+1.60H 21.291 osi 150osi 0.1419 OK +1.20D+0.50L+1.60S+1.60H 28.973 osi 150Dsi 0.1932 OK +1,20D+1.60S+0.50W+1.60H 28.314 psi 150osi 0.1888 OK +1,20D+0.50Lr+0.50L+W+1,60H 28.753 Dsi 150Dsi 0.1917 OK +1.20D+0.50L+0.50S+W+1.60H 30.948 osi 150osi 0.2063 OK +1.20D+0.50L+0,20S+E+1.60H 34.684 Dsi 150Dsi 0.2312 OK +0.90D+W+0.90H 19.096 psi 150osi 0.1273 OK +0.90D+E+0.90H 25.071 osi 150osi 0.1671 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID; using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pnntee:21 OEC2016, 1*43M General Footing File=c:IDOCUME-11ClintonWYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES , Description: L1 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 ;1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft Z Footing Thicknes = 12.0 in Pedestal dimensions... X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in m Rebar Centerline to Edge of Concrete... W at Bottom of footing = 3.0 in o n Reinforcing 3 W Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 r Reinforcing BarSizE _ # 5 3-k5Bars 1,,,..;- E," (� 3-#5Bars j'• . Bandwidth Distribution Check (ACI 15.4.41) - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 7.0 5.0 1.0 17.0 11.0 1.0 k OB:Overburden = _ ksf_ M-xx = k-ft M-zz = k-ft V-x = 2.0 1.0 1.0 3.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. PrnLed:27 DEC 2016, r43Ph; General FootingFile=c:MOCUME-11ClintonlMYDOCU-PENERCA-1i7958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 Licensee: Description: L1 DESIGN SUMMARY mnnwmz • � Min.Ratio Kom Applied Capacity Governing Load Combination PASS 0.9290 Soil Bearing 2.787 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-1- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 6.922 Overturning-Z-Z 3.0 k-ft 20.765 k-ft +0.60D+0.60W+0.60H PASS 1.582 Sliding-X-X 3.0 k 4.746 k +0.60D+0.60W+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5702 Z Flexure(+X) 5.923 k-ft 10.388 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.4190 Z Flexure(-X) 4.352 k-ft 10.388 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.4946 X Flexure(+Z) 5.138 k-ft 10.388 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0,4946 X Flexure(-Z) 5.138 k-ft 10.388 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.4108 1-way Shear(+X) 30.807 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.4108 1-way Shear(-X) 30.807 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.4108 1-way Shear(+Z) 30.807 psi 75.0 psi +1.20D+1,60S+0.50W+1.60H PASS 0,4108 1-way Shear(-Z) 30.807 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.8119 2-way Punching 121.778 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.7164 0.7164 n/a n/a 0.239 X-X,+D+L+H 3.0 n/a 0.0 0.7981 0.7981 n/a n/a 0,266 X-X,+D+Lr+H 3.0 n/a 0.0 1.125 1.125 n/a n/a 0.375 X-X.+D+S+H 3.0 n/a 0.0 2.104 2.104 n/a n/a 0.701 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.084 1.084 n/a n/a 0.361 X-X.+D+0.750L+0.750S+H 3.0 n/a 0.0 1.818 1.818 n/a n/a 0.606 X-X,+D+0.60W+H 3.0 n/a 0.0 1.255 1.255 n/a n/a 0.418 X-X,+D+0.70E+H 3.0 n/a 0.0 0.7736 0.7736 n/a n/a 0.258 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.488 1.488 n/a n/a 0.496 X-X.+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 2.223 2.223 n/a n/a 0.741 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.861 1.861 n/a n/a 0.620 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.9686 0.9686 n/a n/a 0.323 X-X,+0.60D+0.70E+0.60H 3,0 n/a 0.0 0.4870 0.4870 n/a n/a 0,162 Z-Z.+D+H 3.0 2.735 n/a n/a n/a 0.4412 0.9916 0.331 Z-Z,+D+L+H 3.0 2.455 n/a n/a n/a 0.5228 1.073 0.358 Z-Z,+D+Lr+H 3.0 2.613 n/a n/a n/a 0.7118 1.537 0.512 Z-Z,+D+S+H 3.0 1.397 n/a n/a n/a 1.691 2.517 0.839 Z-Z,+D+0.750Lr+0.750L+H 3.0 2.486 n/a n/a n/a 0.7054 1.462 0,487 Z-Z,+D+0.750L+0.750S+H 3.0 1.481 n/a n/a n/a 1.440 2.197 0.732 Z-Z,+D+0.60W+H 3.0 2.966 n/a n/a n/a 0.7323 1.778 0.593 Z-Z,+D+0.70E+H 3.0 2.533 n/a n/a n/a 0.4984 1.049 0.350 Z-Z.+D+0.750Lr+0.750L+0.450W+H 3.0 2.699 n/a n/a n/a 0.9237 2.052 0.684 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 1.807 n/a n/a n/a 1.658 2.787 0.929 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 1.447 n/a n/a n/a 1.483 2.240 0.747 Z-Z,+0.60D+0,60W+0.60H 3.0 3.034 n/a n/a n/a 0.5558 1.381 0.460 Z-Z,+0.60D+0.70E+0.60H 3.0 2.414 n/a n/a n/a 0.3219 0.6521 0.217 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X.+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Punted:27 DEC 2016 1 43PNI General FootingFile=0D000ME-11Gio WYDOCU-11ENERCA-M 56.ea6 ENERCALC,INC.19a2015,Build:6.15.12.9,Ver.6.0.25 Lic i:ii: DESIGN ASSOCIATES Description: L1 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0,60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2.0 k-ft 15.358 k-ft 7.679 OK Z-Z,+D+L+H 2.0 k-ft 17,108 k-ft 8.554 OK Z-Z,+D+Lr+H 3.0 k-ft 24.108 k-ft 8.036 OK Z-Z.+D+S+H 3.0 k-ft 45.108 k-ft 15.036 OK Z-Z,+D+0.750Lr+0.750L+H 2.750 k-ft 23.233 k-ft 8.449 OK Z-Z.+D+0.750L+0.750S+H 2.750 k-ft 38.983 k-ft 14.176 OK Z-Z,+D+0.60W+H 3.80 k-ft 26.908 k-ft 7.081 OK Z-Z,+D+0.70E+H 2.0 k-ft 16.583 k-ft 8.292 OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 4.10 k-ft 31.896 k-ft 7.780 OK Z-Z,+D+0.750L+0.750S+0.450W+H 4,10 k-ft 47.646 k-ft 11,621 OK Z-Z.+D+0.750L+0.750S+0.5250E+H 2.750 k-ft 39.902 k-ft 14.510 OK Z-Z,+0.60D+0.60W+0.60H 3.0 k-ft 20.765 k-ft 6.922 OK Z-Z,+0.60D+0.70E+0.60H 1.20 k-ft 10.440 k-ft 8.70 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X,+D+H 2.0 k 3.511 k 1.755 OK X-X,+D+L+H 2.0 k 3.911 k 1.955 OK X-X.+D+Lr+H 3.0 k 5.511 k 1.837 OK X-X,+D+S+H 3.0 k 10,311 k 3.437 OK X-X,+D+0.750Lr+0.750L+H 2.750 k 5.311 k 1.931 OK X-X,+D+0.750L+0.750S+H 2.750 k 8.911 k 3.240 OK X-X,+D+0.60W+H 3,80 k 6.151 k 1.619 OK X-X,+D+0.70E+H 2.0 k 3.791 k 1.895 OK X-X.+D+0.750Lr+0.750L+0.450W+H 4.10 k 7.291 k 1.778 OK X-X,+D+0,750L+0.750S+0.450W+H 4.10 k 10.891 k 2.656 OK X-X,+D+0.750L+0.750S+0.5250E+H 2.750 k 9.121 k 3.317 OK X-X,+0.60D+0.60W+0.60H 3.0 k 4.746 k 1,582 OK X-X,+0.60D+0.70E+0.60H 1.20 k 2.386 k 1.989 OK Z-Z,+D+H 0.0 k 3.511 k No Slidina OK Z-Z,+D+L+H 0.0 k 3.911 k No Slidina OK Z-Z,+D+Lr+H 0.0 k 5.511 k No Slidina OK Z-Z,+D+S+H 0.0 k 10.311 k No Slidina OK Z-Z.+D+0.750Lr+0.750L+H 0.0 k 5.311 k No Slidina OK Z-Z,+D+0.750L+0.750S+H 0.0 k 8.911 k No Slidina OK Z-Z.+D+0.750L+0.750S+0.450W+H 0.0 k 10.891 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.5250E+H 0.0 k 9.121 k No Slidina OK Z-Z,+0,60D+0.60W+0.60H 0.0 k 4.746 k No Slidina OK Z-Z,+0.60D+0.70E+0.60H 0.0 k 2.386 k No Slidina OK Z-Z,+D+0.60W+H 0.0 k 6.151 k No Slidina OK Z-Z.+D+0.70E+H 0.0 k 3.791 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 0.0 k 7.291 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 1.225 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.40D+1.60H 1.225 -Z Bottom 0.2592 Min Temo% 0.2657 10.388 OK X-X,+1,20D+0.50Lr+1.60L+1.60H 1,563 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 1.563 -Z Bottom 0,2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.313 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.313 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1,20D+1.60Lr+0.50L+1.60H 2.113 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 2.113 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1,60Lr+0.50W+1.60H 2.738 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.738 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50L+1.60S+1.60H 4.513 +Z Bottom 0,2592 Min Temo% 0.2657 10.388 OK X-X.+1.20D+0.50L+1.60S+1.60H 4.513 -Z Bottom 0,2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60S+0.50W+1.60H 5.138 +Z Bottom 0,2592 Min Temo% 0.2657 10.388 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr:*,O;27 OEC.2016, NVIVI General Footing File=c:IDOCUME-11ClintonlMYOOCU-11ENERCA-11795dec8 ENERCALC,INC.19n2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130ASSOCIATES Description: L1 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? 012 inA2 inA2 k-ft X-X,+1.20D+1.60S+0.50W+1.60H 5.138 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 2.80 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 2.80 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 3.550 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50L+0.50S+W+1,60H 3.550 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.663 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 1.663 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+0.90D+W+0,90H 2.163 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+0.90D+W+0,90H 2.163 -Z Bottom 0,2592 Min Temp% 0.2657 10.388 OK X-X,+0,90D+E+0.90H 0.9125 +Z Bottom 0.2592 Min Temp% 0,2657 10.388 OK X-X,+0.90D+E+0.90H 0.9125 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.40D+1.60H 0.8251 -X Bottom 0.2592 Min TemD% 0,2657 10.388 OK Z-Z,+1.40D+1.60H 1.625 +X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.148 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 1.977 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.898 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+1.20D+1.60L+0,50S+1.60H 2.727 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.541 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.684 +X Bottom 0.2592 Min Temp% 0,2657 10.388 OK Z-Z,+1.20D+1.60Lr+0.50W+1,60H 1.952 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z.+1.20D+1.60Lr+0,50W+1.60H 3.523 +X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 3.941 -X Bottom 0,2592 Min Temp% 0.2657 10.388 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 5.084 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1,20D+1.60S+0.50W+1.60H 4.352 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1,20D+1.60S+0.50W+1.60H 5.923 +X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1,60H 1.957 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 3.643 +X Bottom 0,2592 Min Temp% 0.2657 10,388 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.707 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 4.393 +X Bottom 0.2592 Min TemD% 0,2657 10.388 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.291 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 2.034 +X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+0.90D+W+0,90H 1.477 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+0.90D+W+0,90H 2.848 +X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+0.90D+E+0.90H 0.6554 -X Bottom 0.2592 Min Temp% 0.2657 10,388 OK Z-Z,+0.90D+E+0.90H 1.170 +X Bottom 0.2592 Min TemD% 0.2657 10,388 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 7.346 psi 7.346 Dsi 7.346 Dsi 7.346 Dsi 7,346 Dsi 75 psi 0.09794 OK +1.20D+0.50Lr+1.60L+1.60H 9.369 Dsi 9.369 Dsi 9.369 psi 9.369 Dsi 9.369 Dsi 75 Dsi 0.1249 OK +1.20D+1.60L+0.50S+1.60H 13.867 Dsi 13.867 Dsi 13.867 Dsi 13.867 Dsi 13,867 psi 75 psi 0.1849 OK +1.20D+1.60Lr+0.50L+1.60H 12.668 Dsi 12.668 Dsi 12.668 Dsi 12.668 Dsi 12.668 Dsi 75 Dsi 0.1689 OK +1,20D+1.60Lr+0.50W+1,60H 16.415 Dsi 16.415 Dsi 16.415 Dsi 16,415 Dsi 16.415 Dsi 75 psi 0.2189 OK +1.20D+0.50L+1.60S+1.60H 27.059 Dsi 27.059 Dsi 27.059 Dsi 27,059 psi 27.059 psi 75 Dsi 0.3608 OK +1.20D+1.60S+0.50W+1.60H 30.807 Dsi 30.807 Dsi 30.807 Dsi 30.807 psi 30.807 Dsi 75 Dsi 0.4108 OK +1.20D+0.50Lr+0.50L+W+1.60H 16.79 psi 16.79 psi 16,79 psi 16.79 Dsi 16.79 Dsi 75 Dsi 0.2239 'OK +1.20D+0.50L+0.50S+W+1.60H 21.287 Dsi 21.287 Dsi 21.287 Dsi 21.287 psi 21.287 psi 75 Dsi 0.2838 OK +1,20D+0.50L+0.20S+E+1,60H 9.969 Dsi 9.969 Dsi 9.969 psi 9.969 Dsi 9.969 psi 75 Dsi 0.1329 OK +0.90D+W+0.90H 12.967 psi 12,967 psi 12.967 psi 12.967 Dsi 12.967 Dsi 75 psi 0.1729 OK +0.90D+E+0.90H 5.472 Dsi 5.472 Dsi 5.472 Dsi 5.472 psi 5.472 Dsi 75 Dsi 0.07296 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 29.037 Dsi 150osi 0.1936 OK +1.20D+0.50Lr+1.60L+1.60H 37.037 psi 150Dsi 0.2469 OK +1.20D+1.60L+0.50S+1.60H 54.815 psi 150Dsi 0.3654 OK +1.20D+1.60Lr+0.50L+1.60H 50.074 Dsi 150Dsi 0.3338 OK +1.20D+1.60Lr+0,50W+1.60H 64.889 psi 150osi 0.4326 OK +1.20D+0.50L+1.60S+1.60H 106.963 Dsi 150Dsi 0.7131 OK +1.20D+1.60S+0,50W+1,60H 121.778 psi 150Dsi 0.8119 OK +1.20D+0.50Lr+0.50L+W+1.60H 66.37 Dsi 150psi 0.4425 OK +1.20D+0.50L+0.50S+W+1,60H 84.148 Dsi 150nsi 0.561 OK +1.20D+0.50L+0.20S+E+1.60H 39.407 Ni 150osi 0.2627 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printee:27 DEC 2015,1'43KM General FootingFile=c:1D000ME--11GintonNYD000-11ENERCA-1N9%OC6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 Lic,#:KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: L1 Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +0.90D+W+0,901-1 51.259 0si 150i)si 0.3417 OK, +0.90D+E+0.90H 21.63 osi 150osi 0.1442 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. PrMe6:2.71)EC?016, 1,45Pri General Footing File=c:IDOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1963-2015,Bui1d:6.15.12.9.Ver:6.0.25 0:00: r DESIGN ASSOCIATES Description: M1 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeft. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. - Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 ;1 Min.Sliding Safety Factor - 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis - 3.0 ft z Footing Thicknes = 12.0 in I Pedestal dimensions... yt? - x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in m CL Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in o N_ I I Reinforcing s' Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 - Reinforcing Bar Siz( _ # 5 ,..,� Bandwidth Distribution Check (AC I 15.4.4.2) -� Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 4.0 2.0 1.0 8.0 3.0 1.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 2.0 1.0 1.0 2.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?rnlec:27 DEC 2016 145?M General FootingFile=c:IDOCUME-11GintonWYD000-11ENERCA-177%8.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 0.E1: E DESIGN ASSOCIATES Description: M1 DESIGN SUMMARY i- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7623 Soil Bearing 2.287 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 3.114 Overturning-Z-Z 2.40 k-ft 7.475 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2674 Z Flexure(+X) 3.221 k-ft 12.046 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1325 Z Flexure(-X) 1.596 k-ft 12.046 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1982 X Flexure(+Z) 2.388 k-ft 12.046 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0.1982 X Flexure(-Z) 2.388 k-ft 12.046 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0.1965 1-way Shear(+X) 14,738 psi 75.0 psi +1.20D+1.60S+0.50W+1,60H PASS 0.1965 1-way Shear(-X) 14.738 psi 75.0 psi +1.20D+1.60S+0,50W+1.60H PASS 0.1965 1-way Shear(+Z) 14.738 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,1965 1-way Shear(-Z) 14.738 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.3716 2-way Punching 55.741 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing _ Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0,5894 0.5894 n/a n/a 0.197 X-X.+D+L+H 3.0 n/a 0.0 0.7006 0.7006 n/a n/a 0.234 X-X,+D+Lr+H 3.0 n/a 0.0 0.8117 0.8117 n/a n/a 0.271 X-X,+D+S+H 3.0 n/a 0.0 1.478 1.478 n/a nla 0.493 X-X.+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.8394 0.8394 n/a n/a 0,280 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.339 1.339 n/a n/a 0.446 X-X.+D+0.60W+H 3.0 n/a 0.0 0.7894 0.7894 n/a n/a 0.263 X-X.+D+0.70E+H 3.0 n/a 0.0 0.6672 0.6672 n/a n/a 0.222 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 0.9894 0.9894 n/a n/a 0.330 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.489 1.489 n/a n/a 0.496 X-X,+D+0.750L+0.750S+0,5250E+H 3.0 n/a 0.0 1.398 1.398 n/a n/a 0.466 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.5537 0.5537 n/a n/a 0.185 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.4314 0.4314 n/a n/a 0,144 Z-Z,+D+H 3.0 4.524 n/a n/a n/a 0.1524 1.026 0.342 Z-Z.+D+L+H 3.0 3.807 n/a n/a n/a 0.2635 1.138 0.379 Z-Z.+D+Lr+H 3.0 4.928 n/a n/a n/a 0.1561 1.467 0.489 Z-Z,+D+S+H 3.0 2.706 n/a n/a n/a 0.8228 2.134 0.711 Z-Z,+D+0.750Lr+0.750L+H 3.0 4.368 n/a n/a n/a 0.2385 1,440 0,480 Z-Z,+D+0.750L+0.750S+H 3.0 2.737 n/a n/a n/a 0.7385 1.940 0.647 Z-Z.+D+0.60W+H 3.0 5.405 n/a n/a n/a 0.09019 1.489 0.496 Z-Z,+D+0.70E+H 3.0 3.997 n/a n/a n/a 0.2302 1.104 0,368 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 4.919 n/a n/a n/a 0.1919 1.787 0,596 Z-Z,+D+0.750L+0,750S+0.450W+H 3.0 3.267 n/a n/a n/a 0.6919 2.287 0.762 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 2.623 n/a n/a n/a 0.7969 1.999 0.666 Z-Z,+0.60D+0.60W+0.60H 3.0 5.780 n/a n/a n/a 0.02922 1.078 0.359 Z-Z,+0.60D+0.70E+0,60H 3.0 3.708 n/a n/a n/a 0.1692 0.6937 0,231 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X.+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0,750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Inf nity OK X-X.+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0,750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Prolect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. W10,11 V ty.,- 1 45pt.1 General FootingFile=c'%DOCUME-1lOintonWYD000-11ENERCA-1t7958.ec6 1111 ENERCALC,INC.19n2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 DESIGN ASSOCIATES Description: M1 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0,750L+0.750S+0,5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X.+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2.0 k-ft 7,958 k-ft 3.979 OK Z-Z,+D+L+H 2.0 k-ft 9.458 k-ft 4.729 OK Z-Z,+D+Lr+H 3.0 k-ft 10.958 k-ft 3.653 OK Z-Z.+D+S+H 3.0 k-ft 19.958 k-ft 6.653 OK Z-Z,+D+0.750Lr+0.750L+H 2.750 k-ft 11.333 k-ft 4.121 OK Z-Z.+D+0,750L+0.750S+H 2,750 k-ft 18.083 k-ft 6.575 OK Z-Z,+D+0.60W+H 3.20 k-ft 10.658 k-ft 3.330 OK Z-Z,+D+0.70E+H 2.0 k-ft 9.008 k-ft 4,504 OK Z-Z.+D+0,750Lr+0.750L+0.450W+H 3,650 k-ft 13,358 k-ft 3.660 OK Z-Z,+D+0.750L+0.750S+0.450W+H 3.650 k-ft 20.108 k-ft 5.509 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2.750 k-ft 18.870 k-ft 6.862 OK Z-Z.+0.60D+0.60W+0.60H 2.40 k-ft 7.475 k-ft 3,114 OK Z-Z,+0.60D+0.70E+0.60H 1.20 k-ft 5.825 k-ft 4.854 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 0.70 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.40D+1.60H 0.70 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50Lr+1,60L+1.60H 0.9250 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.9250 -Z Bottom 0,2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.30 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.30 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.063 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.063 -Z Bottom 0.2592 Min Temp% 0.310 12,046 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 1.188 +Z Bottom 0,2592 Min Temo% 0.310 12.046 OK X-X.+1,20D+1.60Lr+0.50W+1.60H 1.188 -Z Bottom 0.2592 Min Temo% 0.310 12.046 OK X-X.+1.20D+0.50L+1.60S+1.60H 2.263 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.263 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60S+0.50W+1.60H 2,388 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.388 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.163 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.163 -Z Bottom 0,2592 Min Temp% 0,310 12.046 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.538 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.538 -Z Bottom 0,2592 Min Temp% 0,310 12.046 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 0.9875 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.9875 -Z Bottom 0.2592 Min Temo% 0.310 12.046 OK X-X,+0.90D+W+0.90H 0.8250 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D+W+0.90H 0.8250 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X.+0.90D+E+0.90H 0.5750 +Z Bottom 0,2592 Min Temp% 0.310 12.046 OK X-X,+0.90D+E+0.90H 0.5750 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.40D+1.60H 0.2335 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1,40D+1.60H 1.167 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+1.20D+0,50Lr+1.60L+1.60H 0.4418 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.408 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.8168 -X Bottom 0.2592 Min Temp% 0.310 12,046 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.783 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 0.3960 -X Bottom 0,2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.729 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.3544 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60Lr+0.50W+1,60H 2.021 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.596 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 2.929 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.554 -X Bottom 0.2592 Min TemD% 0.310 12.046 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 3.221 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.3461 -X Bottom 0.2592 Min TemD% 0,310 12.046 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1,979 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 0.7211 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.354 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 0.5543 -X Bottom 0.2592 Min TemD% 0.310 12.046 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pnoted:27 DE C.2616, 1:45PM General Footin File=c:tDMUME-11CliotonlMYD000-11ENERCA-117958.ec6 g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130ASSOCIATES Description: M1 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 in^2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.421 +X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z.+0.90D+W+0,90H 0.1918 -X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z,+0.90D+W+0.90H 1.458 +X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z.+0.90D+E+0.90H 0.2751 -X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z,+0.90D+E+0.90H 0.8749 +X Bottom 0.2592 Min Temo% 0.310 12.046 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 4.321 Dsi 4.321 osi 4.321 osi 4.321 osi 4.321 osi 75 osi 0,05761 OK +1.20D+0.50Lr+1.60L+1.60H 5.71 osi 5.71 psi 5.71 osi 5,71 Dsi 5.71 psi 75 osi 0.07613 OK +1.20D+1.60L+0.50S+1.60H 8.025 Dsi 8.025 osi 8.025 Dsi 8.025 Dsi 8.025 osi 75 Dsi 0.107 OK +1.20D+1.60Lr+0,50L+1.60H 6.559 osi 6.559 osi 6,559 osi 6.559 osi 6.559 psi 75 osi 0.08745 OK +1.20D+1.60Lr+0.50W+1.60H 7.33 Dsi 7.33 osi 7.33 Dsi 7,33 osi 7.33 osi 75 osi 0.09774 OK +1.20D+0.50L+1.60S+1.60H 13.966 osi 13.966 Dsi 13,966 osi 13.966 Dsi 13.966 Dsi 75 Dsi 0,1862 OK +1.20D+1.60S+0.50W+1.60H 14.738 psi 14.738 osi 14.738 Dsi 14.738 psi 14.738 osi 75 osi 0.1965 OK +1.20D+0.50Lr+0.50L+W+1.60H 7.176 osi 7.176 osi 7.176 osi 7.176 osi 7.176 osi 75 osi 0.09568 OK +1.20D+0.50L+0.50S+W+1.60H 9,491 osi 9.491 Dsi 9.491 osi 9.491 osi 9.491 Dsi 75 Dsi 0.1265 OK +1.20D+0.50L+0.20S+E+1.60H 6.096 psi 6.096 osi 6.096 osi 6.096 osi 6.096 osi 75 osi 0,08128 OK +0.90D+W+0.90H 5.093 Dsi 5.093 osi 5.093 Dsi 5.093 osi 5.093 psi 75 Dsi 0,0679 OK +0.90D+E+0.90H 3.549 osi 3.549 Dsi 3.549 osi 3.549 osi 3.549 osi 75 osi 0.04733 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 16.343 osi 150Dsi 0.109 OK +1.20D+0.50Lr+1.60L+1.60H 21.596 osi 150osi 0.144 OK +1.20D+1.60L+0.50S+1.60H 30.351 osi 150Dsi 0.2023 OK +1.20D+1.60Lr+0.50L+1.60H 24.806 Dsi 150osi 0.1654 OK +1.20D+1.60Lr+0.50W+1.60H 27.725 osi 150osi 0.1848 OK +1.20D+0.50L+1.60S+1.60H 52.823 osi 150osi 0.3522 OK +1.20D+1.60S+0.50W+1.60H 55.741 osi 150Dsi 0.3716 OK +1.20D+0.50Lr+0.50L+W+1.60H 27.141 Dsi 150Dsi 0.1809 OK +1.20D+0.50L+0.50S+W+1.60H 35.896 osi 150Dsi 0.2393 OK +1.20D+0.50L+0.20S+E+1.60H 23,055 osi 150Dsi 0.1537 OK +0.90D+W+0.90H 19.261 Dsi 150Dsi 0.1284 OK +0.90D+E+0.90H 13.425 osi 150Dsi 0.0895 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnle�2.7 DEC 701.5 1 590A1 General FootingFile=c:1DOCUME-11Clinton\MYDOCU-11ENERCA-117958.ec6 ENERCAM INC-1983-2015,Build:6.15.12 9,Ver.6.0 25 0:00: i DESIGN ASSOCIATES Description: N1 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings , Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0,00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis — 2.50 ft Z Footing Thicknes = 12.0 in Pedestal dimensions... X px:parallel to X-X Axis = 1n iv pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in •o 1 Reinforcing 2 Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizf = # 5 AL Bandwidth Distribution Check (AC I 15.4.41) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 4.0 2.0 0.0 5.0 4.0 1.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 2.0 1.0 1.0 1.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 OK 2016, 1:5 KI General FootingFile=cIDOCUME-flGinlonWYDOCU-11ENERCA-117W.ec6 ENERCALC,INC 1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06006130ASSOCIATES Description: N1 DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9603 Soil Bearing 2.881 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-i PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.878 Overturning-Z-Z 3.0 k-ft 8.633 k-ft +D+Lr+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1918 Z Flexure(+X) 2.750 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.06630 Z Flexure(-X) 0.9503 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1291 X Flexure(+Z) 1.850 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1291 X Flexure(-Z) 1.850 k-ft 14,333 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0,1462 1-way Shear(+X) 10.963 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,1462 1-way Shear(-X) 10.963 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1462 1-way Shear(+Z) 10.963 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1462 1-way Shear(-Z) 10,963 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2771 2-way Punching 41.568 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.7850 0.7850 n/a n/a 0.262 X-X,+D+L+H 3.0 n/a 0.0 0.7850 0.7850 n/a nla 0,262 X-X,+D+Lr+H 3.0 n/a 0.0 1.105 1.105 n/a n/a 0.368 X-X.+D+S+H 3.0 n/a 0.0 1.585 1.585 n/a n/a 0.528 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.025 1.025 n/a n/a 0.342 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.385 1.385 n/a n/a 0.462 X-X.+D+0.60W+H 3.0 n/a 0.0 1.169 1.169 n/a n/a 0,390 X-X,+D+0.70E+H 3.0 n/a 0.0 0.8970 0.8970 n/a n/a 0.299 X-X.+D+0.750Lr+0.75OL+0.450W+H 3.0 n/a 0.0 1.313 1.313 n/a n/a 0,438 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.673 1.673 n/a n/a 0.558 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.469 1.469 n/a n/a 0.490 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.8550 0.8550 n/a n/a 0.285 X-X.+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.5830 0.5830 n/a n/a 0,194 Z-Z,+D+H 3.0 4,892 n/a n/a n/a 0.02980 1.540 0,513 Z-Z,+D+L+H 3.0 4.892 n/a n/a n/a 0.02980 1.540 0.513 Z-Z.+D+Lr+H 3.0 5.213 n/a n/a n/a 0.0 2.239 0.746 Z-Z,+D+S+H 3.0 3.634 n/a n/a n/a 0.4522 2.718 0.906 Z-Z,+D+0.750Lr+0.750L+H 3.0 5.151 n/a n/a n/a 0.0 2.064 0.688 Z-Z,+D+0.750L+0.750S+H 3.0 3.812 n/a n/a n/a 0.3466 2.423 0.808 Z-Z,+D+0.60W+H 3.0 4.270 n/a n/a n/a 0.1872 2.151 0.717 Z-Z,+D+0.70E+H 3.0 4.281 n/a n/a n/a 0.1418 1.652 0,551 Z-Z,+D+0,750Lr+0.750L+0.450W+H 3.0 4.679 n/a n/a n/a 0.1047 2.521 0.840 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 3.672 n/a n/a n/a 0.4647 2.881 0,960 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 3.594 n/a n/a n/a 0.4306 2.507 0,836 Z-Z,+0.60D+0.60W+0.60H 3.0 4.042 n/a n/a n/a 0.1753 1.535 0.512 Z-Z,+0.60D+0.70E+0.60H 3.0 3.952 n/a n/a n/a 0.1299 1.036 0,345 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status - X-X.+D+H None 0.0 k-ft Infinitv OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinitv OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0,750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinitv OK X-X,+D+0,750L+0,750S+0.450W+H None 0.0 k-ft Infinitv OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. PimW 77 DFC 1016, 159PM General FootingFile=c:1DOCUME-11ClintonWYDOCU-11ENERCA-117958.ec6 ENE RCALC.INC.1983-2015,Build:6.15.129.Ver.6.0.25 1.11: 1ASSOCIATES Description: N1 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting_ Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0,60W+0,60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2.0 k-ft 6.133 k-ft 3.066 OK Z-Z,+D+L+H 2.0 k-ft 6.133 k-ft 3.066 OK Z-Z,+D+Lr+H 3.0 k-ft 8.633 k-ft 2.878 OK Z-Z.+D+S+H 3.0 k-ft 12.383 k-ft 4.128 OK Z-Z,+D+0.750Lr+0.750L+H 2.750 k-ft 8.008 k-ft 2.912 OK Z-Z.+D+0.750L+0.750S+H 2.750 k-ft 10.820 k-ft 3.935 OK Z-Z,+D+0.60W+H 2.60 k-ft 9.133 k-ft 3,513 OK Z-Z,+D+0.70E+H 2.0 k-ft 7.008 k-ft 3.504 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.20 k-ft 10.258 k-ft 3.206 OK Z-Z.+D+0.750L+0.750S+0.450W+H 3,20 k-ft 13.070 k-ft 4,084 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2.750 k-ft 11.477 k-ft 4.173 OK Z-Z,+0,60D+0.60W+0.60H 1.80 k-ft 6.680 k-ft 3.711 OK Z-Z,+0.60D+0.70E+0.60H 1.20 k-ft 4.555 k-ft 3.796 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 inA2 in^2 k-ft X-X.+1.40D+1.60H 0.70 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+1.40D+1.60H 0.70 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7250 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0,7250 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.9125 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1,60L+0.50S+1.60H 0.9125 -Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.0 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1,60H 1.0 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.250 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.250 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.60 +Z Bottom 0.2592 Min TemD% 0.3720 14,333 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.60 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.850 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.850 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+0.50L+W+1,60H 1.225 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X.+1.20D+0,50Lr+0.50L+W+1.60H 1.225 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1,413 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.413 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 0.850 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1,60H 0.850 -Z Bottom 0.2592 Min TemD% 0,3720 14.333 OK X-X,+0.90D+W+0,90H 0.950 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 0.950 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+0.90D+E+0.90H 0.5750 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X.+0.90D+E+0.90H 0.5750 -Z Bottom 0,2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.1402 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 1.260 +X Bottom 0.2592 Min TemD% 0.3720 14,333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.1451 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.305 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.3327 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.492 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 0.2010 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1,20D+1.60Lr+0.50L+1.60H 1.801 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.3503 -X Bottom 0.2592 Min TemD% 0.3720 14,333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 2.150 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.8002 -X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 2.40 +X Bottom 0.2592 Min TemD% 0.3720 14,333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.9503 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.750 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.4452 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1.60H 2.005 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1,60H 0.6327 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.192 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1,20D+0.50L+0.20S+E+1.60H 0.3301 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?nnhv6.2;DE.2016. :59PM [General Footing File=clDOCUME-11OintonlMYD000-11ENERCA-1179%.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 0.0O: i DESIGN ASSOCIATES Description: N1 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z.+1.20D+0.50L+0.20S+E+1.60H 1.370 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 0.3902 -X Bottom 0.2592 Min Temo% 0,3720 14.333 OK Z-Z,+0.90D+W+0.90H 1.510 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 0.2151 -X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 0.9349 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1,40D+1.60H 4.148 osi 4.148 osi 4.148 osi 4.148 osi 4.148 psi 75 Dsi 0.05531 OK +1.20D+0.50Lr+1.60L+1.60H 4.296 osi 4.296 psi 4.296 osi 4.296 osi 4.296 osi 75 osi 0.05728 OK +1.20D+1.60L+0.50S+1.60H 5.407 osi 5.407 osi 5.407 osi 5,407 osi 5.407 osi 75 osi 0.0721 OK +1.20D+1.60Lr+0.50L+1.60H 5.926 osi 5.926 osi 5.926 osi 5.926 osi 5.926 osi 75 osi 0,07901 OK +1.20D+1.60Lr+0.50W+1.60H 7.407 osi 7.407 osi 7.407 osi 7.407 psi 7.407 osi 75 osi 0.09877 OK +1.20D+0,50L+1.60S+1.60H 9.481 osi 9.481 osi 9.481 osi 9,481 osi 9.481 psi 75 osi 0.1264 OK +1.20D+1.60S+0.50W+1.60H 10.963 osi 10.963 osi 10.963 osi 10.963 psi 10.963 osi 75 osi 0.1462 OK +1.20D+0.50Lr+0.50L+W+1.60H 7.259 osi 7.259 osi 7.259 psi 7.259 osi 7.259 osi 75 osi 0.09679 OK +1.20D+0.50L+0.50S+W+1.60H 8.37 osi 8.37 osi 8.37 osi 8.37 psi 8.37 osi 75 osi 0.1116 OK +1.20D+0.50L+0.20S+E+1.60H 5.037 Dsi 5.037 osi 5,037 psi 5.037 osi 5.037 osi 75 psi 0.06716 OK +0.90D+W+0,90H 5.63 Dsi 5.63 osi 5.63 osi 5.63 psi 5.63 Dsi 75 osi 0.07506 OK +0.90D+E+0.90H 3.407 psi 3.407 osi 3.407 osi 3.407 psi 3.407 Dsi 75 osi 0.04543 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 15.728 Dsi 150Dsi 0.1049 OK +1.20D+0.50Lr+1.60L+1.60H 16.29 osi. 150Dsi 0.1086 OK +1.20D+1.60L+0.50S+1.60H 2O.503 Dsi 150osi 0.1367 OK +1.20D+1.60Lr+0.50L+1.60H 22.47 Dsi 150Dsi 0.1498 OK +1.20D+1.60Lr+0.50W+1.60H 28.086 Dsi 150osi 0.1872 OK +1.20D+0.50L+1.60S+1.60H 35.951 Dsi 150osi 0,2397 OK +1.20D+1.60S+0.50W+1.60H 41.568 osi 150osi 0.2771 OK +1.20D+0.50Lr+0.50L+W+1.60H 27.525 psi 150Dsi 0.1835 OK +1.20D+0.50L+0.50S+W+1.60H 31.738 osi 150Dsi 0.2116 OK +1.20D+0.50L+0.20S+E+1.60H 19.099 psi 150osi 0.1273 OK +0,90D+W+0.90H 21.346 psi 150osi 0.1423 OK +0.90D+E+0.90H 12.92 psi 150Dsi 0.08613 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. k Printer;:21 DEC 2016 1ARPkd [General Footing File=c:1DOCUME-11ClintonWYDOCU-11ENERCA-117W,.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130Licensee: DESIGN ASSOCIATES Description: A3 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pci Concrete Density = 1450 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0,00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 8.0 ft Length parallel to Z-Z Axis = 8.0 ft Footing Thicknes = 26 0 in i Pedestal dimensions... co px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = In a Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in _ o N_ II W Reinforcing 8Z Bars parallel to X-X Axis Number of Bars = 11.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 11.0 Reinforcing Bar Sizf = # 6 11-&6 Bars - 11-R6Bals -'� Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H _ P:Column Load = 27.0 10.0 22.0 28.0 31.0 69.0 k OB:Overburden = ksf M-xx = = k-ft M-zz k-ft V-x = 5.0 5.0 1.0 11.0 13.0 4.0 k V-z = 8.0 70.0 k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. NoW 7T DEC.V16 1 A6NA1 General Footing He=c:VMUME-1lCMton1MYD0CU-11ENERCA-11 MOAc6 ENERCALC,INC.19n2015,Build:6.15.12.9.Ver.6.0.25 r KW-06008130 DESIGN ASSOCIATES : Description: A3 DESIGN SUMMARY s- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9353 Soil Bearing 2.806 ksf 3.0 ksf +D+0.750L+0.750S+0.5250E+H about X- PASS 2.885 Overturning-X-X 106.167 k-ft 306,256 k-ft +0.60D+0.70E+0.60H PASS 8.011 Overturning-Z-Z 23.40 k-ft 187.456 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2714 Z Flexure(+X) 16.469 k-ft 60.680 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.2147 Z Flexure(-X) 13.031 k-ft 60.680 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.3993 X Flexure(+Z) 24.227 k-ft 60.680 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1820 X Flexure(-Z) 11.046 k-ft 60.680 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.190 1-way Shear(+X) 14.251 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.190 1-way Shear(-X) 14.251 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.3243 1-way Shear(+Z) 24.326 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1420 1-way Shear(-Z) 10.652 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3515 2-way Punching 52.729 psi 150.0 psi +1.20D+0.50L+0.20S+E+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.7360 0.7360 n/a n/a 0.245 X-X.+D+L+H 3.0 n/a 0.0 1.080 1.080 n/a n/a 0.360 X-X,+D+Lr+H 3.0 n/a 0.0 0.8923 0.8923 n/a n/a 0.297 X-X,+D+S+H 3.0 n/a 0.0 1.174 1.174 n/a n/a 0.391 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.111 1.111 n/a n/a 0.370 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.322 1.322 n/a n/a 0.441 X-X,+D+0.60W+H 3.0 n/a 1.899 0.9068 1.147 n/a n/a 0.382 X-X,+D+0.70E+H 3.0 n/a 13.353 0.2673 2.714 n/a n/a 0.905 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 1.10 1.239 1.419 n/a n/a 0.473 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.9497 1.450 1.630 n/a n/a 0.543 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 7.908 0.9704 2.806 n/a n/a 0.935 X-X,+0.60D+0.60W+0.60H 3.0 n/a 2.663 0.6124 0.8521 n/a n/a 0.284 X-X.+0.60D+0.70E+0.60H 3.0 n/a 16.640 0.0 2.421 n/a n/a 0.807 Z-Z,+D+H 3.0 2.760 n/a n/a n/a 0.6112 0.8609 0,287 Z-Z.+D+L+H 3.0 2.257 n/a n/a n/a 0.930 1.230 0.410 Z-Z,+D+Lr+H 3.0 4.553 n/a n/a n/a 0.6426 1.142 0.381 Z-Z.+D+S+H 3.0 5.539 n/a n/a n/a 0.7741 1.573 0,524 Z-Z,+D+0.750Lr+0.750L+H 3.0 3.474 n/a n/a n/a 0.8739 1.348 0.449 Z-Z,+D+0.750L+0.750S+H 3.0 4.302 n/a n/a n/a 0.9724 1.672 0.557 Z-Z,+D+0.60W+H 3.0 5.065 n/a n/a n/a 0.7071 1.346 0.449 Z-Z,+D+0.70E+H 3.0 2.126 n/a n/a n/a 1.296 1.685 0.562 Z-Z.+D+,0.750Lr+0.750L+0.450W+H 3.0 4.692 n/a n/a n/a 0.9458 1.712 0.571 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 5.237 n/a n/a n/a 1.044 2.036 0.679 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 3.464 n/a n/a n/a 1.486 2.290 0.763 Z-Z.+0.60D+0.60W+0.60H 3.0 5.992 n/a n/a n/a 0.4626 1.002 0.334 Z-Z,+0.60D+0.70E+0.60H 3.0 1.970 n/a n/a n/a 1.052 1.341 0.447 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0,750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H 10.40 k-ft 262.827 k-ft 25.272 OK X-X,+D+0.70E+H 106.167 k-ft 381.627 k-ft 3.595 OK X-X,+D+0.750Lr+0.750L+0.450W+H 7.80 k-ft 340.227 k-ft 43.619 OK X-X,+D+0.750L+0.750S+0.450W+H 7.80 k-ft 394.227 k-ft 50.542 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block'selection. Pant 71 DEC M16. 1:46Wd General FootingFile=c.00CUME-IkointonNYDOCU-11ENERCA-117958.w6 ENERCALC,INC 1983-2015,Buiki:6.15.12.9,Ver.6.0.25 KW-06008130ASSOCIATES Description: A3 Overturning Stability Rotation Axis& Load Combination... Overtuming Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H 79.625 k-ft 483.327 k-ft 6,070 OK X-X,+0.60D+0.60W+0.60H 10.40 k-ft 187.456 k-ft 18.025 OK X-X,+0.60D+0.70E+0.60H 106.167 k-ft 306.256 k-ft 2.885 OK Z-Z,+D+H 10.833 k-ft 188.427 k-ft 17.393 OK Z-Z,+D+L+H 13.0 k-ft 276.427 k-ft 21.264 OK Z-Z,+D+Lr+H 21.667 k-ft 228.427 k-ft 10.543 OK Z-Z,+D+S+H 34.667 k-ft 300.427 k-ft 8.666 OK Z-Z.+D+0,750Lr+0.750L+H 2O.583 k-ft 284.427 k-ft 13.818 OK Z-Z,+D+0.750L+0.750S+H 30.333 k-ft 338.427 k-ft 11.157 OK Z-Z,+D+0.60W+H 27.733 k-ft 262.827 k-ft 9.477 OK Z-Z,+D+0,70E+H 16.90 k-ft 381.627 k-ft 22,581 OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 33.258 k-ft 340.227 k-ft 10.230 OK Z-Z,+D+0.750L+0.750S+0.450W+H 43.008 k-ft 394.227 k-ft 9.166 OK Z-Z.+D+0.750L+0.750S+0.5250E+H 34,883 k-ft 483.327 k-ft 13.856 OK Z-Z,+0,60D+0.60W+0.60H 23.40 k-ft 187.456 k-ft 8.011 OK Z-Z,+0.60+0.70E+0.601-1 12.567 k-ft 306.256 k-ft 24.371 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in^2 inA2 in^2 k-ft X-X,+1.40D+1.60H 4.725 +Z Bottom 0.5616 Min TemD% 0.6050 60,680 OK X-X,+1.40D+1.60H 4.725 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 9.075 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 9.075 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+1.60L+0.50S+1,60H 10.20 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+1.60L+0.50S+1.60H 10.20 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 7.425 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 7,425 -Z Bottom 0.5616 Min TemD% 0.6050 60,680 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 8,529 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 7.446 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X.+1.20D+0.50L+1.60S+1.60H 11.025 +Z Bottom 0.5616 Min Temp% 0.6050 60.680 OK X-X.+1.20D+0.50L+1.60S+1.60H 11.025 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+1.60S+0.50W+1.60H 12.129 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+1.60S+0.50W+1.60H 11.046 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 11.008 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 8.842 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 12.133 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+0.50L+0.50S+W+1,60H 9.967 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 24,227 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 5.273 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X.+0.90D+W+0.90H 7.996 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X.+0.90D+W+0.90H 5.829 -Z Bottom 0.5616 Min Temp% 0.6050 60.680 OK X-X.+0.90D+E+0.90H 21.141 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+0.90D+E+0.90H 2.185 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.40D+1.60H 3.777 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z.+1.40D+1.60H 5.673 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1,20D+0.50Lr+1.60L+1.60H 7.708 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 10.442 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 8.427 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 11.973 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1,20D+1.60Lr+0.50L+1.60H 5.462 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 9,388 +X Bottom 0,5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 5,212 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z.+1.20D+1.60Lr+0.50W+1,60H 10.763 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1,20D+0.50L+1.60S+1,60H 7.762 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 14.288 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 7.513 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 15.662 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 6.947 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 12.903 +X Bottom 0,5616 Min TemD% 0.6050 60.680 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 7.666 -X Bottom 0.5616 Min TemD% 0.6050 60,680 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 14.434 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 13.031 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 DEC:2016, '-46P M General FootingFile=c:OGCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 11111 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-0660-8130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: A3 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z.+1.20D+0.50L+0.20S+E+1.60H 16,469 +X Bottom 0.5616 Min Temp% 0.6050 60.680 OK Z-Z,+0.90D+W+0,90H 4,543 -X Bottom 0.5616 Min Temp% 0,6050 60.680 OK Z-Z,+0.90D+W+0.90H 9.282 +X Bottom 0.5616 Min Temp% 0,6050 60.680 OK Z-Z,+0.90D+E+0.90H 10.512 -X Bottom 0.5616 Min Temp% 0.6050 60.680 OK Z-Z,+0.90D+E+0.90H 12.813 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 4.565 osi 4.565 Dsi 4.565 Dsi 4.565 Dsi 4.565 Dsi 75 Dsi 0,06087 OK +1,20D+0.50Lr+1.60L+1.60H 8.768 psi 8.768 psi 8.768 Dsi 8.768 osi 8.768 psi 75 Dsi 0.1169 OK +1.20D+1.60L+0.50S+1.60H 9,855 osi 9,855 osi 9.855 Dsi 9.855 Dsi 9.855 osi 75 osi 0.1314 OK +1.20D+1.60Lr+0,50L+1.60H 7.174 psi 7.174 Dsi 7.174 osi 7,174 osi 7.174 psi 75 Dsi 0.09565 OK +1.20D+1.60Lr+0.50W+1.60H 7.717 osi 7.717 Dsi 7.142 Dsi 8.293 Dsi 8.293 osi 75 osi 0.1106 OK +1.20D+0.50L+1.60S+1.60H 10.652 Dsi 10.652 Dsi 10.652 Dsi 10.652 osi 10.652 psi 75 osi 0.142 OK +1.20D+1.60S+0.50W+1.60H 11.196 osi 11.196 Dsi 10.62 Dsi 11.771 Dsi 11.771 osi 75 osi 0,157 OK +1.20D+0.50Lr+0.50L+W+1.60H 9.589 Dsi 9.589 psi 8.438 osi 10,741 osi 10.741 osi 75 osi 0,1432 'OK +1.20D+0.50L+0.50S+W+1.60H 10.676 Dsi 10.676 osi 9.525 Dsi 11.828 osi 11.828 osi 75 Dsi 0.1577 OK +1.20D+0.50L+0.20S+E+1.60H 14.251 osi 14.251 Dsi 4.177 osi 24.326 osi 24.326 osi 75 osi 0.3243 OK +0.90D+W+0.90H 6.679 Dsi 6.679 osi 5.527 Dsi 7.83 osi 7.83 osi 75 Dsi 0.1044 OK +0.90D+E+0.90H 11.268 psi 11.268 osi 1.193 Dsi 21.344 Dsi 21.344 Dsi 75 Dsi 0.2846 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 16.891 Dsi 150Dsi 0.1126 OK +1.20D+0.50Lr+1.60L+1.60H 32.442 psi 150osi 0.2163 OK +1.20D+1.60L+0.50S+1.60H 36.464 osi 150Dsi 0.2431 OK +1.20D+1,60Lr+0.50L+1.60H 26.543 psi 150osi 0.177 OK +1.20D+1.60Lr+0.50W+1.60H 28,554 Dsi 150osi 0.1904 OK +1.20D+0.50L+1.60S+1.60H 39.413 osi 150Dsi 0.2628 OK +1.20D+1.60S+0.50W+1.60H 41.424 psi 150osi 0.2762 OK +1.20D+0.50Lr+0.50L+W+1.60H 35.481 osi 150osi 0.2365 OK +1.20D+0.50L+0.50S+W+1.60H 39.502 osi 150Dsi 0.2633 OK +1.20D+0.50L+0.20S+E+1.60H 52.729 osi 150Dsi 0.3515 OK +0.90D+W+0.90H 24.711 Dsi 150osi 0.1647 OK +0.90D+E+0.90H 41.692 osi 150Dsi 0.2779 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ifinlN T[*..(,2016.1-%PM General FootingFile=c1D000ME-11OintmWYD000-1tENERCA-1179WA" ENERCALC,INC.19a2015,Build:6.15.12.9.Ver.6.0.25 1:11: ASSOCIATES Description: G3 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 250 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1 0 : 1 Min.Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 6.0 ft Length parallel to Z-Z Axis - 6.0 ft Footing Thicknes = 180 in Pedestal dimensions... � _x px:parallel to X-X Axis = in l pz:parallel to Z-Z Axis = in Height - in m CL Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in , �o w Reinforcing s o Bars parallel to X-X Axis Number of Bars = 8.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 8.0 Reinforcing Bar Siz1 = # 5 9-0 5B.. ; Bandwidth Distribution Check (ACI 15.4.4.2) — - " . '"°, "• - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 35.0 16.0 24.0 34.0 24.0 2.0 k OB:Overburden = ksf — -— — — — . _—......— M xx k-ft M-zz = k-ft V-x k - V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?ranted:27 DEC 2016, 1 An?M LGerleral Footing File=c:IDOCUME-11ClintonWYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.198&2015.Build:6.15.12.9.Vec6.0 25 0.i0: Licensee: DESIGN ASSOCIATES Description G3 DESIGN SUMMARY is- . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8993 Soil Bearing 2.698 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5019 Z Flexure(+X) 13.550 k-ft 26.996 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.5019 Z Flexure(-X) 13.550 k-ft 26.996 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.5019 X Flexure(+Z) 13.550 k-ft 26.996 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0,5019 X Flexure(-Z) 13.550 k-ft 26.996 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.4015 1-way Shear(+X) 30.111 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4015 1-way Shear(-X) 30.111 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4015 1-way Shear(+Z) 30.111 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4015 1-way Shear(-Z) 30.111 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.7708 2-way Punching 115.627 psi 150.0 psi +1.20D+0.50L+1,60S+1,60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 1.190 1.190 n/a n/a 0.397 X-X,+D+L+H 3.0 n/a 0.0 1.856 1.856 n/a n/a 0,619 X-X.+D+Lr+H 3.0 n/a 0.0 1.634 1.634 n/a n/a 0.545 X-X,+D+S+H 3.0 n/a 0.0 2.134 2.134 n/a n/a 0.711 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 2.023 2.023 n/a n/a 0.674 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 2.398 2.398 n/a n/a 0.799 X-X,+D+0.60W+H 3.0 n/a 0.0 1.590 1.590 n/a n/a 0.530 X-X.+D+0.70E+H 3.0 n/a 0.0 1.229 1.229 n/a n/a 0.410 X-X,+D+0.750Lr+0,750L+0.450W+H 3.0 n/a 0.0 2.323 2,323 n/a n/a 0.774 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 2.698 2.698 n/a n/a 0.899 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 2.427 2.427 n/a n/a 0,809 X-X,+0,60D+0.60W+0.60H 3.0 n/a 0.0 1.114 1.114 n/a n/a 0.371 X-X.+0.60D+0.70E+0.60H 3.0 nla 0.0 0.7527 0.7527 n/a n/a 0.251 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 1.190 1.190 0.397 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 1.856 1.856 0.619 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 1.634 1.634 0.545 Z-Z,+D+S+H 3,0 0.0 n/a n/a n/a 2.134 2.134 0.711 Z-Z.+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 2.023 2.023 0.674 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 2.398 2.398 0,799 Z-Z,+D+0.60W+H 3.0 0.0 n/a n/a n/a 1.590 1.590 0.530 Z-Z.+D+0.70E+H 3.0 0.0 n/a n/a n/a 1.229 1.229 0.410 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 0.0 n/a n/a n/a 2.323 2.323 0,774 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 0.0 n/a n/a n/a 2.698 2.698 0.899 Z-Z,+D+0.750L+0,750S+0.5250E+H 3.0 0.0 n/a n/a n/a 2.427 2.427 0.809 Z-Z,+0.60D+0.60W+0,60H 3.0 0.0 n/a n/a n/a 1.114 1.114 0.371 Z-Z,+0.60D+0.70E+0.60H 3.0 0.0 n/a n/a n/a 0.7527 0.7527 0.251 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 OEG 2016. :4nPM General FootingFile=c:roOCUME-ilGlnimNYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130ASSOCIATES Description: r j Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 6.125 +Z Bottom 0.3888 Min Temp% 0,4133 26.996 OK X-X,+1.40D+1.60H 6,125 -Z Bottom 0.3888 Min Temp% 0.4133 26,996 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prntee:27 i)EC 2016, 146Pf.1 General FootingFile=c:IDOCUME-11Ginton\MYDOCU-11ENERCA-1V958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.0.25 1:11: ASSOCIATES Description: G3 Footing Flexure Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X.+1.20D+0.50Lr+1.60L+1.60H 11.050 +Z Bottom 0.3888 Min Temp% 0.4133 26,996 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 11.050 -Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X.+1.20D+1.60L+0.50S+1.60H 12,175 +Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+1.20D+1.60L+0.50S+1.60H 12.175 -Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+1.20D+1.60Lr+0,50L+1.60H 9.950 +Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 9.950 -Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 9.950 +Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 9.950 -Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+1.20D+0.50L+1.60S+1.60H 13.550 +Z Bottom 0.3888 Min TemD% 0.4133 26.996 OK X-X,+1.20D+0.50L+1.60S+1,60H 13.550 -Z Bottom 0.3888 Min TemD% 0.4133 26.996 OK X-X,+1.20D+1.60S+0.50W+1.60H 13.550 +Z Bottom 0.3888 Min TemD% 0.4133 26.996 OK X-X.+1.20D+1.60S+0.50W+1.60H 13.550 -Z Bottom 0.3888 Min TemD% 0.4133 26.996 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 10.750 +Z Bottom 0.3888 Min TemD% 0,4133 26.996 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 10.750 -Z Bottom 0.3888 Min TemD% 0.4133 26.996 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 11.875 +Z Bottom 0.3888 Min Temo% 0.4133 26.996 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 11.875 -Z Bottom 0.3888 Min TemD% 0,4133 26.996 OK X-X,+1.20D+0.50L+0,20S+E+1.60H 7.850 +Z Bottom 0.3888 Min Temo% 0.4133 26.996 OK X-X.+1.20D+0,50L+0.20S+E+1.60H 7.850 -Z Bottom 0.3888 Min TemD% 0,4133 26.996 OK X-X,+0.90D+W+0,90H 6.938 +Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+0.90D+W+0,90H 6.938 -Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+0.90D+E+0.90H 4.188 +Z Bottom 0.3888 Min Temo% 0.4133 26.996 OK X-X,+0.90D+E+0.90H 4.188 -Z Bottom 0.3888 Min TemD% 0.4133 26.996 OK Z-Z,+1.40D+1,60H 6.125 -X Bottom 0.3888 Min TemD% 0.4133 26.996 OK Z-Z,+1,40D+1.60H 6.125 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 11.050 -X Bottom 0.3888 Min TemD% 0.4133 26.996 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 11.050 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 12.175 -X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1,20D+1.60L+0.50S+1,60H 12.175 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 9.950 -X Bottom 0.3888 Min TemD% 0.4133 26.996 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 9.950 +X Bottom 0,3888 Min Temp% 0.4133 26,996 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 9.950 -X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 9.950 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 13.550 -X Bottom 0.3888 Min TemD% 0.4133 26.996 OK Z-Z,+1.20D+0.50L+1,60S+1.60H 13.550 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z.+1.20D+1,60S+0.50W+1.60H 13.550 -X Bottom 0.3888 Min TemD% 0.4133 26.996 OK Z-Z,+1.20D+1.60S+0,50W+1.60H 13.550 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 10.750 -X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1,60H 10.750 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1,20D+0.50L+0.50S+W+1.60H 11,875 -X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z.+1.20D+0,50L+0.50S+W+1.60H 11.875 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 7.850 -X Bottom 0.3888 Min TemD% 0,4133 26.996 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 7.850 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+0.90D+W+0.90H 6.938 -X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+0.90D+W+0,90H 6.938 +X Bottom 0.3888 Min Temp% 51 0.4133 26.996 OK Z-Z,+0.90D+E+0.90H 4.188 -X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+0.90D+E+0.90H 4.188 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi"Vn Status +1.40D+1.60H 13.611 psi 13.611 psi 13.611 psi 13.611 psi 13.611 psi 75 psi 0.1815 OK +1.20D+0.50Lr+1.60L+1.60H 24.556 psi 24.556 psi 24.556 psi 24.556 psi 24.556 psi 75 psi 0.3274 OK +1.20D+1.60L+0.50S+1.60H 27.056 psi 27.056 Dsi 27.056 Dsi 27.056 psi 27.056 psi 75 Dsi 0.3607 OK +1.20D+1.60Lr+0.50L+1.60H 22.111 Dsi 22.111 psi 22.111 psi 22.111 Dsi 22.111 Dsi 75 Dsi 0.2948 OK +1,20D+1.60Lr+0.50W+1.60H 22.111 Dsi 22.111 Dsi 22,111 Dsi 22.111 Dsi 22.111 psi 75 Dsi 0.2948 OK +1.20D+0.50L+1.60S+1,60H 30.111 Dsi 30.111 psi 30.111 Dsi 30.111 Dsi 30.111 Dsi 75 Dsi 0.4015 OK +1.20D+1.60S+0.50W+1.60H 30.111 psi 30.111 Dsi 30.111 Dsi 30.111 psi 30.111 Dsi 75 Dsi 0.4015 OK +1.20D+0.50Lr+0.50L+W+1.60H 23.889 psi 23.889 Dsi 23.889 psi 23.889 Dsi 23.889 Dsi 75 Dsi 0.3185 OK +1.20D+0.50L+0.50S+W+1.60H 26,389 psi 26.389 Dsi 26.389 Dsi 26.389 Dsi 26.389 psi 75 Dsi 0.3519 OK +1.20D+0.50L+0.20S+E+1.60H 17.444 Dsi 17.444 Dsi 17.444 Dsi 17.444 Dsi 17.444 Dsi 75 psi 0.2326 OK +0.90D+W+0,90H 15.417 Dsi 15.417 Dsi 15,417 Dsi 15.417 Dsi 15.417 Dsi 75 Dsi 0.2056 OK +0.90D+E+0.90H 9.306 Dsi 9.306 Dsi 9.306 psi 9.306 Dsi 9.306 Dsi 75 Dsi 0.1241 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prinjd:27 DES.2016, t46PNI General FootingFile=c:1DOCUME-11ClinbnWYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015.Build:6.15.12.9.%1—r 0.25 KW-06008130ASSOCIATES Description: G3 Punching Shear All units k Load Combination... Vu Phi'Vn Vu I Phi"Vn Status +1.40D+1.60H 52.267 Dsi 150Dsi 0.3484 OK +1.20D+0.50Lr+1.60L+1.60H 94.293 psi 150Dsi 0.6286 OK +1.20D+1.60L+0.50S+1.60H 103.893 Dsi 150Dsi 0.6926 OK +1.20D+1.60Lr+0,50L+1.60H 84.907 Dsi 150Dsi 0.566 OK +1.20D+1.60Lr+0.50W+1.60H 84.907 Dsi 150osi 0.566 OK +1.20D+0.50L+1.60S+1,60H 115.627 Dsi 150Dsi 0.7708 OK +1.20D+1.60S+0.50W+1.60H 115.627 Dsi 150Dsi 0.7708 OK +1.20D+0.50Lr+0.50L+W+1.60H 91.733 Dsi 150Dsi 0,6116 OK +1.20D+0.50L+0.50S+W+1.60H 101.333 Dsi 150Dsi 0.6756 OK +1.20D+0.50L+0.20S+E+1.60H 66.987 psi 150osi 0.4466 OK +0,90D+W+0.90H 59.2 Dsi 150osi 0.3947 OK +0.90D+E+0.90H 35.733 psi 150Dsi 0.2382 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr:ntao'.27 OK'20-5 i 46PN1 General Footing File=c.1DOCUME-11C1inionIMYD000-11ENERCA-117958.w6 11111 ENERCAM INC 1983-2015,Build:6.15.12.9,Ver:6.0 25 KW-08008130 Licensee : STRUCTURAL DESIGN ASSOCIATES Description: M3 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff, = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0.00180 when footing base is below = ft Min,Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 6.0 ft Length parallel to Z-Z Axis . = 6.0 ft Footing Thicknes = 26.0 in I Pedestal dimensions... X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in m Rebar Centerline to Edge of Concrete... i at Bottom of footing = 3.0 in Reinforcing ___ " w Bars parallel to X-X Axis Number of Bars = 8.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 8.0 i Reinforcing Bar Siz( _ # 6 I I,. 0-ffiBcn Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L_ S W E H P:Column Load = 8.0 90 1.0 24.0 28.0 33.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 4.0 50 1 0 11.0 15.0 7.0 k V-z = 8.0 22.0 k Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. Prnted:27 DE;2616, 1APM General Footing File=c:IDOCUME-11ClintonVAYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 0•00: DESIGN ASSOCIATES Description: M3 DESIGN SUMMARY - . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8587 Soil Bearing 2.576 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-i PASS 3.119 Overturning-X-X 33.367 k-ft 104.058 k-ft +0.60D+0.70E+0.60H PASS 3.448 Overturning-Z-Z 24.70 k-ft 85.158 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2232 Z Flexure(+X) 13.147 k-ft 58.898 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.05722 Z Flexure(-X) 3.370 k-ft 58,898 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1691 X Flexure(+Z) 9.959 k-ft 58,898 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1193 X Flexure(-Z) 7.028 k-ft 58.898 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.09152 1-way Shear(+X) 6.864 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.09152 1-way Shear(-X) 6.864 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,1282 1-way Shear(+Z) 9.613 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.08107 1-way Shear(-Z) 6.080 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1736 2-way Punching 26.045 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.5364 0.5364 n/a n/a 0,179 X-X,+D+L+H 3.0 n/a 0.0 0.5642 0.5642 n/a n/a 0,188 X-X.+D+Lr+H 3.0 n/a 0.0 0.7864 0.7864 n/a n/a 0,262 X-X,+D+S+H 3.0 n/a 0.0 1.203 1.203 n/a n/a 0,401 X-X,+D+0.750LrA.750L+H 3.0 n/a 0.0 0.7447 0.7447 n/a n/a 0.248 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.057 1.057 n/a n/a 0,352 X-X,+D+0.60W+H 3.0 n/a 3.456 0.7190 1.287 n/a n/a 0.429 X-X,+D+0.70E+H 3.0 n/a 9.441 0.2667 2.089 n/a n/a 0.696 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 2.375 0.8817 1,308 n/a n/a 0.436 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 1.848 1.194 1.620 n/a n/a 0,540 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 5.422 0.8549 2.222 n/a n/a 0.741 X-X.+0.60D+0.60W+0.60H 3.0 n/a 4.397 0.5044 1.073 n/a n/a 0.358 X-X,+0.60D+0.70E+0.60H 3.0 n/a 11.544 0.05210 1.875 n/a n/a 0,625 Z-Z,+D+H 3.0 5.386 n/a n/a n/a 0,2997 0.7731 0,258 Z-Z.+D+L+H 3.0 6.401 n/a n/a n/a 0.2683 0.8601 0.287 Z-Z,+D+Lr+H 3.0 8.266 n/a n/a n/a 0.2538 1.319 0.440 Z-Z.+D+S+H 3.0 9.005 n/a n/a n/a 0.3153 2.091 0,697 Z-Z,+D+0.750Lr+0.750L+H 3.0 8.243 n/a n/a n/a 0.2417 1.248 0,416 Z-Z,+D+0.750L+0.750S+H 3.0 8.881 n/a n/a n/a 0.2879 1.827 0,609 Z-Z,+D+0,60W+H 3.0 9.360 n/a n/a n/a 0.2337 1.772 0.591 Z-Z.+D+0.70E+H 3.0 5.456 n/a n/a n/a 0.6513 1.705 0,568 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 10.061 n/a n/a n/a 0.1922 1.997 0,666 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 10.136 n/a n/a n/a 0.2384 2.576 0.859 Z-Z,+D+0,750L+0.750S+0.5250E+H 3.0 7,828 n/a n/a n/a 0.5516 2.525 0.842 Z-Z,+0.60D+0.60W+0.601-1 3.0 10.442 n/a n/a n/a 0.1138 1.463 0.488 Z-Z,+0.60D+0.70E+0.60H 3.0 5.472 n/a n/a n/a 0.5315 1.396 0.465 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+H 10.40 k-ft 108.330 k-ft 10.416 OK X-X,+D+0.70E+H 33.367 k-ft 127.230 k-ft 3.813 OK X-X,+D+0.750Lr+0.750L+0.450W+H 7.80 k-ft 118.230 k-ft 15.158 OK X-X,+D+0.750L+0.750S+0.450W+H 7.80 k-ft 151.980 k-ft 19.485 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. wr:ntetl:27 nB]?016 :46?M LGeneral Footing File=c:1DOCUME-11ClintonNYDOCU-11ENERCA-117958.ec6 ENERCALC,INC 19632015,Build:6.15.12.9.Ver6.0.25 0•00 DESIGN ASSOCIATES Description: M3 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H 25.025 k-ft 166.155 k-ft 6.640 OK X-X,+0.60D+0.60W+0.60H 10.40 k-ft 85.158 k-ft 8.188 OK X-X,+0.60D+0.70E+0.60H 33.367 k-ft 104.058 k-ft 3.119 OK Z-Z,+D+H 8.667 k-ft 57.930 k-ft 6.684 OK Z-Z,+D+L+H 10.833 k-ft 60.930 k-ft 5.624 OK Z-Z.+D+Lr+H 19.50 k-ft 84.930 k-ft 4.355 OK Z-Z,+D+S+H 32.50 k-ft 129.930 k-ft 3.998 OK Z-Z,+D+0.750Lr+O.750L+H 18.417 k-ft 80.430 k-ft 4.367 OK Z-Z,+D+0.750L+0.750S+H 28.167 k-ft 114.180 k-ft 4.054 OK Z-Z,+D+0.60W+H 28.167 k-ft 108.330 k-ft 3.846 OK Z-Z,+D+0.70E+H 19.283 k-ft 127.230 k-ft 6.598 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 33.042 k-ft 118,230 k-ft 3.578 OK Z-Z,+D+0.750L+0.750S+0.450W+H 42.792 k-ft 151.980 k-ft 3.552 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 36.129 k-ft 166.155 k-ft 4.599 OK Z-Z,+0.60D+0.60W+0.60H 24.70 k-ft 85.158 k-ft 3.448 OK Z-Z,+0.60D+0.70E+0.60H 15.817 k-ft 104.058 k-ft 6.579 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in^2 inA2 in"2 k-ft X-X,+1.40D+1.60H 1.40 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.40D+1.60H 1.40 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.963 +Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 1.963 -Z Bottom 0.5616 Min Temo% 0.5867 58.898 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.90 +Z Bottom 0.5616 Min Temp% 0,5867 58.898 OK X-X.+1.20D+1.60L+0,50S+1.60H 2.90 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 3,063 +Z Bottom 0.5616 Min Temp% 0,5867 58.898 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 3.063 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 5.472 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 4.028 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X.+1.20D+0.50L+1.60S+1.60H 6.063 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+0,50L+1.60S+1.60H 6.063 -Z Bottom 0.5616 Min TemD% 0,5867 58,898 OK X-X,+1,20D+1.60S+0.50W+1.60H 8.472 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1.60S+0.50W+1.60H 7.028 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 6.769 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 -OK X-X,+1.20D+0.50Lr+0.50L+W+1,60H 3.881 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X.+1.20D+0.50L+0,50S+W+1.60H 7.707 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 4.818 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 9.959 +Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 2.016 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+0.90D+W+0.90H 5.844 +Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+0.90D+W+0,90H 2.956 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+0.90D+E+0.90H 8.996 +Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+0.90D+E+0.90H 1.054 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1.40D+1.60H 0.3892 -X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1.40D+1.60H 2.411 +X Bottom 0.5616 Min Two% 0.5867 58.898 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.3560 -X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.569 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z.+1.20D+1,60L+0.50S+1.60H 0.7520 -X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1,20D+1.60L+0.50S+1.60H 5.048 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.6618 -X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 5.463 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.086 -X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 8.414 +X Bottom 0.5616 Min Temp% 0,5867 58.898 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.929 -X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 10.196 +X Bottom 0.5616 Min Temp% 0,5867 58,898 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.353 -X Bottom 0.5616 Min TemD% 0,5867 58.898 OK Z-Z,+1.20D+1.60S+0.50W+1,60H 13.147 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1,60H 1.209 -X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z.+1.20D+0,50Lr+0.50L+W+1.60H 9.441 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1,20D+0.50L+0.50S+W+1.60H 1.605 -X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z.+1.20D+0,50L+0.50S+W+1.60H 10.920 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 3.370 -X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. _ °rnteu:27 DEC 2016.1:46PM General FootingFile=cOMME-11C1inionlMYDOCU-11ENERCA-1v7%B.eo6 ENERCALC,INC 1983-2015,Build:6.15.129.Ver.6.0.25 i.s0 DESIGN ASSOCIATES Description: M3 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 in^2 k-ft Z-Z.+1.20D+0.50L+0.20S+E+1.60H 8.605 +X Bottom 0.5616 Min Temo% 0.5867 58.898 OK Z-Z,+0,90D+W+0,90H 1.043 -X Bottom 0.5616 Min Temo% 0,5867 58.898 OK Z-Z,+0.90D+W+0.90H 7.757 +X Bottom 0.5616 Min Temo% 0.5867 58.898 OK Z-Z,+0.90D+E+0.90H 3.112 -X Bottom 0.5616 Min Temo% 0.5867 58.898 OK Z-Z,+0.90D+E+0.90H 6.938 +X Bottom 0.5616 Min Temo% 0.5867 58.898 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 1.24 osi 1,24 Dsi 1.24 osi 1.24 psi 1.24 psi 75 osi 0.01653 OK +1.20D+0.50Lr+1.60L+1.60H 1,738 osi 1.738 osi 1.738 osi 1,738 osi 1.738 osi 75 osi 0.02318 OK +1.20D+1.60L+0.50S+1.60H 2.568 osi 2.568 osi 2.568 osi 2.568 osi 2,568 osi 75 osi 0.03425 OK +1.20D+1.60Lr+0.50L+1.60H 2.712 psi 2.712 osi 2.712 osi 2.712 osi 2.712 osi 75 osi 0.03617 OK +1.20D+1.60Lr+0.50W+1.60H 4.207 osi 4.207 psi 3.423 osi 4.99 osi 4.99 osi 75 osi 0.06654 OK +1.20D+0.50L+1.60S+1.60H 5.369 osi 5.369 osi 5.369 osi 5.369 osi 5.369 osi 75 osi 0.07159 OK +1.20D+1.60S+0.50W+1.60H 6.864 osi 6.864 osi 6.08 psi 7.648 osi 7.648 osi 75 osi 0.102 OK +1.20D+0.50Lr+0.50L+W+1.60H 4.716 osi 4.716 osi 3.149 osi 6.283 osi 6.283 osi 75 osi 0.08378 OK +1.20D+0.50L+0.50S+W+1.60H 5.547 osi 5.547 osi 3.979 osi 7.114 osi 7.114 osi 75 osi 0,09485 OK +1.20D+0.50L+0.20S+E+1.60H 5.303 osi 5.303 osi 0.9933 osi 9.613 osi 9.613 osi 75 osi 0.1282 OK +0.90D+W+0,90H 3.897 osi 3.897 osi 2.33 osi 5.464 osi 5.464 osi 75 osi 0.07285 OK +0.90D+E+0.90H 4.45 osi 4.45 osi 0.1408 osi 8.76 osi 8.76 osi 75 psi 0.1168 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1,60H 4.705 osi 150osi 0.03137 OK +1.20D+0.50Lr+1.60L+1.60H 6.595 osi 150osi 0.04397 OK +1.20D+1.60L+0.50S+1.60H 9.746 osi 150osi 0.06497 OK +1.20D+1.60Lr+0.50L+1.60H 10,292 osi 150osi 0.06861 OK +1.20D+1.60Lr+0.50W+1.60H 15.963 osi 150osi 0.1064 OK +1.20D+0.50L+1.60S+1.60H 2O.374 osi 150osi 0.1358 OK +1.20D+1.60S+0.50W+1.60H 26.045 osi 150osi 0.1736 OK +1.20D+0.50Lr+0.50L+W+1.60H 17.895 psi 150osi 0.1193 OK +1.20D+0.50L+0.50S+W+1.60H 21.046 osi 1500si 0.1403 OK +1.20D+0.50L+0.20S+E+1.60H 2O.122 osi 150osi 0,1341 OK +0.90D+W+0.90H 14,787 psi 150osi 0.09858 OK +0.90D+E+0.90H 16.887 osi 150Dsi 0.1126 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. On:rt,, 27 DEC 2016, i,46P61 General Footing File=c:1DOCUME-11ClintonNYDOCU-11ENERCA-1\7958.ec6 ENERCALC,INC 19a2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130ASSOCIATES , Description: A_4 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0,00180 when footing base is below = ft Min.Overturning Safety Factor = 1 0 :1 Min.Sliding Safety Factor = 1.0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 10.0 ft Length parallel to Z-Z Axis — 10.0 ft Footing Thicknes = 26.0 in Pedestal dimensions... x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete.. 19 at Bottom of footing = 3.0 in — zo u Reinforcing — 10 °" w Bars parallel to X-X Axis Number of Bars = 13.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 13.0 Reinforcing Bar SizE _ # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads 0 Lr L S W E H P:Column Load = 38.0 29.0 64.0 70.0 71.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 19.0 22.0 46.0 460 430 9.0 k V-z = 80 70.0 k Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr:nhc:27 OEC 2016, '46PM General FootingFile= OMUME-11CliotonNYDOCU-11ENERCA-11T958.BC6 ENERCALC,INC 1983-2015,Build:6.15.12.9,Ver.6.0.25 i.i0: DESIGN ASSOCIATES Description: A-4 DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9537 Soil Bearing 2.861 ksf 3.0 ksf +D+0,750L+0.750S+0.450W+H about Z-Z- PASS 4.302 Overturning-X-X 106.167 k-ft 456.750 k-ft +0.60D+0.70E+0.60H PASS 2.465 Overturning-Z-Z 140.833 k-ft 347.083 k-ft +D+L+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6202 Z Flexure(+X) 35.644 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1796 Z Flexure(-X) 10.323 k-ft 57.470 k-ft +0.90D+E+0.90H PASS 0.4134 X Flexure(+Z) 23.756 k-ft 57.470 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.3905 X Flexure(-Z) 22.442 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.280 1-way Shear(+X) 20.996 psi 75.0 psi +1.20D+1.60S+0,50W+1,60H PASS 0.280 1-way Shear(-X) 20.996 psi 75.0 psi +1.20D+1.60S+0,50W+1.60H PASS 0,2931 1-way Shear(+Z) 21.981 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.2745 1-way Shear(-Z) 20.589 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.5535 2-way Punching 83.025 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination__... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0,231 X-X.+D+L+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0,231 X-X,+D+Lr+H 3.0 n/a 0.0 0.9842 0.9842 n/a n/a 0.328 X-X,+D+S+H 3.0 n/a 0.0 1.334 1.334 n/a n/a 0.445 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.9117 0.9117 n/a n/a 0,304 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.174 1.174 n/a n/a 0.391 X-X,+D+0.60W+H 3.0 n/a 1.120 1.053 1.176 n/a n/a 0.392 X-X,+D+0.70E+H 3.0 n/a 10.695 0.5648 1.818 n/a n/a 0,606 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.7630 1.181 1.273 n/a n/a 0,424 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0,6285 1.443 1.535 n/a n/a 0,512 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 6.177 1.077 2,017 n/a n/a 0,672 X-X,+0.60D+0.60W+0.60H 3.0 n/a 1.492 0.7751 0.8979 n/a n/a 0.299 X-X,+0.60D+0.70E+0.60H 3.0 n/a 13.946 0.2871 1.540 n/a n/a 0,513 Z-Z,+D+H 3.0 7.116 n/a n/a n/a 0.4513 0.9371 0.312 Z-Z.+D+L+H 3.0 24.346 n/a n/a n/a 0.0 1.543 0.514 Z-Z.+D+Lr+H 3.0 10.832 n/a n/a n/a 0.4601 1,508 0,503 Z-Z.+D+S+H 3.0 12.667 n/a n/a n/a 0.5033 2.165 0.722 Z-Z,+D+0,750Lr+0.750L+H 3.0 19.963 n/a n/a n/a 0.01683 1,807 0,602 Z-Z,+D+0.750L+0.750S+H 3.0 19.486 n/a n/a n/a 0.04923 2.299 0.766 Z-Z,+D+0.60W+H 3.0 10.454 n/a n/a n/a 0,5415 1.687 0.562 Z-Z,+D+0.70E+H 3.0 5.522 n/a n/a n/a 0.8677 1.515 0,505 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 18.938 n/a n/a n/a 0.08448 2.369 0.790 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 18.743 n/a n/a n/a 0.1169 2.861 0,954 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 15.585 n/a n/a n/a 0.3616 2.732 0.911 Z-Z,+0.60D+0.60W+0.60H 3.0 11.562 n/a n/a n/a 0.3610 1.312 0.437 Z-Z.+0.60D+0.70E+0.60H 3.0 5.038 n/a n/a n/a 0.6872 1.140 0,380 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H 10.40 k-ft 557.08 k-ft 53.566 OK X-X.+D+0.70E+H 106.167 k-ft 595.58 k-ft 5.610 OK X-X,+D+0.750Lr-4750L+0.450W+H 7.80 k-ft 613.33 k-ft 78.632 OK X-X,+D+0.750L+0.750S+0.450W+H 7.80 k-ft 744.58 k-ft 95.459 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. AMWl 27 DEC 2016, 1'4611d General Footing File=c:1DOCUME-lCrmImNYDOCU-MNERCA-117966.ec6 ENERCALC,INC.1902016,Build:6.15.12.9,Ver.6.0.25 KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: A_4 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+0.750L+0.750S+0.5250E+H 79.625 k-ft 773,46 k-ft 9.714 OK X-X,+0.60D+0.60W+0.60H 10.40 k-ft 418.250 k-ft 40,216 OK X-X,+0,60D+0.70E+0.601-1 106.167 k-ft 456.750 k-ft 4.302 OK Z-Z,+D+H 41.167 k-ft 347.083 k-ft 8.431 OK Z-Z,+D+L+H 140.833 k-ft 347.083 k-ft 2.465 OK Z-Z.+D+Lr+H 88.833 k-ft 492.083 k-ft 5.539 OK Z-Z,+D+S+H 140.833 k-ft 667.08 k-ft 4.737 OK Z-Z,+D+0.750Lr+0.750L+H 151.667 k-ft 455.833 k-ft 3.005 OK Z-Z,+D+0.750L+0.750S+H 190.667 k-ft 587.08 k-ft 3.079 OK Z-Z,+D+0.60W+H 97.067 k-ft 557.08 k-ft 5.739 OK Z-Z,+D+0.70E+H 54.817 k-ft 595.58 k-ft 10.865 OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 193,592 k-ft 613.33 k-ft 3.168 OK Z-Z,+D+0.750L+0.750S+0.450W+H 232.592 k-ft 744.58 k-ft 3.201 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2O0.904 k-ft 773.46 k-ft 3.850 OK Z-Z,+0.60D+0.60W+0.60H 80.60 k-ft 418.250 k-ft 5.189 OK Z-Z,+0.60D+0.70E+0.60H 38.350 k-ft 456.750 k-ft 11.910 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in12 inA2 inA2 k-ft X-X.+1.40D+1.60H 6.650 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.40D+1.60H 6.650 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7.513 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 7.513 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.70 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+1.60L+0.50S+1.60H 9.70 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50L+1,60H 11.50 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 11.50 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+1.60Lr+0.50W+1.60H 16.308 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 15.442 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+1.60S+1.60H 18.50 +Z Bottom 0.5616 Min TemD% 0.5720 57,470 OK X-X,+1.20D+0.50L+1.60S+1.60H 18.50 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60S+0.50W+1.60H 23.308 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60S+0.50W+1.60H 22.442 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 17.129 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 15.396 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 19.316 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 17,584 -Z Bottom 0.5616 Min TemD% 0,5720 57.470 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 23.756 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 8.594 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+W+0.90H 13.891 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+0.90D+W+0.90H 12.159 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+E+0.90H 2O.731 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+E+0.90H 5.569 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 3.769 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.40D+1.60H 9.531 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.474 -X Too 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 19.790 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+1,60L+0.50S+1.60H 2.749 -X ToD 0.5616 Min TemD% 0.5720 57,470 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 23.117 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 2.727 -X Bottom 0,5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 2O.273 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 7.265 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 24.485 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 5.569 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 31.431 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 10.106 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1,20D+1.60S+0.50W+1.60H 35.644 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 5.454 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 27.071 +X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 6.342 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 30.558 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 9.244 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prntrd:21 0FC 2C16, ,46M.1 General FootingFile=c:OOCUME-11ClintonlMYD000-11ENERCA-iv958.ec6 ENERCALC,INC.1983-2015.Build:6.1512.9,Ver:6.0.25 KW-06008130ASSOCIATES Description: A_4 Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in12 inA2 inA2 k-ft Z-Z.+1.20D+0.50L+0.20S+E+1.60H 23.106 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+W+0.90H 6.516 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+W+0.90H 19.534 +X Bottom 0.5616 Min TemD% 0.5720 57,470 OK Z-Z,+0.90D+E+0,90H 10,323 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+E+0.90H 15.977 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 6,104 Dsi 6.104 Dsi 6.104 Dsi 6.104 Dsi 6.104 Dsi 75 Dsi 0.08139 OK +1.20D+0.50Lr+1.60L+1.60H 6.895 Dsi 6.895 Dsi 6.896 Dsi 6.896 Dsi 6.896 Dsi 75 Dsi 0.09194 OK +1,20D+1.60L+0.50S+1.60H 8.903 Dsi 8.903 Dsi 8,903 Dsi 8.903 Dsi 8.903 Dsi 75 Dsi 0.1187 OK +1.20D+1.60Lr+0.50L+1.60H 10.556 psi 10.556 Dsi 10.556 Dsi 10.556 Dsi 10.556 Dsi 75 Dsi 0.1407 OK +1.20D+1.60Lr+0,50W+1.60H 14.571 Dsi 14.571 Dsi 14.164 Dsi 14.979 Dsi 14.979 Dsi 75 Dsi 0.1997 OK +1.20D+0.50L+1.60S+1.60H 16.981 Dsi 16.981 Dsi 16.981 psi 16.981 psi 16.981 Dsi 75 Dsi 0.2264 OK +1.20D+1.60S+0.50W+1.60H 2O.996 Dsi 20.996 Dsi 20.589 Dsi 21.404 Dsi 21.404 Dsi 75 Dsi 0.2854 OK +1.20D+0.50Lr+0.50L+W+1.60H 14.927 Dsi 14.927 psi 14.112 psi 15.742 psi 15.742 Dsi 75 Dsi 0.2099 OK +1.20D+0.50L+0.50S+W+1.60H 16.935 Dsi 16.935 Dsi 16.119 Dsi 17.75 Dsi 17.75 Dsi 75 Dsi 0.2367 OK +1.20D+0,50L+0.20S+E+1.60H 14.847 Dsi 14.847 Dsi 7.712 Dsi 21.981 Dsi 21.981 Dsi 75 Dsi 0.2931 OK +0.90D+W+0,90H 11.955 Dsi 11,955 Dsi 11.14 Dsi 12.771 Dsi 12.771 Dsi 75 Dsi 0.1703 OK +0.90D+E+0,90H 12.07 Dsi 12.07 Dsi 4.935 Dsi 19.205 Dsi 19.205 Dsi 75 Dsi 0,2561 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 24.136 Dsi 1501)si 0.1609 OK +1.20D+0.50Lr+1.60L+1.60H 27.403 Dsi 150osi 0.1827 OK +1.20D+1.60L+0.50S+1.60H 35.298 Dsi 150Dsi 0.2353 OK +1.20D+1.60Lr+0.50L+1.60H 41.739 osi 150Dsi 0.2783 OK +1.20D+1.60Lr+0.50W+1.60H 57.618 psi 150osi 0.3841 OK +1.20D+0.50L+1.60S+1.60H 67.146 Dsi 150Dsi 0.4476 OK +1.20D+1.60S+0.50W+1.60H 83.025 psi 150Dsi 0.5535 OK +1.20D+0.50Lr+0.50L+W+1.60H 59.025 Dsi 150Dsi 0.3935 OK +1.20D+0.50L+0.50S+W+1.60H 66.964 psi 150Dsi 0.4464 OK +1.20D+0.50L+0.20S+E+1.60H 58.707 psi 150Dsi 0.3914 OK +0.90D+W+0,90H 47.274 Dsi 150Dsi 0.3152 OK +0.90D+E+0.90H 47.728 psi 150osi 0.3182 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 DEC !41,'M General FootingFde=c.OMU►Y+E-riGinimNYDDCU-11ENERCA-1v958.w6 ENERCALC,INC 1983-2015,Build:6.15129,Ver.6.025 KW-060081 30DESIGN Description: A_9 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy;Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on Footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0.00180 when footing base is below = ft Min,Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 10.0 ft Length parallel to Z-Z Axis 10.0 ft Footing Thicknes = 26.0 in Pedestal dimensions,., x px:parallel to X-X Axis = In pz;parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete.,. ro at Bottom of footing = 30 in 4 4] 11 Reinforcing 10 01, Bars parallel to X-X Axis Number of Bars = 13.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 13.0 Reinforcing BarSizf = # 6LA Bandwidth Distribution Check (ACI 15.4.4,2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P;Column Load = 38.0 29.0 64.0 59.0 3.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 19.0 22.0 46.0 46.0 43.0 90 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. !Wted 27 DEi.2C16 i 47PM General FootingFile=c:IDOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC.INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 DESIGN ASSOCIATES Description: A_9 DESIGN SUMMARY i- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9373 Soil Bearing 2.812 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.465 Overturning-Z-Z 140.833 k-ft 347.083 k-ft +D+L+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6083 Z Flexure(+X) 34.956 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1639 Z Flexure(-X) 9.419 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.3861 X Flexure(+Z) 22.188 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.3861 X Flexure(-Z) 22.188 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.2715 1-way Shear(+X) 20.365 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2715 1-way Shear(-X) 20.365 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2715 1-way Shear(+Z) 20.365 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2715 1-way Shear(-Z) 20.365 psi 75.0 psi +1.20D+1.60S+0.50W+1,60H PASS 0.5369 2-way Punching 80.529 psi 150.0 psi +1.20D+1.60S+0.50W+1,60H Detailed Results Soil Beadng Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0,231 X-X,+D+L+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0,231 X-X.+D+Lr+H 3.0 n/a 0.0 0.9842 0.9842 n/a n/a 0.328 X-X,+D+S+H 3.0 n/a 0.0 1.334 1.334 n/a n/a 0.445 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.9117 0.9117 n/a n/a 0,304 X-X.+D+0.750L+0,750S+H 3.0 n/a 0.0 1.174 1.174 n/a n/a 0.391 X-X,+D+0.60W+H 3.0 n/a 0.0 1.048 1.048 n/a n/a 0.349 X-X,+D+0.70E+H 3.0 n/a 0.0 0.7152 0.7152 n/a n/a 0.238 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.177 1.177 n/a n/a 0.392 X-X.+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.440 1.440 n/a n/a 0,480 X-X,+D+0.750L+0,750S+0,5250E+H 3.0 n/a 0.0 1.190 1.190 n/a n/a 0.397 X-X.+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.7705 0.7705 n/a n/a 0.257 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.4375 0.4375 n/a n/a 0,146 Z-Z,+D+H 3.0 7.116 n/a n/a n/a 0.4513 0.9371 0.312 Z-Z,+D+L+H 3.0 24.346 n/a n/a n/a 0.0 1.543 0.514 Z-Z,+D+Lr+H 3.0 10.832 n/a n/a n/a 0.4601 1.508 0.503 Z-Z.+D+S+H 3.0 12.667 n/a n/a n/a 0.5033 2.165 0.722 Z-Z,+D+0.750Lr+0.750L+H 3.0 19.963 n/a n/a n/a 0.01683 1.807 0.602 Z-Z,+D+0.750L+0.750S+H 3.0 19.486 n/a n/a n/a 0.04923 2.299 0.766 Z-Z.+D+0.60W+H 3.0 11.113 n/a n/a n/a 0.4755 1.621 0.540 Z-Z,+D+0.70E+H 3.0 9.198 n/a n/a n/a 0.3917 1.039 0,346 Z-Z.+D+0,750Lr+0.750L+0.450W+H 3.0 19.735 n/a n/a n/a 0.03498 2.319 0,773 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 19.387 n/a n/a n/a 0.06738 2.812 0.937 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 20.261 n/a n/a n/a 0.004381 2.375 0,792 Z-Z,+0,60D+0.60W+0.60H 3.0 12.553 n/a n/a n/a 0.2950 1.246 0,415 Z-Z,+0.60D+0.70E+0.60H 3.0 10.519 n/a n/a n/a 0.2112 0.6638 0221 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X.+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0,60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?r:nted:2�DEC?Q1G, -,'4,PM General FootingFile=c.00CUME-11ClinionWIYDOCU-11ENERCA-117958.ec6 _ ENERCALC,INC.1983-2015,Build:6.1512.9,Ver.6.0.25 Lie.#;KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: A_9 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X.+0.60D+0.70E+0,60H None 0.0 k-ft Infinity OK Z-Z,+D+H 41.167 k-ft 347.083 k-ft 8.431 OK Z-Z,+D+L+H 140.833 k-ft 347.083 k-ft 2.465 OK Z-Z,+D+Lr+H 88.833 k-ft 492.083 k-ft 5.539 OK Z-Z,+D+S+H 140.833 k-ft 667.08 k-ft 4.737 OK Z-Z,+D+0.750Lr+0.750L+H 151.667 k-ft 455.833 k-ft 3.005 OK Z-Z,+D+0,750L+0.750S+H 190.667 k-ft 587.08 k-ft 3.079 OK Z-Z,+D+0.60W+H 97,067 k-ft 524.08 k-ft 5.399 OK Z-Z.+D+0.70E+H 54.817 k-ft 357.583 k-ft 6.523 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 193.592 k-ft 588.58 k-ft 3.040 OK Z-Z,+D+0.750L+0.750S+0.450W+H 232.592 k-ft 719.83 k-ft 3.095 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2O0.904 k-ft 594.96 k-ft 2,961 OK Z-Z,+0.60D+0.60W+0.601-1 80.60 k-ft 385.250 k-ft 4.780 OK Z-Z.+0.60D+0.70E+0.60H 38.350 k-ft 218.750 k-ft 5.704 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 6.650 +Z Bottom 0.5616 Min Temo% 0.5720 57.470 OK X-X,+1.40D+1.60H 6.650 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7.513 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+1,60L+1,60H 7.513 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1,60L+0.50S+1.60H 9.70 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.70 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1,20D+1.60Lr+0.50L+1.60H 11.50 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 11.50 -Z Bottom 0,5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0,50W+1.60H 15.188 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 15.188 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0,50L+1,60S+1.60H 18.50 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50L+1.60S+1,60H 18.50 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60S+0.50W+1.60H 22.188 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1,20D+1.60S+0.50W+1.60H 22.188 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 14.888 +Z Bottom 0.5616 Min Temp% 0.5720 57,470 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 14.888 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 17.075 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 17.075 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X.+1.20D+0.50L+0,20S+E+1.60H 7.675 +Z Bottom 0.5616 Min Temp% 0.5720 57,470 OK X-X,+1.20D+0.50L+0,20S+E+1.60H 7.675 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X.+0.90D+W+0,90H 11.650 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+0.90D+W+0.90H 11.650 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+0.90D+E+0.90H 4.650 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+0.90D+E+0.90H 4.650 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 3,769 -X Bottom 0,5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.40D+1.60H 9.531 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.474 -X Top 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.20D+0,50Lr+1.60L+1.60H 19.790 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60L+0,50S+1.60H 2.749 -X Top 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 23.117 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.727 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2O.273 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0,50W+1.60H 6.577 -X Bottom 0.5616 Min Temp% 0.5720 57.470 .OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 23.798 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 5.569 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 31.431 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1,60S+0.50W+1.60H 9.419 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 34.956 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 4.079 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1.60H 25.696 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 4.967 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0,50S+W+1.60H 29.183 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.7436 -X Bottom 0,5616 Min Temp% 0.5720 57.470 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?rant ed:2-1 DEC 2016, ':471'K1 General FootingFile=c:1DOCUME-11ClintonNYD0CU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9.Ver.6.0.25 i.00 DESIGN ASSOCIATES Description: A_9 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in12 inA2 inA2 k-ft Z-Z.+1.20D+0.50L+0.20S+E+1.60H 14.606 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+0.90D+W+0,90H 5.141 -X Bottom 0.5616 Min Temp% 0,5720 57.470 OK Z-Z,+0,90D+W+0.90H 18.159 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+E+0.90H 1.823 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+E+0.90H 7.477 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 6.104 Dsi 6.104 Dsi 6.104 Dsi 6.104 Dsi 6.104 Dsi 75 Dsl 0.08139 OK +1.20D+0.50Lr+1.60L+1.60H 6.895 Dsi 6.895 Dsi 6.896 Dsi 6.896 psi 6.896 Dsi 75 psi 0.09194 OK +1.20D+1.60L+0.50S+1.60H 8.903 Dsi 8.903 Dsi 8,903 Dsi 8.903 Dsi 8.903 Dsi 75 Dsi 0.1187 OK +1.20D+1.60Lr+0.50L+1.60H 10.556 Dsi 10.556 Dsi 10.556 Dsi 10.556 Dsi 10.556 Dsi 75 Dsi 0.1407 OK +1.20D+1.60Lr+0.50W+1.60H 13.94 psi 13.94 Dsi 13,94 psi 13.94 Dsi 13.94 psi 75 Dsi 0.1859 OK +1.20D+0.50L+1.60S+1.60H 16,981 Dsi 16.981 Dsi 16.981 Dsi 16.981 Dsi 16.981 Dsi 75 Dsi 0.2264 OK +1.20D+1.60S+0.50W+1.60H 2O.365 Dsi 20.365 psi 20.365 psi 20.365 Dsi 20.365 Dsi 75 Dsi 0.2715 OK +1.20D+0.50Lr+0.50L+W+1.60H 13.665 Dsi 13.665 Dsi 13.665 Dsi 13.665 psi 13.665 Dsi 75 Dsi 0.1822 OK +1.20D+0.50L+0.50S+W+1.60H 15.673 Dsi 15.673 Dsi 15.673 Dsi 15.673 Dsi 15.673 Dsi 75 Dsi 0.209 OK +1.20D+0.50L+0.20S+E+1.60H 7,045 Dsi 7.045 Dsi 7.045 Dsi 7.045 Dsi 7.045 Dsi 75 Dsi 0,09393 OK +0.90D+W+0.90H 10.693 Dsi 10.693 Dsi 10,693 Dsi 10.693 Dsi 10.693 Dsi 75 Dsi 0.1426 OK +0.90D+E+0.90H 4.268 Dsi 4.268 Dsi 4.268 psi 4.268 Dsi 4.268 Dsi 75 Dsi 0.05691 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 24.136 Dsi 150Dsi 0.1609 OK +1,20D+0.50Lr+1.60L+1.60H 27.403 Dsi 150Dsi 0.1827 OK +1.20D+1.60L+0.50S+1.60H 35.298 Dsi 150Dsi 0.2353 OK +1.20D+1.60Lr+0.50L+1.60H 41.739 Dsi 150osi 0.2783 OK +1.20D+1.60Lr+0.50W+1.60H 55.123 psi 150Dsi 0.3675 OK +1.20D+0.50L+1.60S+1.60H 67.146 Dsi 150Dsi 0.4476 OK +1,20D+1.60S+0.50W+1.60H 80.529 psi 150Dsi 0.5369 OK +1.20D+0.50Lr+0.50L+W+1.60H 54.034 Dsi 150Dsi 0.3602 OK +1.20D+0.50L+0.50S+W+1.60H 61.974 Dsi 150Dsi 0.4132 OK +1.20D+0.50L+0.20S+E+1.60H 27.856 Dsi 150Dsi 0.1857 OK +0.90D+W+0.90H 42.284 Dsi 150Dsi 0.2819 OK +0.90D+E+0.90H 16.877 Dsi 150Dsi 0.1125 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Ppntm:2.DEC?016 1 48PM General FootingFile=c:IDOCUME-11ClintonWYDOCU-11ENERCA-117958.ecb ENERCALC.INC.1903.2015,Build:615.12.9.Ver:6.0.25 �1i.r08130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: A_6,7 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff, = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on Footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 Min.Sliding Safety Factor = 1.0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 10.0 ft Length parallel to Z-Z Axis = 10.0 ft Footing Thicknes = 26.0 in Pedestal dimensions... >g x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in M Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in ._ : Reinforcing Bars parallel to X-X Axis Number of Bars = 13.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 13.0 Reinforcing Bar Siz( _ # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 38.0 29.0 64.0 66.0 23.0 k OB:Overburden = ksf M-xx = k-ft M-zz k-ft V-x = 19.0 220 46.0 46.0 43.0 9.0 k V-z — 8.0 22.0 k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 DEC 2016, 1:48PM General FootingFile=c:1DOCUME-11Clinton\MYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: A_6,7 DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9477 Soil Bearing 2.843 ksf 3.0 ksf +D+0.750L+0,750S+0.450W+H about Z-1 PASS 8.654 Overturning-X-X 33.367 k-ft 288.750 k-ft +0,60D+0.70E+0.60H PASS 2.465 Overturning-Z-Z 140.833 k-ft 347.083 k-ft +D+L+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6159 Z Flexure(+X) 35.394 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1715 Z Flexure(-X) 9.856 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.4012 X Flexure(+Z) 23.058 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.3861 X Flexure(-Z) 22.192 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.2769 1-way Shear(+X) 20.767 psi 75.0 psi +1.20D+1,60S+0.50W+1.60H PASS 0.2769 1-way Shear(-X) 20.767 psi 75.0 psi +1.20D+1,60S+0.50W+1.60H PASS 0.2823 1-way Shear(+Z) 21.175 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2715 1-way Shear(-Z) 20.359 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.5474 2-way Punching 82.117 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable __ Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0.231 X-X,+D+L+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0,231 X-X,+D+Lr+H 3.0 n/a 0.0 0.9842 0.9842 n/a n/a 0,328 X-X,+D+S+H 3.0 n/a 0.0 1.334 1.334 n/a n/a 0.445 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.9117 0.9117 n/a n/a 0.304 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.174 1.174 n/a n/a 0,391 X-X,+D+0.60W+H 3.0 n/a 1.145 1.029 1.152 n/a n/a 0.384 X-X,+D+0.70E+H 3.0 n/a 4.682 0.6583 1.052 n/a n/a 0.351 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.7744 1.163 1.255 n/a n/a 0.418 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.6362 1.425 1.517 n/a n/a 0.506 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 2.319 1.147 1.443 n/a n/a 0.481 X-X,+0.60D+0.60W+0.60H 3.0 n/a 1.536 0.7511 0.8739 n/a n/a 0.291 X-X,+0.60D+0.70E+0.60H 3.0 n/a 6.933 0.3806 0.7744 n/a n/a 0.258 Z-Z,+D+H 3.0 7.116 n/a n/a n/a 0.4513 0.9371 0.312 Z-Z,+D+L+H 3.0 24.346 n/a n/a n/a 0.0 1.543 0.514 Z-Z.+D+Lr+H 3.0 10.832 n/a n/a n/a 0.4601 1.508 0.503 Z-Z,+D+S+H 3.0 12.667 n/a n/a n/a 0,5033 2.165 0.722 Z-Z,+D+0.750Lr+0.750L+H 3.0 19.963 n/a n/a n/a 0.01683 1.807 0.602 Z-Z,+D+0.750L+0.750S+H 3.0 19.486 n/a n/a n/a 0.04923 2.299 0,766 Z-Z,+D+0.60W+H 3.0 10.685 n/a n/a n/a 0.5175 1.663 0.554 Z-Z,+D+0.70E+H 3.0 7.692 n/a n/a n/a 0.5317 1.179 0,393 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 19.220 n/a n/a n/a 0.06648 2.351 0.784 Z-Z,+D+0,750L+0.750S+0.450W+H 3.0 18,972 n/a n/a n/a 0.09888 2.843 0,948 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 18.618 n/a n/a n/a 0.1096 2.480 0.827 Z-Z,+0.60D+0.60W+0.60H 3.0 11.904 n/a n/a n/a 0.3370 1.288 0.429 Z-Z,+0.60D+0,70E+0.60H 3.0 7.969 n/a n/a n/a 0.3512 0.8038 0.268 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H 10.40 k-ft 545.08 k-ft 52.412 OK X-X.+D+0.70E+H 33.367 k-ft 427.583 k-ft 12.815 OK X-X,+D+0.750Lr+0.750L+0.450W+H 7.80 k-ft 604.33 k-ft 77.479 OK X-X.+D+0.750L+0.750S+0.450W+H 7.80 k-ft 735.58 k-ft 94.306 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnteo.27 OFC 2616. General Footing File 1DOCUME-11CIinwWYD000-11ENERCA-I%M&ec6 ENERCALC,INC.19n2015,Build:6.15.12.9,Ver:6.0.25 KW-00008130 DESIGN ASSOCIATES , Description: A_6,7 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+0.750L+0.750S+0.5250E+H 25.025 k-ft 647.46 k-ft 25.872 OK X-X,+0,60D+0.60W+0.60H 10.40 k-ft 406.250 k-ft 39.063 OK X-X.+0.60D+0.70E+0.60H 33.367 k-ft 288.750 k-ft 8.654 OK Z-Z,+D+H 41.167 k-ft 347.083 k-ft 8.431 OK Z-Z.+D+L+H 140.833 k-ft 347.083 k-ft 2.465 OK Z-Z,+D+Lr+H 88.833 k-ft 492.083 k-ft 5.539 OK Z-Z.+D+S+H 140.833 k-ft 667.08 k-ft 4.737 OK Z-Z,+D+0.750Lr+0.750L+H 151.667 k-ft 455.833 k-ft 3.005 OK Z-Z.+D+0,750L+0.750S+H 190.667 k-ft 587.08 k-ft 3.079 OK Z-Z,+D+0.60W+H 97.067 k-ft 545.08 k-ft 5.616 OK Z-Z,+D+0.70E+H 54.817 k-ft 427.583 k-ft 7.80 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 193.592 k-ft 604.33 k-ft 3.122 OK Z-Z,+D+0.750L+0.750S+0.450W+H 232.592 k-ft 735.58 k-ft 3.163 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2O0.904 k-ft 647.46 k-ft 3,223 OK Z-Z,+0.60D+0.60W+0.60H 80.60 k-ft 406.250 k-ft 5.040 OK Z-Z,+0.60D+0.70E+0.60H 38.350 k-ft 288.750 k-ft 7.529 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 6.650 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X.+1.40D+1.60H 6.650 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1,20D+0.50Lr+1.60L+1.60H 7.513 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+1,60L+1.60H 7.513 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60L+0.50S+1,60H 9.70 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+1.60L+0.50S+1.60H 9.70 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1,60Lr+0.50L+1.60H 11.50 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 11.50 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 16.058 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 15.192 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+1.60S+1.60H 18.50 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+1.60S+1.60H 18.50 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60S+0.50W+1.60H 23.058 +Z Bottom 0.5616 Min TemD% 0,5720 57.470 OK X-X,+1,20D+1.60S+0.50W+1.60H 22.192 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 16.629 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 14.896 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0,50S+W+1.60H 18.816 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 17.084 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 12,558 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 7.792 -Z Bottom 0,5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+W+0.90H 13.391 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+W+0.90H 11.659 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+0.90D+E+0.90H 9.533 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+E+0.90H 4.767 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 3.769 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 9.531 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+0.50Lr+1,60L+1.60H 3.474 -X Too 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 19.790 +X Bottom 0.5616 Min TemD% 0.5720 57.470 -OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2.749 -X Too 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 23.117 +X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.727 -X Bottom 0,5616 Min Temo% 0.5720 57.470 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 2O.273 +X Bottom 0.5616 Min Temo% 0,5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 7.015 -X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 24.235 +X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z.+1.20D+0,50L+1,60S+1.60H 5.569 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 31.431 +X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 9.856 -X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 35.394 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 4.954 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 26.571 +X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 5.842 -X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z.+1.20D+0.50L+0.50S+W+1,60H 30.058 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 3.244 -X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr, and then using the"Printing& Title Block"selection. PmS,,J.2i DEC 2016 1 40.1 General Footing File=c:MOCUME-11GintanNYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1902015,Build:6.15.12.9.Ver.6.0.25 KW-06008130ASSOCIATES Description: A_6,7 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 inA2 k-ft Z-Z,+1.20D+0.50L+0,20S+E+1.60H 17.106 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+W+0,90H 6.016 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+W+0.90H 19.034 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+0.90D+E+0.90H 4.323 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+0.90D+E+0.90H 9.977 +X Bottom 0.5616 Min TemD% 0.5720 57,470 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1,60H 6,104 osi 6,104 Dsi 6.104 psi 6.104 Dsi 6.104 psi 75 psl 0,08139 OK +1.20D+0.50Lr+1.60L+1,60H 6.895 psi 6.895 psi 6.896 psi 6.896 psi 6.896 psi 75 psi 0.09194 OK +1.20D+1.60L+0.50S+1.60H 8.903 psi 8.903 psi 8.903 psi 8.903 psi 8.903 psi 75 psi 0.1187 OK +1.20D+1.60Lr+0.50L+1.60H 10.556 psi 10.556 psi 10.556 psi 10.556 Dsi 10.556 psi 75 psi 0.1407 OK +1.20D+1.60Lr+0.50W+1.60H 14.342 psi 14.342 psi 13,934 Dsi 14.749 psi 14.749 psi 75 psi 0.1967 OK +1.20D+0,50L+1.60S+1.60H 16.981 psi 16.981 psi 16.981 psi 16.981 Dsi 16.981 Dsi 75 Dsi 0.2264 OK +1.20D+1.60S+0.50W+1,60H 2O.767 Dsi 20.767 Dsi 20.359 Dsi 21.175 psi 21.175 psi 75 psi 0.2823 OK +1.20D+0.50Lr+0.50L+W+1.60H 14.468 Dsi 14.468 Dsi 13.653 Dsi 15.283 psi 15.283 psi 75 psi 0.2038 OK +1.20D+0.50L+0.50S+W+1.60H 16,476 Dsi 16.476 Dsi 15.66 Dsi 17.291 psi 17.291 Dsi 75 psi 0.2306 OK +1.20D+0.50L+0.20S+E+1.60H 9,339 Dsi 9.339 Dsi 7.097 psi 11.582 psi 11.582 psi 75 Dsi 0.1544 OK +0.90D+W+0.90H 11.496 Dsi 11.496 Dsi 10.681 Dsi 12.312 Dsi 12.312 Dsi 75 psi 0.1642 OK +0.90D+E+0.90H 6.563 psi 6.563 psi 4.321 Dsi 8.805 Dsi 8.805 Dsi 75 Dsi 0.1174 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 24.136 psi 150Dsi 0.1609 OK +1.20D+0.50Lr+1.60L+1.60H 27.403 Dsi 150Dsi 0.1827 OK +1.20D+1.60L+0.50S+1.60H 35.298 Dsi 150psi 0.2353 OK +1.20D+1.60Lr+0.50L+1.60H 41.739 Dsi 150psi 0.2783 OK +1.20D+1.60Lr+0.50W+1.60H 56.711 Dsi 150Dsi 0.3781 OK +1.20D+0.50L+1.60S+1.60H 67.146 Dsi 150Dsi 0.4476 OK +1.20D+1.60S+0.50W+1.60H 82.117 psi 150osi 0,5474 OK +1.20D+0.50Lr+0.50L+W+1.60H 57.21 Dsi 150psi 0,3814 OK +1.20D+0.50L+0.50S+W+1.60H 65.149 psi 150osi 0.4343 OK +1.20D+0.50L+0.20S+E+1.60H 36.93 psi 150osi 0,2462 OK +0.90D+W+0.90H 45.459 psi 150psi 0.3031 OK +0.90D+E+0.90H 25.951 psi 150Dsi 0.173 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. ?rater 27()Fi,2,16, 1 48PNI General Footing File=c:IDOCUME-11Clinton\MYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.198&2015,Build:6.15.12.9,Ver:6.0.25 KW-06008130ASSOCIATES Description: M_4 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel /o Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1 0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 10.0 ft Length parallel to Z-Z Axis = 10.0 ft Footing Thicknes = 26.0 in Pedestal dimensions... >' x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... m at Bottom of footing = 3.0 in - o Reinforcing to o•• "- Bars parallel to X-X Axis Number of Bars = 13.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 13.0 Reinforcing Bar Siz( _ # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Li Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 38.0 29.0 64.0 69.0 33.0 k OB:Overburden = ksf M-xx = - - — k-ft^ M-zz = k-ft_ V-x = 19.0 22.0 46.0 46.0 43.0 9.0 k V-z = 8.0 22.0 k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?rnWd 2:DF.C 2016, i 48?M General FootingFile=c000UME-11CliRlonuAYt)OCU-11ENERCa-iV956.ec6 ENERCALC,INC.196&2015,Build:6.15.12 9,Ver.6.0.25 i.s0: ASSOCIATES Description: M_4 DESIGN SUMMARY - . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,9523 Soil Bearing 2,857 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-Z- PASS 9.703 Overturning-X-X 33.367 k-ft 323.750 k-ft +0.60D+0.70E+0.60H PASS 2.465 Overturning-Z-Z 140.833 k-ft 347.083 k-ft +D+L+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6191 Z Flexure(+X) 35.581 k-ft 57.470 k-ft +1,20D+1.60S+0.50W+1.60H PASS 0.1748 Z Flexure(-X) 10.044 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1,60H PASS 0.4045 X Flexure(+Z) 23.246 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.3894 X Flexure(-Z) 22.379 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.2792 1-way Shear(+X) 20,939 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2792 1-way Shear(-X) 20.939 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2846 1-way Shear(+Z) 21.347 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2738 1-way Shear(-Z) 20.531 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.5520 2-way Punching 82.798 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0.231 X-X.+D+L+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0,231 X-X,+D+Lr+H 3.0 n/a 0.0 0.9842 0,9842 n/a n/a 0,328 X-X.+D+S+H 3.0 n/a 0.0 1.334 1.334 n/a n/a 0.445 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.9117 0.9117 n/a n/a 0.304 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.174 1.174 n/a n/a 0,391 X-X.+D+0.60W+H 3.0 n/a 1.126 1,047 1,170 n/a nla 0.390 X-X,+D+0.70E+H 3.0 n/a 4.328 0,7283 1.122 n/a nla 0.374 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.7659 1.176 1.268 n/a n/a 0,423 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.6304 1.439 1.531 n/a n/a 0.510 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 2.229 1.20 1.495 n/a n/a 0.498 X-X,+0.60D+0.60W+0.60H 3.0 n/a 1.503 0.7691 0.8919 n/a n/a 0.297 X-X.+0.60D+0,70E+0.60H 3.0 n/a 6.184 0.4506 0.8444 n/a n/a 0,282 Z-Z,+D+H 3.0 7.116 n/a n/a n/a 0.4513 0.9371 0,312 Z-Z,+D+L+H 3.0 24.346 n/a n/a n/a 0.0 1.543 0.514 Z-Z.+D+Lr+H 3.0 10.832 n/a n/a n/a 0.4601 1.508 0,503 Z-Z.+D+S+H 3.0 12.667 n/a n/a n/a 0.5033 2.165 0.722 Z-Z.+D+0,750Lr+0.750L+H 3.0 19,963 n/a n/a n/a 0.01683 1.807 0.602 Z-Z,+D+0.750L+0.750S+H 3.0 19.486 n/a n/a n/a 0.04923 2.299 0.766 Z-Z,+D+0.60W+H 3.0 10.511 n/a n/a n/a 0.5355 1.681 0.560 Z-Z,+D+0.70E+H 3.0 7.110 n/a n/a n/a 0.6017 1.249 0,416 Z-Z.+D+0.750Lr+0.750L+0.450W+H 3.0 19.008 n/a n/a n/a 0.07998 2.364 0,788 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 18.80 n/a n/a n/a 0.1124 2.857 0.952 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 17.892 n/a n/a n/a 0.1621 2.533 0.844 Z-Z.+0.60D+0,60W+0.60H 3.0 11.646 n/a n/a n/a 0.3550 1.306 0.435 Z-Z,+0.60D+0.70E+0.60H 3.0 7.107 n/a n/a n/a 0.4212 0.8738 0.291 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H 10.40 k-ft 554.08 k-ft 53.277 OK X-X,+D+0.70E+H 33.367 k-ft 462.583 k-ft 13.864 OK X-X,+D+0.750Lr+0.750L+0.450W+H 7.80 k-ft 611.08 k-ft 78.344 OK X-X,+D+0.750L+0.750S+0.450W+H 7.80 k-ft 742.33 k-ft 95.171 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Rioted 21 DE(,1015. 1 48P11 General FootingFile= OMUME-11ClinionWYD000-11ENERCA-117958.ec6 ENERCALC,INC 1983-2015,Build:6.15.12.9,Ver:6.0 25 KVV-06008130ASSOCIATES Description: M_4 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+0.750L+0.750S+0.5250E+H 25,025 k-ft 673.71 k-ft 26.921 OK X-X,+0.60D+0.60W+0.60H 10.40 k-ft 415,250 k-ft 39.928 OK X-X.+0.60D+0.70E+0.60H 33.367 k-ft 323.750 k-ft 9.703 OK Z-Z,+D+H 41.167 k-ft 347.083 k-ft 8.431 OK Z-Z,+D+L+H 140.833 k-ft 347.083 k-ft 2.465 OK Z-Z,+D+Lr+H 88.833 k-ft 492.083 k-ft 5.539 OK Z-Z,+D+S+H 140.833 k-ft 667.08 k-ft 4.737 OK Z-Z.+D+0.750Lr+0.750L+H 151.667 k-ft 455.833 k-ft 3,005 OK Z-Z,+D+0.750L+0.750S+H 190.667 k-ft 587.08 k-ft 3.079 OK Z-Z,+D+0.60W+H 97.067 k-ft 554.08 k-ft 5,708 OK Z-Z.+D+0.70E+H 54.817 k-ft 462.583 k-ft 8.439 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 193.592 k-ft 611.08 k-ft 3.157 OK Z-Z,+D+0.750L+0.750S+0.450W+H 232.592 k-ft 742.33 k-ft 3.192 OK Z-Z.+D+0.750L+0.750S+0.5250E+H 2O0.904 k-ft 673.71 k-ft 3.353 OK Z-Z,+0.60D+0.60W+0.60H 80.60 k-ft 415.250 k-ft 5.152 OK Z-Z,+0,60D+0.70E+0.60H 38.350 k-ft 323.750 k-ft 8.442 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 in12 in^2 k-ft X-X,+1.40D+1.60H 6,650 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.40D+1.60H 6.650 -Z Bottom 0.5616 Min TemD% 0,5720 57.470 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 7.513 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7.513 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.70 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+1.60L+0.50S+1.60H 9.70 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 11.50 +Z Bottom 0.5616 Min TemD% 0,5720 57.470 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 11.50 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 16.246 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+1.60Lr+0,50W+1.60H 15.379 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+1.60S+1.60H 18.50 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+1.60S+1.60H 18.50 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60S+0.50W+1.60H 23.246 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60S+0.50W+1.60H 22.379 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 17.004 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 15.271 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 19.191 +Z Bottom 0.5616 Min TemD% 0.5720 57,470 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 17.459 -Z Bottom 0.5616 Min TemD% 0,5720 57.470 OK X-X,+120D+0.50L+0.20S+E+1.60H 13.808 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 9.042 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+W+0,90H 13,766 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+W+0.90H 12.034 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+E+0.90H 10.783 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+0.90D+E+0.90H 6,017 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 3.769 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.40D+1,60H 9.531 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.474 -X Too 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 19.790 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+120D+1.60L+0.50S+1.60H 2.749 -X Too 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 23.117 +X Bottom 0.5616 Min Temp% 0,5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.727 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2O.273 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+120D+1.60Lr+0,50W+1.60H 7.202 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 24.423 +X Bottom 0,5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0,50L+1.60S+1,60H 5.569 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+120D+0.50L+1.60S+1.60H 31.431 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z+1.20D+1.60S+0.50W+1.60H 10.044 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 35.581 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 5.329 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1,60H 26.946 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+120D+0.50L+0.50S+W+1.60H 6.217 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 30.433 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+120D+0.50L+0,20S+E+1.60H 4.494 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. PnnMd.V DEC?Ot6 eWIA General FootingFile= 1DOCUME-11CIintonlMYDOCU-NENERCA-11795B.ec6 ENERCALC,INC.19n2015,Buik1:6.15.12.9,Ver:6.0.25 KW-06008130ASSOCIATES Description: M_4 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 18.356 +X Bottom 0.5616 Min Temp% 0,5720 57.470 OK Z-Z.+0.90D+W+0.90H 6.391 -X Bottom 0.5616 Min Temp% 0.5720 57,470 OK Z-Z,+0.90D+W+0,90H 19.409 +X Bottom 0.5616 Min Temp% 0,5720 57.470 OK Z-Z,+0.90D+E+0.90H 5.573 -X Bottom 0,5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+E+0.90H 11.227 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1,60H 6.104 Dsi 6.104 psi 6.104 Dsi 6.104 Dsi 6.104 Dsi 75 Dsi 0.08139 OK +1.20D+0.50Lr+1.60L+1.60H 6.895 Dsi 6.895 psi 6.896 Dsi 6.896 psi 6.896 Dsi 75 Dsi 0.09194 OK +1.20D+1.60L+0.50S+1.60H 8.903 Dsi 8.903 Dsi 8.903 Dsi 8.903 Dsi 8.903 psi 75 Dsi 0.1187 OK +1.20D+1.60Lr+0.50L+1.60H 10.556 Dsi 10.556 psi 10.556 psi 10.556 psi 10.556 Dsi 75 Dsi 0.1407 OK +1.20D+1.60Lr+0.50W+1.60H 14.514 Dsi 14.514 Dsi 14.106 psi 14.922 psi 14.922 psi 75 psi 0.199 OK +1.20D+0.50L+1.60S+1.60H 16.981 psi 16.981 Dsi 16.981 Dsi 16.981 Dsi 16.981 Dsi 75 Dsi 0.2264 OK +1.20D+1.60S+0.50W+1.60H 2O.939 psi 20.939 Dsi 20.531 Dsi 21.347 Dsi 21.347 Dsi 75 Dsi 0.2846 OK +1.20D+0.50Lr+0.50L+W+1.60H 14.812 psi 14.812 Dsi 13.997 psi 15.628 psi 15.628 Dsi 75 psi 0.2084 OK +1.20D+0.50L+0.50S+W+1.60H 16.82 Dsi 16.82 psi 16.005 psi 17.635 Dsi 17.635 Dsi 75 Dsi 0.2351 OK +1.20D+0.50L+0.20S+E+1.60H 10.487 psi 10.487 Dsi 8.244 Dsi 12.729 Dsi 12.729 psi 75 Dsi 0.1697 OK +0.90D+W+0.90H 11.841 Dsi 11.841 psi 11.025 Dsi 12.656 psi 12.656 Dsi 75 Dsi 0.1687 OK +0.90D+E+0.90H 7.71 Dsi 7.71 Dsi 5.468 psi 9.952 Dsi 9.952 Dsi 75 Dsi 0.1327 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu!Phi*Vn Status +1.40D+1.60H 24.136 psi 1501)si 0.1609 OK +1.20D+0.50Lr+1.60L+1.60H 27.403 Dsi 150Dsi 0.1827 OK +1.20D+1.60L+0.50S+1.60H 35.298 Dsi 150Dsi 0.2353 OK +1,20D+1.60Lr+0.50L+1.60H 41.739 psi 150osi 0.2783 OK +1.20D+1.60Lr+0,50W+1.60H 57.391 psi 150Dsi 0.3826 OK +1.20D+0.50L+1.60S+1.60H 67.146 Dsi 150Dsi 0.4476 OK +1.20D+1.60S+0.50W+1.60H 82.798 Dsi 150osi 0.552 OK +1.20D+0.50Lr+0.50L+W+1.60H 58.571 psi 150Dsi 0.3905 OK +1,20D+0.50L+0.50S+W+1.60H 66,51 Dsi 150psi 0.4434 OK +1.20D+0.50L+0.20S+E+1.60H 41.467 Dsi 150osi 0.2764 OK +0.90D+W+0,90H 46.82 Dsi 150Dsi 0.3121 OK +0.90D+E+0.90H 30.488 Dsi 150Dsi 0.2033 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. PvAel 2?11F.1016 146Ph1 General Footing file=c:IDOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC.INC,1983-2015,Build:6.1512 9,Ver.6.0.25 KW-06008130 Licensee: STRUCTURAL DESIGN ASSOCIATES Description: M 6.7,9 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values f c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 000180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 Min,Sliding Safety Factor = 1 0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 10.0 ft Length parallel to Z-Z Axis = 10.0 ft Footing Thicknes = 26 0 in �o x Pedestal dimensions... _ px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = ;n a Rebar Centerline to Edge of Concrete.. at Bottom of footing = 30 in 0 u Reinforcing Bars parallel to X-X Axis Number of Bars = 130 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 13.0 Reinforcing Bar Siz( _ # 6 is-wears i3-�e ears - BandWdth Distribution Check (ACI 15A.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 38.0 29.0 64.0 59.0 3.0 k OB:Overburden = _ksf_ M-xx = = k-ft M-zz k-ft V-x = 19.0 22.0 46.0 46.0 43.0 9.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pnntaa:27 DEC 2016, e48116I General Footing He=c:iDOCUME-tiClintmWYDOCU-11ENERCA-11795s.ec6 ENERCALC,INC.19n2015,Build:6.15.12.9,Ver.6.0.25 060I8 DESIGN • Description: M_6,7,9 DESIGN SUMMARY - • Min.Ratio Rem Applied Capacity Governing Load Combination PASS 0.9373 Soil Bearing 2.812 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-1 PASS n/a Overturning-X-X 0,0 k-ft 0.0 k-ft No Overturning PASS 2.465 Overturning-Z-Z 140.833 k-ft 347.083 k-ft +D+L+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6083 Z Flexure(+X) 34.956 k-ft 57,470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1639 Z Flexure(-X) 9.419 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.3861 X Flexure(+Z) 22.188 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.3861 X Flexure(-Z) 22.188 k-ft 57.470 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0.2715 1-way Shear(+X) 20.365 psi 75.0 psi +1.20D+1,60S+0.50W+1.60H PASS 0.2715 1-way Shear(-X) 20.365 psi 75,0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,2715 1-way Shear(+Z) 20.365 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,2715 1-way Shear(-Z) 20,365 psi 75.0 psi +1,20D+1.60S+0.50W+1.60H PASS 0.5369 2-way Punching 80.529 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0,231 X-X,+D+L+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0.231 X-X,+D+Lr+H 3.0 n/a 0.0 0.9842 0.9842 n/a n/a 0,328 X-X,+D+S+H 3.0 n/a 0.0 1.334 1.334 n/a n/a 0.445 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.9117 0.9117 n/a n/a 0.304 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.174 1.174 n/a n/a 0,391 X-X.+D+0.60W+H 3,0 n/a 0,0 1,048 1.048 n/a nla 0,349 X-X,+D+0.70E+H 3.0 n/a 0.0 0.7152 0.7152 n/a n/a 0.238 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.177 1.177 n/a n/a 0.392 X-X,+D-+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.440 1.440 n/a n/a 0,480 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.190 1.190 n/a n/a 0.397 X-X.+0.60D+0.60W+0.60H 3,0 n/a 0.0 0.7705 0.7705 n/a n/a 0.257 X-X.+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.4375 0.4375 n/a n/a 0.146 Z-Z,+D+H 3.0 7.116 n/a n/a n/a 0.4513 0,9371 0,312 Z-Z,+D+L+H 3.0 24,346 n/a n/a n/a 0.0 1.543 0.514 Z-Z,+D+Lr+H 3.0 10.832 n/a n/a n/a 0.4601 1.508 0,503 Z-Z.+D+S+H 3.0 12.667 n/a n/a n/a 0.5033 2.165 0,722 Z-Z,+D+0.750Lr+0.750L+H 3.0 19.963 n/a n/a n/a 0.01683 1.807 0,602 Z-Z.+D+0.750L+0.750S+H 3.0 19.486 n/a n/a n/a 0.04923 2.299 0.766 Z-Z,+D+0.60W+H 3.0 11.113 n/a n/a n/a 0.4755 1.621 0.540 Z-Z,+D+0.70E+H 3.0 9.198 n/a n/a n/a 0.3917 1.039 0,346 Z-Z,+D+0,750Lr+0,750L+0.450W+H 3.0 19.735 n/a n/a n/a 0.03498 2.319 0,773 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 19.387 n/a n/a n/a 0.06738 2.812 0.937 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 20,261 n/a n/a n/a 0.004381 2.375 0.792 Z-Z,+0,60D+0,60W+0.60H 3.0 12.553 n/a n/a n/a 0,2950 1.246 0.415 Z-Z,+0.60D+0.70E+0.60H 3.0 10.519 n/a n/a n/a 0.2112 0.6638 0.221 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0,0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinitv OK X-X,+D+0.60W+H None 0.0 k-ft Infinitv OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0,450W+H None 0.0 k-ft Infinitv OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pwte6:2=OK 2C16, 1-480-1 General FootingFile=c:ID000ME-11ClintonlMYDOCU-11ENERCA-117958.ec6 11111 ENERCALC,INC.1983-2015,Build:6.15.129,Ver.6.025 KW-06008130 DESIGN ASSOCIATES Description: M_6,7,9 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X.+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z.+D+H 41.167 k-ft 347.083 k-ft 8.431 OK Z-Z.+D+L+H 140.833 k-ft 347.083 k-ft 2.465 OK Z-Z,+D+Lr+H 88.833 k-ft 492.083 k-ft 5.539 OK Z-Z.+D+S+H 140,833 k-ft 667.08 k-ft 4.737 OK Z-Z,+D+0.750Lr+0.750L+H 151.667 k-ft 455.833 k-ft 3.005 OK Z-Z,+D+0.750L+0.750S+H 190.667 k-ft 587.08 k-ft 3.079 OK Z-Z,+D+0.60W+H 97.067 k-ft 524.08 k-ft 5.399 OK Z-Z,+D+0.70E+H 54.817 k-ft 357.583 k-ft 6.523 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 193.592 k-ft 588.58 k-ft 3.040 OK Z-Z.+D+0.750L+0.750S+0.450W+H 232.592 k-ft 719.83 k-ft 3.095 OK Z-Z.+D+0.750L+0.750S+0.5250E+H 2O0.904 k-ft 594.96 k-ft 2.961 OK Z-Z,+0.60D+0.60W+0.60H 80.60 k-ft 385.250 k-ft 4.780 OK Z-Z,+0.60D+0.70E+0.60H 38.350 k-ft 218.750 k-ft 5.704 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X.+1.40D+1.60H 6.650 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.40D+1.60H 6.650 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+1,60L+1.60H 7.513 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0,50Lr+1.60L+1.60H 7.513 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+1.60L+0.50S+1.60H 9.70 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+1.60L+0.503+1.60H 9.70 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 11.50 +Z Bottom 0.5616 Min TemD% 0.5720 57,470 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 11.50 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1,60Lr+0,50W+1.60H 15.188 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+1.60Lr+0.50W+1.60H 15.188 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X.+1.20D+0.50L+1.60S+1.60H 18.50 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+1.60S+1.60H 18.50 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60S+0.50W+1.60H 22.188 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60S+0.50W+1.60H 22.188 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 14.888 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 14.888 -Z Bottom 0,5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 17.075 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 17.075 -Z Bottom 0,5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 7.675 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 7.675 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+W+0.90H 11.650 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+0.90D+W+0.901-1 11.650 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0,90D+E+0.90H 4.650 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+E+0,90H 4.650 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 3.769 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 9.531 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.474 -X Tor) 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+0.50Lr+1.60L+1,60H 19.790 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 2.749 -X ToD 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1,60L+0.50S+1.60H 23.117 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 2.727 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2O.273 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 6.577 -X Bottom 0.5616 Min TemD% 0.5720 57,470 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 23.798 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 5.569 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 31.431 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 9.419 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 34.956 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0,50Lr+0,50L+W+1.60H 4.079 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 25.696 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 4.967 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 29.183 +X Bottom 0,5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 0.7436 -X Bottom 0.5616 Min TemD% 0,5720 57.470 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pf-Ad:27 OE(,2016, 14P!r General Footing File=c:1DOCUME-11Clinton\MYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9.Ver:6.0.25 f.El: 1Licensee: • Description: Ia_+ 9 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 in12 inA2 k-ft Z-Z,+1.20D+0,50L+0.20S+E+1.60H 14.606 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+W+0,90H 5.141 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+0.90D+W+0.90H 18.159 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+0.90D+E+0.90H 1.823 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+0.90D+E+0.90H 7.477 +X Bottom 0,5616 Min TemD% 0.5720 57.470 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 6.104 Dsi 6.104 Dsi 6.104 Dsi 6.104 Dsi 6.104 Dsi 75 Dsi 0.08139 OK +1.20D+0.50Lr+1.60L+1.60H 6,895 Dsi 6.895 Dsi 6.896 psi 6.896 Dsi 6,896 Dsi 75 Dsi 0.09194 OK +1,20D+1.60L+0.50S+1.60H 8,903 Dsi 8.903 Dsi 8,903 Dsi 8.903 Dsi 8.903 Dsi 75 Dsi 0.1187 OK +1.20D+1.60Lr+0.50L+1.60H 10,556 Dsi 10.556 Dsi 10.556 psi 10.556 Dsi 10.556 Dsi 75 Dsi 0.1407 OK +1.20D+1,60Lr+0.50W+1.60H 13.94 Dsi 13.94 Dsi 13.94 Dsi 13.94 Dsi 13.94 Dsi 75 Dsi 0.1859 OK +1.20D+0.50L+1.60S+1.60H 16.981 Dsi 16.981 Dsi 16.981 Dsi 16.981 Dsi 16.981 Dsi 75 Dsi 0.2264 OK +1.20D+1.60S+0.50W+1.60H 2O.365 Dsi 20.365 Dsi 20,365 Dsi 20.365 Dsi 20.365 Dsi 75 Dsi 0.2715 OK +1.20D+0.50Lr+0.50L+W+1.60H 13.665 Dsi 13.665 Dsi 13.665 Dsi 13.665 Dsi 13.665 Dsi 75 Dsi 0.1822 OK +1.20D+0.50L+0.50S+W+1.60H 15.673 Dsi 15.673 Dsi 15.673 Dsi 15.673 psi 15.673 Dsi 75 Dsi 0.209 OK +1.20D+0.50L+0.20S+E+1.60H 7.045 Dsi 7.045 Dsi 7.045 Dsi 7.045 Dsi 7.045 Dsi 75 Dsi 0.09393 OK +0.90D+W+0.90H 10.693 Dsi 10.693 osi 10.693 Dsi 10.693 Dsi 10.693 Dsi 75 Dsl 0.1426 OK +0.90D+E+0.90H 4.268 osi 4.268 Dsi 4.268 Dsi 4.268 osi 4.268 osi 75 psi 0.05691 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 24.136 psi 150osi 0.1609 OK +1.20D+0.50Lr+1.60L+1.60H 27,403 osi 150osi 0.1827 OK +1.20D+1.60L+0.50S+1.60H 35.298 osi 150osi 0.2353 OK +1.20D+1.60Lr+0.50L+1.60H 41,739 osi 150osi 0.2783 OK +1.20D+1.60Lr+0.50W+1.60H 55.123 Dsi 150osi 0.3675 OK +1.20D+0.50L+1.60S+1.60H 67.146 psi 150Dsi 0.4476 OK +1.20D+1.60S+0.50W+1.60H 80.529 Dsi 150osi 0.5369 OK +1.20D+0.50Lr+0.50L+W+1.60H 54.034 psi 150osi 0.3602 OK +1.20D+0.50L+0.50S+W+1.60H 61.974 Dsi 150Dsi 0.4132 OK +1.20D+0.50L+0,20S+E+1.60H 27.856 osi 150Dsi 0.1857 OK +0.90D+W+0.90H 42.284 osi 150osi 0.2819 OK +0.90D+E+0.90H 16.877 Dsi 150Dsi 0.1125 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. PI:nt.,e.27 0K,2016 General FootingFile=c:1DOCUME-11ClinlonlMYDOCU-11ENERCA-117958.ec6 ENERCALC.INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 Description: M_5,8 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth - ksf Min Allow /o Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears ; Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear NO Dimensions Width parallel to X-X Axis = 9.0 ft Length parallel to Z-Z Axis = 9.0 ft Footing Thicknes = 26.0 in j 1 Ii Pedestal dimensions... _X px:parallel to X-X Axis = in — pz:parallel to Z-Z Axis = in Height - in m CL Rebar Centerline to Edge of Concrete... I m at Bottom of footing = 3.0 in o N_ 11 Reinforcing - -9t W Bars parallel to X-X Axis Number of Bars = 12.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 12.0 Reinforcing Bar Sizl = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 27.0 25.0 53.0 40.0 1.0 k OB:Overburden = __ _ ksf M-xx = k-ft M-zz = k-ft V-x = 27.0 27.0 55.0 41.0 3.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27OEC201o, i•49P61 General FootingFde=c:OOCUME-11ClinbnWY000U-11ENERCA-117%8,w6 11111 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.0.25 KW-D6008130 Licensee STRUCTURAL DESIGN ASSOCIATES Description: M_5,8 DESIGN SUMMARY - • Min.Ratio Rem Applied Capacity Governing Load Combination PASS 0.9647 Soil Bearing 2.894 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-i PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.640 Overturning-Z-Z 187.850 k-ft 495.889 k-ft +D+0.750L+0.750S+0.450W+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5834 Z Flexure(+X) 34.362 k-ft 58.898 k-ft +1.20D+1.60S+0.50W+1,60H PASS 0.007580 Z Flexure(-X) 0.4464 k-ft 58.898 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.2912 X Flexure(+Z) 17.150 k-ft 58.898 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.2912 X Flexure(-Z) 17.150 k-ft 58.898 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0.2086 1-way Shear(+X) 15.648 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2086 1-way Shear(-X) 15.648 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2087 1-way Shear(+Z) 15.649 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2087 1-way Shear(-Z) 15.649 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.4152 2-way Punching 62.287 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6475 0.6475 n/a n/a 0.216 X-X,+D+L+H 3.0 n/a 0.0 0.6475 0.6475 n/a n/a 0.216 X-X.+D+Lr+H 3.0 n/a 0.0 0.9561 0.9561 n/a n/a 0.319 X-X.+D+S+H 30 n/a 0.0 1.302 1.302 n/a n/a 0,434 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.8790 0.8790 n/a n/a 0.293 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1,138 1,138 n/a n/a 0,379 X-X,+D+0.60W+H 3.0 n/a 0.0 0.9438 0.9438 n/a n/a 0.315 X-X.+D+0.70E+H 3.0 n/a 0.0 0.6561 0.6561 n/a n/a 0.219 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1,101 1.101 n/a n/a 0,367 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.360 1.360 n/a n/a 0,453 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.145 1,145 n/a n/a 0.382 X-X.+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.6848 0.6848 n/a n/a 0.228 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.3971 0.3971 n/a n/a 0,132 Z-Z.+D+H 3.0 13.385 n/a n/a n/a 0.1740 1.121 0,374 Z-Z.+D+L+H 3.0 13.385 n/a n/a n/a 0.1740 1.121 0.374 Z-Z,+D+Lr+H 3.0 18.128 n/a n/a n/a 0.009180 1.903 0,634 Z-Z,+D+S+H 3.0 20.219 n/a n/a n/a 0.0 2.750 0.917 Z-Z.+D+0.750Lr+0.750L+H 3.0 17.255 n/a n/a n/a 0.05043 1.708 0,569 Z-Z,+D+0.750L+0.750S+H 3.0 19.247 n/a n/a n/a 0.0 2.338 0.779 Z-Z.+D+0.60W+H 3.0 17.549 n/a n/a n/a 0.03897 1.849 0.616 Z-Z,+D+0.70E+H 3.0 14,236 n/a n/a n/a 0.1459 1.166 0.389 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 19.151 n/a n/a n/a 0.0 2.256 0.752 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 20.456 n/a n/a n/a 0.0 2.894 0.965 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 19.579 n/a n/a n/a 0.0 2.374 0.791 Z-Z,+0.60D+0.60W+0.60H 3.0 19.124 n/a n/a n/a 0.0 1.402 0,467 Z-Z,+0.60D+0.70E+0.60H 3.0 14.791 n/a n/a n/a 0.07624 0.7180 0,239 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0,750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0,750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnled:27 DEC 2M, 1.49PE.1 General FootingFile=c:IDOCUME-11Clinton\MYDOCU-11ENERCA-117958ec6 ENERCAW`,INC.19632015,Build:6.1512.9,Ver.6.0.25 KW-060081 30 DESIGN ASSOCIATES Description: M_5,8 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X.+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 58.50 k-ft 236.014 k-ft 4.034 OK Z-Z,+D+L+H 58.50 k-ft 236.014 k-ft 4.034 OK Z-Z,+D+Lr+H 117.0 k-ft 348.514 k-ft 2.979 OK Z-Z.+D+S+H 177.667 k-ft 474.514 k-ft 2.671 OK Z-Z,+D+0.750Lr+0.750L+H 102.375 k-ft 320.389 k-ft 3.130 OK Z-Z,+D+0.750L+0.750S+H 147.875 k-ft 414.889 k-ft 2.806 OK Z-Z,+D+0.60W+H 111.80 k-ft 344.014 k-ft 3.077 OK Z-Z,+D+0.70E+H 63.050 k-ft 239,164 k-ft 3,793 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 142.350 k-ft 401.389 k-ft 2,820 OK Z-Z.+D+0.750L+0.750S+0.450W+H 187.850 k-ft 495.889 k-ft 2.640 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 151.288 k-ft 417.251 k-ft 2.758 OK Z-Z,+0.60D+0.60W+0.60H 88.40 k-ft 249.608 k-ft 2.824 OK Z-Z,+0,60D+0.70E+0.60H 39.650 k-ft 144.758 k-ft 3.651 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req d Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 in^2 inA2 k-ft X-X,+1.40D+1.60H 4.725 +Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1.40D+1.60H 4.725 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1,20D+0.50Lr+1.60L+1.60H 5.613 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 5.613 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1,60L+0.50S+1.60H 7.363 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1.60L+0.50S+1.60H 7.363 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 9.050 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 9.050 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1,60Lr+0.50W+1.60H 11.550 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 11.550 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+0.50L+1.60S+1.60H 14.650 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 -OK X-X.+1.20D+0.50L+1.60S+1.60H 14.650 -Z Bottom 0,5616 Min Temp% 0.5867 58.898 OK X-X.+1.20D+1.60S+0.50W+1.60H 17.150 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1.60S+0.50W+1.60H 17.150 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 10,613 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 10.613 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 12.363 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 12.363 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 5.50 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 5.50 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+0.90D+W+0.90H 8.038 +Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+0.90D+W+0.90H 8.038 -Z Bottom 0.5616 Min TemD% 0.5867 58,898 OK X-X,+0.90D+E+0.90H 3.163 +Z Bottom 0.5616 Min TemD% 0.5867 58,898 OK X-X,+0.90D+E+0.90H 3.163 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z.+1.40D+1.60H 0.1763 -X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.40D+1.60H 9.274 +X Bottom 0.5616 Min TemD% 0,5867 58.898 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.08904 -X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 11.136 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.1543 -X Bottom 0.5616 Min TemD% 0.5867 58,898 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 14.571 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z.+1.20D+1.60Lr+0,50L+1.60H 0.03592 -X Tor) 0.5616 Min TemD% 0.5867 58,898 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 18.160 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z.+1.20D+1,60Lr+0.50W+1.60H 0.05186 -X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1,20D+1.60Lr+0.50W+1.60H 23.181 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.3127 -X Bottom 0,5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 29.292 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z.+1.20D+1.60S+0.50W+1,60H 0.4464 -X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 34.362 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1,20D+0.50Lr+0.50L+W+1.60H 0.1810 -X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 21.098 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2862 -X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1,20D+0.50L+0.50S+W+1.60H 24,571 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+0,50L+0.20S+E+1.60H 0.08363 -X Tor) 0.5616 Min TemD% 0.5867 58.898 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection, Prwt•,G:2,OK,2016, :49Pbi General Footingfile=c:1DOCUME-11C1intonlMYDOCU-11ENERCA-117958ee6 ENERCALC,INC.198&2015,Build:6.1512 9,Ver:6.0.25 r:rrASSOCIATES Description: M_5,8 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 inA2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 11.084 +X Bottom 0.5616 Min Temo% 0.5867 58.898 OK Z-Z,+0.90D+W+0,90H 0.1956 -X Bottom 0.5616 Min Temp% 0,5867 58.898 OK Z-Z,+0.90D+W+0,90H 15.914 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z.+0,90D+E+0.90H 0.1227 -X Top 0,5616 Min Temp% 0.5867 58.898 OK Z-Z,+0.90D+E+0.90H 6.448 +X Bottom 0.5616 Min Temo% 0.5867 58.898 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1,40D+1.60H 4.312 psi 4.312 psi 4.312 psi 4.312 psi 4.312 Dsi 75 psi 0.05749 OK +1.20D+0.50Lr+1.60L+1,60H 5.121 psi 5.121 psi 5.121 Dsi 5.121 psi 5,121 Dsi 75 Dsi 0.06829 OK +1.20D+1.60L+0.50S+1.60H 6.718 psi 6.718 psi 6,718 Dsi 6.718 Dsi 6.718 psi 75 Dsi 0,08958 OK +1.20D+1.60Lr+0.50L+1.60H 8,258 Dsi 8.258 Dsi 8.258 psi 8,258 psi 8.258 Dsi 75 Dsl 0.1101 OK +1,20D+1.60Lr+0.50W+1.60H 10,539 Dsi 10.539 Dsi 10.539 Dsi 10.539 Dsi 10.539 Dsi 75 Dsi 0.1405 OK +1.20D+0.50L+1.60S+1.60H 13.368 Dsi 13.368 psi 13.368 psi 13.368 psi 13.368 Dsi 75 Dsi 0.1782 OK +1.20D+1.60S+0.50W+1.60H 15.648 Dsi 15.648 Dsi 15.649 Dsi 15.649 psi 15.649 Dsi 75 Dsi 0.2087 OK +1.20D+0.50Lr+0.50L+W+1.60H 9.683 Dsi 9.683 Dsi 9.684 Dsi 9.684 Dsi 9.684 Dsi 75 Dsi 0.1291 OK +1.20D+0.50L+0.50S+W+1.60H 11.281 Dsi 11,281 Dsi 11.281 Dsi 11.281 Dsi 11.281 psi 75 Dsi 0.1504 OK +1.20D+0.50L+0.20S+E+1.60H 5.019 Dsi 5.019 Dsi 5.019 Dsi 5.019 psi 5.019 Dsi 75 Dsi 0.06692 OK +0.90D+W+0.90H 7.334 Dsi 7.334 Dsi 7.334 Dsi 7.334 Dsi 7.334 psi 75 Dsi 0.09779 OK +0.90D+E+0.90H 2.886 psi 2.886 psi 2.886 Dsi 2.886 psi 2.886 Dsi 75 psi 0.03848 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 17.149 psi 150Dsi 0.1143 OK +1.20D+0.50Lr+1.60L+1,60H 2O.371 psi 150osi 0.1358 OK +1.20D+1.60L+0.50S+1.60H 26.722 Dsi 150osi 0,1781 OK +1.20D+1.60Lr+0,50L+1.60H 32.848 Dsi 150osi 0.219 OK +1.20D+1.60Lr+0.50W+1.60H 41.931 Dsi 150Dsi 0.2795 OK +1,20D+0.50L+1.60S+1.60H 53.196 psi 150Dsl 0.3546 OK +1.20D+1.60S+0.50W+1.60H 62.287 Dsi 150osi 0.4152 OK +1.20D+0.50Lr+0.50L+W+1.60H 38.52 psi 150osi 0.2568 OK +1.20D+0.50L+0.50S+W+1.60H 44.88 psi 150psi 0.2992 OK +1.20D+0.50L+0.20S+E+1.60H 19.962 Dsi 1500si 0.1331 OK +0.90D+W+0.90H 29.173 psi 150ps1 0.1945 OK +0,90D+E+0.90H 11.478 Dsi 150Dsi 0.07652 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printeo:27 OFC 2016, �'49PIsi General FootingFile=c::DOCUME-1�ClintonWYDOCu-1tENERCA-117958.ec6 ENERCALC.INC 1983-2015,Build:6.15.12.9,Ver:6.0 25 i:iiASSOCIATES Description: A,M_10 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 3500 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf, = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min,Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 6.50 ft Length parallel to Z-Z Axis = 6.50 ft Footing Thicknes = 16.0 in x Pedestal dimensions... m px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... at Bottom of footing = 30 in �o u Reinforcing 6' W Bars parallel to X-X Axis Number of Bars = 80 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 8.0 _ Reinforcing Bar Siz( _ # 5 B-YS Barn 'Il/�, B-Y5BerY 1..,_ Bandwidth Distribution Check {ACI 15.4.4.21) - - — M.�.„e�•.,=YY.;.�... ,-_�., ,,,. = Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 15.0 14.0 290 240 2.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 150 16.0 330 26.0 40 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. vnobW n oE,:?016 149PI I General Footing He=c:1DOCUME-11CIinlonWYD000-11ENERCA-117958.es6 ENERCALC,INC.19B32015,Build:6.15.12.9,Ver.6.0.25 KW-0008130 Licensee.STRUCTURAL DESIGN ASSOCIATES Description: A,M_10 DESIGN SUMMARY i- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9350 Soil Bearing 2.805 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.640 Overturning-Z-Z 68.60 k-ft 181.085 k-ft +D+0.750L+0.750S+0.450W+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.8471 Z Flexure(+X) 18.254 k-ft 21.549 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.04957 Z Flexure(-X) 1.068 k-ft 21.549 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.4432 X Flexure(+Z) 9.550 k-ft 21.549 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.4432 X Flexure(-Z) 9.550 k-ft 21.549 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.3349 1-way Shear(+X) 25.115 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,3349 1-way Shear(-X) 25.115 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.3349 1-way Shear(+Z) 25.115 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.3349 1-way Shear(-Z) 25.115 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.7328 2-way Punching 109.920 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.5484 0.5484 n/a n/a 0,183 X-X.+D+L+H 3.0 n/a 0.0 0.5484 0.5484 n/a n/a 0.183 X-X,+D+Lr+H 3.0 n/a 0.0 0.8797 0.8797 n/a n/a 0.293 X-X,+D+S+H 3.0 n/a 0.0 1.235 1.235 n/a n/a 0.412 X-X.+D+0,750Lr+0.750L+H 3.0 n/a 0.0 0.7969 0.7969 n/a n/a 0.266 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.063 1.063 n/a n/a 0.354 X-X,+D+0.60W+H 3.0 n/a 0.0 0.8892 0.8892 n/a n/a 0.296 X-X.+D+0.70E+H 3.0 n/a 0.0 0.5815 0.5815 n/a n/a 0.194 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.053 1.053 n/a n/a 0.351 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.319 1.319 n/a n/a 0.440 X-X,+D+0.750L+0.750S+0,5250E+H 3.0 n/a 0.0 1.088 1.088 n/a n/a 0.363 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.6698 0.6698 n/a n/a 0.223 X-X,+0.60D+0.70E+0.60H 3.0 nla 0.0 0.3622 0.3622 n/a n/a 0.121 Z-Z,+D+H 3.0 10.359 nla n/a n/a 0.1187 0.9780 0.326 Z-Z,+D+L+H 3.0 10.359 n/a n/a n/a 0.1187 0.9780 0.326 Z-Z,+D+Lr+H 3.0 13.345 n/a n/a n/a 0.0 1.768 0.589 Z-Z,+D+S+H 3.0 14.722 n/a n/a n/a 0.0 2.621 0.874 Z-Z,+D+0,750Lr+0.750L+H 3.0 12,831 n/a n/a n/a 0.02347 1.570 0,523 Z-Z,+D+0.750L+0.750S+H 3.0 14.159 n/a n/a n/a 0.0 2.206 0.735 Z-Z,+D+0.60W+H 3.0 13.032 n/a n/a n/a 0.01265 1,766 0.589 Z-Z,+D+0.70E+H 3.0 11.592 n/a n/a n/a 0.07162 1,091 0,364 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 13.925 n/a n/a n/a 0.0 2.164 0,721 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 14.774 n/a n/a n/a 0.0 2.805 0.935 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 14.567 n/a n/a n/a 0.0 2.295 0.765 Z-Z,+0.60D+0.60W+0.60H 3.0 13.908 n/a n/a n/a 0.0 1.376 0,459 Z-Z,+0.60D+0.70E+0.60H 3.0 12.339 n/a n/a n/a 0.02414 0.7002 0.233 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X.+D+0,750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Priinted:27OF.r2016, i:49P61 General FootingFile=c:IDOCUME-11ClinlonNYDOCU-11ENERCA-1\7958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9.Ver:6.0.25 KW-06008130ASSOCIATES Description: A,M_10 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+0.750L+0.750S+0,5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0,60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2O.0 k-ft 75.297 k-ft 3.765 OK Z-Z.+D+L+H 2O.0 k-ft 75.297 k-ft 3.765 OK Z-Z,+D+Lr+H 41.333 k-ft 120.797 k-ft 2.923 OK Z-Z.+D+S+H 64.0 k-ft 169.547 k-ft 2.649 OK Z-Z,+D+0.750Lr+0.750L+H 36.0 k-ft 109.422 k-ft 3.040 OK Z-Z,+D+0.750L+0.750S+H 53.0 k-ft 145.985 k-ft 2.754 OK Z-Z,+D+0.60W+H 40.80 k-ft 122.097 k-ft 2.993 OK Z-Z,+D+0.70E+H 23.733 k-ft 79.847 k-ft 3.364 OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 51.60 k-ft 144,522 k-ft 2.801 OK Z-Z,+D+0.750L+0.750S+0.450W+H 68.60 k-ft 181.085 k-ft 2.640 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 55.80 k-ft 149.397 k-ft 2.677 OK Z-Z,+0.60D+0.60W+0.60H 32.80 k-ft 91.978 k-ft 2.804 OK Z-Z,+0.60D+0,70E+0.60H 15.733 k-ft 49.728 k-ft 3.161 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 in12 in12 k-ft X-X.+1.40D+1.60H 2.625 +Z Bottom 0,3456 Min Temp% 0.3815 21.549 OK X-X,+1.40D+1.60H 2.625 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.125 +Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.125 -Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X,+1.20D+1.60L+0.50S+1.60H 4.063 +Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X.+1.20D+1.60L+0.50S+1.60H 4.063 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 5.050 +Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 5.050 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 6.550 +Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 6.550 -Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X,+1.20D+0.50L+1,60S+1.60H 8.050 +Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+0.50L+1.60S+1.60H 8.050 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+1.60S+0.50W+1.60H 9.550 +Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+1.60S+0,50W+1.60H 9.550 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 6.125 +Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 6.125 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 7.063 +Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+0.50L+0,50S+W+1.60H 7.063 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 3.225 +Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 3.225 -Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X,+0.90D+W+0,90H 4.688 +Z Bottom 0,3456 Min Temp% 0.3815 21.549 OK X-X,+0.90D+W+0.90H 4.688 -Z Bottom 0.3456 Min Temp% 0.3815 21,549 OK X-X,+0.90D+E+0.90H 1.938 +Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+0.90D+E+0.90H 1.938 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+1.40D+1.60H 0.4718 -X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.40D+1.60H 4.778 +X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.4591 -X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+0.50Lr+1,60L+1.60H 5.791 +X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.5250 -X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+1.60L-+0.50S+1.60H 7.60 +X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.5870 -X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 9.528 +X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.7740 -X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+1.20D+1.60Lr+0,50W+1,60H 12,383 +X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1,20D+0,50L+1.60S+1.60H 0.8644 -X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 15.384 +X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.068 -X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 18.254 +X Bottom 0.3456 Min Temo% 0,3815 21.549 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.8068 -X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1.60H 11.472 +X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1,20D+0,50L+0.50S+W+1.60H 0.8907 -X Bottom 0,3456 Min Temo% 0.3815 21.549 OK Z-Z.+1,20D+0.50L+0.50S+W+1.60H 13.299 +X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.2925 -X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. 1'nntec:27 DE.0 2C16, i:A9Pf,1 General Footing File=c:IDOCUME-11ClintonWYDOCU-11ENERCA-117958.ec6 111111 ENERCALC,INC.1983-2015,Build:6.15.12.9.Ver.6.0.25 KW-06008130ASSOCIATES ; Description: A,M_10 Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 6.158 +X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+0.90D+W+0,90H 0.6460 -X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z.+0.90D+W+0.90H 8.748 +X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+0.90D+E+0.90H 0.1431 -X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+0.90D+E+0.90H 3.732 +X Bottom 0.3456 Min Temp% 0.3815 21.549 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 6.903 Dsi 6.903 Dsi 6.903 Dsi 6.903 Dsi 6.903 Dsi 75 Dsi 0.09205 OK +1.20D+0.50Lr+1.60L+1.60H 8.218 Dsi 8.218 Dsi 8.218 Dsi 8.218 Dsi 8.218 Dsi 75 Dsi 0.1096 OK +1.20D+1.60L+0.50S+1.60H 10.684 Dsi 10.684 Dsi 10.684 Dsi 10.684 Dsi 10.684 Dsi 75 Dsi 0.1425 OK +1.20D+1.60Lr+0,50L+1.60H 13.281 Dsi 13.281 Dsi 13.281 Dsi 13.281 Dsi 13,281 psi 75 Dsi 0,1771 OK +1.20D+1.60Lr+0.50W+1.60H 17.224 Dsi 17.224 Dsi 17.226 Dsi 17.226 Dsi 17.226 Dsi 75 Dsi 0.2297 OK +1.20D+0.50L+1.60S+1.60H 21.17 psi 21.17 Dsi 21.17 Dsi 21.17 Dsi 21.17 Dsi 75 Dsi 0.2823 OK +1.20D+1,60S+0.50W+1.60H 25.115 Dsi 25.115 Dsi 25.115 Dsi 25.115 Dsi 25.115 Dsi 75 Dsi 0.3349 OK +1.20D+0.50Lr+0.50L+W+1.60H 16.107 Dsi 16.107 Dsi 16.108 psi 16.108 Dsi 16.108 Dsi 75 Dsi 0.2148 OK +1.20D+0.50L+0.50S+W+1.60H 18.573 Dsi 18.573 Dsi 18.573 Dsi 18.573 Dsi 18.573 Dsi 75 Dsi 0.2476 OK +1.20D+0.50L+0.20S+E+1.60H 8,481 Dsi 8.481 Dsi 8.481 Dsi 8.481 Dsi 8.481 Dsi 75 Dsi 0.1131 OK +0.90D+W+0.90H 12.326 Dsi 12.326 Dsi 12.327 Dsi 12.327 psi 12.327 Dsi 75 Dsi 0.1644 OK +0.90D+E+0.90H 5.095 psi 5.095 Dsi 5,095 Dsi 5.095 Dsi 5.095 Dsi 75 Dsi 0.06794 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 30,202 Dsi 150Dsi 0.2013 OK +1.20D+0.50Lr+1.60L+1,60H 35.955 Dsi 150osi 0.2397 OK +1.20D+1.60L+0.50S+1.60H 46.741 Dsi 150Dsi 0.3116 OK +1.20D+1.60Lr+0.50L+1.60H 58.106 psi 150osi 0.3874 OK +1,20D+1.60Lr+0.50W+1.60H 75.367 Dsi 150Dsi 0.5024 OK +1.20D+0.50L+1.60S+1.60H 92.646 Dsi 150osi 0.6176 OK +1.20D+1.60S+0.50W+1.60H 109.92 Dsi 150osi 0.7328 OK +1.20D+0.50Lr+0.50L+W+1,60H 70.474 Dsi 150Dsi 0.4698 OK +1.20D+0.50L+0.50S+W+1.60H 81.267 psi 150Dsi 0.5418 OK +1.20D+0.50L+0.20S+E+1,60H 37.106 Dsi 150osi 0.2474 OK +0.90D+W+0.90H 53.932 Dsi 1501)si 0.3596 OK +0.90D+E+0.90H 22.292 Dsi 150osi 0.1486 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed T NEC,)016. 1:49P.f General FootingFile=c:IDOCUME-11Clinton\MYDOCU-11ENERCA-11795B.ec6 ENERCAM INC 19n2015,Build:6.15.12.9,Ver:6 0 25 i:iV8 cASSOCIATES Description: All Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel°o%Bending Reinf, = Allowable pressure increase per foot of depth = ksf /o Min Allow Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thicknes = 12.0 in Pedestal dimensions... X px:parallel to X-X Axis = in iv pz:parallel to Z-Z Axis = in Height - in a Rebar Centerline to Edge of Concrete... coo at Bottom of footing = 3.0 in u Reinforcing w Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis - Number of Bars = 3.0 : Reinforcing Bar Sizt = # 5 IL L3�850-- J 3_#5 Bandwidth Distribution Check (AC I 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load 2.0 1.0 1.0 1.0 k OB:Overburden = ksf M-xx — -- - - k-ft M-zz = k-ft V-x - 2.0 k V-z - k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Printed:27 DEiC 2016, 1:49Pd General FootingFile=c:IDOCUME-11ClintonWYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:615.12.9,Ver.6.0.25 E.{E: DESIGN ASSOCIATES Description: All DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.5623 Soil Bearing 1.687 ksf 3.0 ksf +D+0.60W+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.790 Overturning-Z-Z 1.20 k-ft 2.148 k-ft +0.60D+0.60W+0,60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05666 Z Flexure(+X) 1.002 k-ft 17.688 k-ft +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.02827 Z Flexure(-X) 0.50 k-ft 17.688 k-ft +1.20D+1.60Lr+0,50L+1.60H PASS 0.03180 X Flexure(+Z) 0.5625 k-ft 17.688 k-ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.03180 X Flexure(-Z) 0.5625 k-ft 17.688 k-ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.03241 1-way Shear(+X) 2.431 psi 75.0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.03704 1-way Shear(-X) 2.778 psi 75.0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.03241 1-way Shear(+Z) 2.431 psi 75.0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.03704 1-way Shear(-Z) 2.778 psi 75.0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.08014 2-way Punching 12.022 psi 150.0 psi +1.20D+1.60Lr+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6450 0.6450 n/a n/a 0.215 X-X,+D+L+H 3.0 n/a 0.0 0.6450 0.6450 n/a n/a 0.215 X-X,+D+Lr+H 3.0 n/a 0.0 0.8950 0.8950 n/a n/a 0.298 X-X,+D+S+H 3.0 n/a 0.0 0.8950 0.8950 n/a n/a 0.298 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0,8325 0.8325 n/a n/a 0,278 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 0.8325 0.8325 n/a n/a 0,278 X-X.+D+0.60W+H 3.0 n/a 0.0 0.7950 0.7950 n/a n/a 0.265 X-X,+D+0.70E+H 3.0 n/a 0.0 0.6450 0.6450 n/a n/a 0.215 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 0.9450 0.9450 n/a n/a 0,315 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 0.9450 0,9450 n/a n/a 0,315 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 0.8325 0.8325 n/a n/a 0.278 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.5370 0.5370 n/a n/a 0.179 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.3870 0.3870 n/a n/a 0,129 Z-Z.+D+H 3.0 0.0 n/a n/a n/a 0.6450 0.6450 0.215 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 0.6450 0.6450 0.215 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 0.8950 0.8950 0.298 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 0.8950 0.8950 0.298 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 0.8325 0.8325 0.278 Z-Z.+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 0.8325 0.8325 0.278 Z-Z,+D+0.60W+H 3.0 4.528 n/a n/a n/a 0.0 1.687 0.562 Z-Z.+D+0.70E+H 3.0 0.0 n/a n/a n/a 0.6450 0.6450 0.215 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 2,857 n/a n/a n/a 0.2813 1.609 0,536 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 2.857 n/a n/a n/a 0.2813 1.609 0.536 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 0.0 n/a n/a n/a 0.8325 0.8325 0.278 Z-Z,+0.60D+0.60W+0.60H 3.0 6.704 n/a n/a nla 0.0 1.602 0,534 Z-Z,+0.60D+0.70E+0.60H 3.0 0.0 n/a n/a n/a 0.3870 0.3870 0.129 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+H None 0.0 k-ft lnfinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X.+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0,450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnled 27 DEC 2016, 1•49PM General FootingFile=c.00CUME-I%ClinionlMYOOCU-11ENERCA-1%7958.eC6 ENERCALC.INC.1983-2015,Build:6.15.12.9, r..60.25 i.0r: ASSOCIATES Description: A11 Overtuming Stability Rotation Axis& Load Combination... Overturning Moment Resisting_Moment Stability Ratio Status X-X.+D+0.750L+0.750S+0,5250E+H None 0.0 k-ft Infinity OK X-X.+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0,60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z,+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z.+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.60W+H 1.20 k-ft 3.180 k-ft 2.650 OK Z-Z.+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 0.90 k-ft 3.780 k-ft 4.20 OK Z-Z,+D+0.750L+0,750S+0.450W+H 0.90 k-ft 3.780 k-ft 4.20 OK Z-Z,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.60W+0.60H 1.20 k-ft 2.148 k-ft 1.790 OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 0.350 +Z Bottom 0.2592 Min Temo% 0.4650 17.688 OK X-X,+1.40D+1.60H 0.350 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.3625 +Z Bottom 0.2592 Min Temo% 0.4650 17.688 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.3625 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.3625 +Z Bottom 0.2592 Min Temo% 0.4650 17.688 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.3625 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.50 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.50 -Z Bottom 0.2592 Min Temo% 0.4650 17.688 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 0.5625 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.5625 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.50 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.50 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.5625 +Z Bottom 0.2592 Min Temo% 0.4650 17.688 OK X-X.+1.20D+1.60S+0.50W+1.60H 0.5625 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.4875 +Z Bottom 0.2592 Min Temo% 0.4650 17.688 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.4875 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.4875 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.4875 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.3250 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.3250 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+0.90D+W+0.90H 0.350 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+0.90D+W+0.90H 0.350 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+0.90D+E+0.90H 0.2250 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+0.90D+E+0.90H 0.2250 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.40D+1.60H 0.350 -X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.40D+1,60H 0.350 +X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.3625 -X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.3625 +X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.3625 -X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.3625 +X Bottom 0.2592 Min Temo% 0.4650 17.688 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.50 -X Bottom 0.2592 Min Temo% 0.4650 17.688 OK Z-Z,+1.20D+1.60Lr+0,50L+1.60H 0.50 +X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 0.3126 -X Bottom 0.2592 Min Temo% 0.4650 17.688 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 0.8124 +X Bottom 0.2592 Min Temo% 0.4650 17.688 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.50 -X Bottom 0.2592 Min Temo% 0.4650 17.688 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.50 +X Bottom 0.2592 Min Temo% 0.4650 17.688 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.3126 -X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0.8124 +X Bottom 0,2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.002456 -X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.002 +X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.002456 -X Bottom 0.2592 Min Temo% 0.4650 17.688 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.002 +X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 0.3250 -X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. _ Pr:nte,':2;OFC 2016 1,4".1 General FootingFile=c:1DOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC INC.1983-2015.Build:6.15.12.9,Ver.6.0.25 4:0-0: tASSOCIATES Description: A11 Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 inA2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.3250 +X Bottom 0.2592 Min Temo% 0.4650 17.688 OK Z-Z,+0.90D+W+0.90H 0.06239 -X Too 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+0.90D+W+0.90H 0.9374 +X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+0,90D+E+0.90H 0.2250 -X Bottom 0,2592 Min Temp% 0.4650 17.688 OK Z-Z,+0.90D+E+0.90H 0.2250 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 1,728 Dsi 1.512 Dsi 1.728 Dsi 1,512 Dsi 1.728 Dsi 75 Dsi 0.02305 OK +1.20D+0.50Lr+1.60L+1.60H 1.79 psi 1.566 psi 1.79 Dsi 1.566 Dsi 1.79 psi 75 Dsi 0.02387 OK +1.20D+1.60L+0.50S+1.60H 1.79 Dsi 1.566 Dsi 1.79 Dsi 1.566 Dsi 1.79 Dsi 75 Dsi 0.02387 OK +1.20D+1.60Lr+0.50L+1.60H 2.469 Dsi 2,16 Dsi 2,469 Dsi 2.16 Dsi 2.469 Dsi 75 Dsi 0.03292 OK +1.20D+1.60Lr+0.50W+1.60H 2.778 Dsi 2.431 Dsi 2.778 Dsi 2.431 Dsi 2.778 Dsi 75 Dsi 0.03704 OK +1.20D+0.50L+1.60S+1.60H 2.469 Dsi 2.16 Dsi 2.469 Dsi 2.16 Dsi 2.469 Dsi 75 Dsi 0.03292 OK +1.20D+1.60S+0.50W+1.60H 2.778 Dsi 2.431 Dsi 2.778 Dsi 2.431 Dsi 2.778 psi 75 Dsi 0.03704 OK +1.20D+0.50Lr+0.50L+W+1.60H 2.407 Dsi 2.106 osi 2.407 Dsi 2.106 Dsi 2.407 Dsi 75 Dsi 0.0321 OK +1,20D+0.50L+0.50S+W+1.60H 2.407 Dsi 2.106 Dsi 2.407 Dsi 2.106 Dsi 2.407 Dsi 75 Dsi 0.0321 OK +1.20D+0.50L+0.20S+E+1.60H 1.605 Dsi 1.404 Dsi 1.605 Dsi 1.404 Dsi 1.605 Dsi 75 Dsi 0.0214 OK +0.90D+W+0.90H 1.728 psi 1.512 Dsi 1.728 Dsi 1.512 Dsi 1.728 Dsi 75 Dsi 0.02305 OK +0.90D+E+0.90H 1.111 Dsi 0.9722psi 1.111 Dsi 0.9722 Dsi 1,111 Dsi 75 Dsi 0.01482 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 7.48 Dsi 150Dsi 0.04987 OK +1.20D+0.50Lr+1.60L+1.60H 7.747 psi 150Dsi 0.05165 OK +1.20D+1.60L+0.50S+1.60H 7.747 psi 150osi 0.05165 OK +1.20D+1.60Lr+0,50L+1.60H 10.686 Dsi 150Dsi 0.07124 OK +1.20D+1.60Lr+0.50W+1.60H 12.022 Dsi 150Dsi 0.08014 OK +1.20D+0.50L+1.60S+1.60H 10.686 Dsi 150Dsi 0.07124 OK +1.20D+1.60S+0.50W+1.60H 12,022 Dsi 1500si 0.08014 OK +1.20D+0.50Lr+0.50L+W+1.60H 10.481 psi 150psi 0.06987 OK +1.20D+0.50L+0.50S+W+1.60H 10.481 psi 150psi 0.06987 OK +1.20D+0.50L+0.20S+E+1.60H 6.946 psi 150Dsi 0.04631 OK +0.90D+W+0.90H 8.03 Dsi 150Dsi 0.05353 OK +0.90D+E+0.90H 4.809 osi 150Dsi 0.03206 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pontea-27 DEC 7010, s'50PH General Footing >�=c:ID000ME-11Clinton\MYDOCU-11ENERCA-117958.ec6 _ ENERCALC,INC-19632015,Build:6 15.12 9,Ver.60.25 t:tt: DESIGN ASSOCIATES Description: 1311 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf, = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes 12.0 in Pedestal dimensions... �� x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in ; 1 Reinforcing 2 w Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Siz( _ # 5 . f., 3-95B, Bandwidth Distribution Check (ACI 15.4.4.2) L IN Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads 0 Lr L S W E H P:Column Load = 2.0 2.0 3.0 4.0 1.0 k OB:Overburden = ksf M-xx = k-ft M-zz V-x = 4.0 k V-z — k Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. ?Doter;:2=DF.0 2016, 50?h1 General FootingFile=c:1DOCUME-11ClinlonWYDOCU-11ENERCA-117958.ec6 ENERCALC INC.1983-2015,BuBd:6.15.12.9.Ver.6.0.25 KW-06008130 DESIGN ASSOCIATES Description: 611 DESIGN SUMMARY i- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.5977 Soil Bearing 1.793 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-i PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.158 Overturning-Z-Z 2.40 k-ft 5,180 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1248 Z Flexure(+X) 1.789 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.06279 Z Flexure(-X) 0.90 k-ft 14.333 k-ft +1,20D+0.50L+1.60S+1.60H PASS 0.08023 X Flexure(+Z) 1.150 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.08023 X Flexure(-Z) 1.150 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.09086 1-way Shear(+X) 6.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,09086 1-way Shear(-X) 6.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.09086 1-way Shear(+Z) 6.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.09086 1-way Shear(-Z) 6.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1723 2-way Punching 25.840 psi 150.0 psi +1,20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.4650 0.4650 n/a n/a 0,155 X-X,+D+L+H 3.0 n/a 0.0 0.4650 0.4650 n/a n/a 0,155 X-X,+D+Lr+H 3.0 n/a 0.0 0.7850 0.7850 n/a n/a 0.262 X-X,+D+S+H 3.0 n/a 0.0 0.9450 0.9450 n/a n/a 0,315 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.7050 0.7050 n/a n/a 0.235 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 0.8250 0.8250 n/a n/a 0,275 X-X,+D+0.60W+H 3.0 n/a 0.0 0.8490 0.8490 n/a n/a 0.283 X-X,+D+0.70E+H 3.0 n/a 0.0 0.5770 0.5770 n/a n/a 0.192 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 0.9930 0,9930 n/a n/a 0.331 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.113 1.113 n/a n/a 0,371 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 0.9090 0.9090 n/a n/a 0.303 X-X,+0,60D+0.60W+0.60H 3.0 n/a 0.0 0.6630 0.6630 n/a n/a 0.221 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.3910 0.3910 n/a n/a 0,130 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 0.4650 0.4650 0,155 Z-Z.+D+L+H 3.0 0.0 n/a n/a n/a 0.4650 0.4650 0.155 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 0,7850 0.7850 0,262 Z-Z.+D+S+H 3.0 0.0 n/a n/a n/a 0.9450 0.9450 0.315 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 0.7050 0.7050 0,235 Z-Z.+D+0.750L+0,750S+H 3.0 0.0 n/a n/a n/a 0.8250 0.8250 0.275 Z-Z,+D+0.60W+H 3.0 5.428 n/a n/a n/a 0.0 1.758 0,586 Z-Z,+D+0.70E+H 3.0 0.0 n/a n/a n/a 0.5770 0.5770 0.192 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 3.480 n/a n/a n/a 0.3133 1.673 0.558 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 3.105 n/a n/a n/a 0.4333 1.793 0,598 Z-Z.+D+0.750L40.750S+0.5250E+H 3.0 0.0 n/a n/a n/a 0.9090 0.9090 0.303 Z-Z,+0.60D+0.60W+0.60H 3.0 6.950 n/a n/a n/a 0.0 1.630 0.543 Z-Z.+0.60D+0.70E+0.60H 3.0 0.0 n/a n/a n/a 0.3910 0.3910 0.130 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X.+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Pi:nlec:27 OF:C?010 i WNI General FootingFile=c:IDOCUME-11ClintoMMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:615.12.9.Ver:6.0.25 KW-060081130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: B11 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0,60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z.+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.60W+H 2.40 k-ft 6.633 k-ft 2.764 OK Z-Z,+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.80 k-ft 7.758 k-ft 4.310 OK Z-Z,+D+0.750L+0.750S+0.450W+H 1.80 k-ft 8.695 k-ft 4.831 OK Z-Z,+D+0.750L+0,750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.60W+0.60H 2.40 k-ft 5.180 k-ft 2.158 OK Z-Z,+0.60D+0.70E+0,60H None 0.0 k-ft Infinity OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in"2 in^2 in^2 k-ft X-X,+1.40D+1.60H 0.350 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.40D+1.60H 0,350 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1,20D+0.50Lr+1.60L+1.60H 0.4250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.4250 -Z Bottom 0,2592 Min Temo% 0.3720 14.333 OK X-X.+1.20D+1,60L+0.50S+1.60H 0,4875 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.4875 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.70 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.70 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1,60Lr+0,50W+1.60H 0.950 +Z Bottom 0,2592 Min Temo% 0.3720 14.333 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 0,950 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1,60H 0,90 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.90 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.150 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1,60S+0.50W+1.60H 1.150 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 0.9250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 0.9250 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.9875 +Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X,+1,20D+0.50L+0.50S+W+1.60H 0.9875 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.50 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.50 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 0.7250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 0.7250 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+0.90D+E+0.90H 0.350 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+0.90D+E+0.90H 0.350 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.350 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.350 +X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+1,20D+0.50Lr+1.60L+1.60H 0.4250 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.4250 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.4875 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.4875 +X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.70 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.70 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.5501 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.350 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.90 -X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.90 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0,50W+1.60H 0.7501 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.550 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0.50Lr+0,50L+W+1.60H 0.130 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1,60H 1.730 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1,20D+0.50L+0.50S+W+1.60H 0.1890 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1,60H 1.789 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.50 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr:nted:27 OEC 2016, 1 KPI.1 General FootingFile=cZXUME-1;ClintonWYDOCU-11ENERCA-117958.ec6 ENERCALC.INC.1983-2015.Buik1:6.15.12.9.Ver.6.0.25 06 t: t DESIGN ASSOCIATES Description: 611 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.50 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+0.90D+W+0.90H 0.02599 -X Top 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0,90H 1.574 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+E+0.901-1 0.350 -X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 0.350 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 2.074 psi 2.074 psi 2,074 psi 2.074 psi 2.074 psi 75 osi 0.02765 OK +1.20D+0.501-r+1.601-+1.60H 2.519 psi 2.519 Dsi 2.519 psi 2.519 psi 2.519 psi 75 psi 0.03358 OK +1.20D+1.60L+0.50S+1.60H 2.889 psi 2.889 Dsi 2.889 psi 2.889 Dsi 2.889 Dsi 75 Dsi 0.03852 OK +1.20D+1.6OLr+0.50L+1.60H 4.148 Dsi 4,148 Dsi 4.148 Dsi 4.148 psi 4.148 Dsi 75 psi 0.05531 OK +1,20D+1.6OLr+0.50W+1.60H 5.63 Dsi 5.63 Dsi 5.63 Dsi 5.63 Dsi 5.63 Dsi 75 Dsi 0.07506 OK +1.20D+0.50L+1.60S+1.60H 5.333 psi 5.333 Dsi 5.333 Dsi 5.333 Dsi 5.333 Dsi 75 Dsi 0.07111 OK +1.20D+1.60S+0,50W+1.60H 6.815 psi 6.815 psi 6.815 psi 6.815 psi 6.815 Dsi 75 Dsi 0.09086 OK +1.20D+0.5OLr+0.50L+W+1,60H 5.481 Dsi 5.481 Dsi 5.481 Dsi 5.481 psi 5.481 Dsi 75 Dsi 0.07309 OK +1.20D+0.5.OL+0.50S+W+1.60H 5,852 Dsi 5.852 Dsi 5.852 Dsi 5.852 Dsi 5.852 Dsi 75 Dsi 0.07803 OK +1.20D+0,50L+0.20S+E+1.60H 2.963 Dsi 2.963 Dsi 2.963 Dsi 2.963 Dsi 2.963 Dsi 75 Dsi 0,03951 OK +0.90D+W+0.90H 4.296 psi 4.296 Dsi 4.296 Dsi 4.296 osi 4.296 Dsi 75 Dsi 0.05728 OK +0.90D+E+0.90H 2.074 Dsi 2.074 osi 2.074 psi 2.074 osi 2.074 osi 75 psi 0.02765 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1,40D+1.60H 7.864 Dsi 150Dsi 0.05243 OK +1.20D+0.5OLr+1.60L+1.60H 9.549 Dsi 150osi 0.06366 OK +1.20D+1.60L+0.50S+1.60H 10.954 Dsi 150Dsi 0.07303 OK +1.20D+1.6OLr+0.50L+1.60H 15.728 psi 150Dsi 0.1049 OK +1.20D+1.6OLr+0.50W+1.60H 21.346 Dsi 150Dsi 0.1423 OK +1.20D+0.50L+1.60S+1.60H 2O.222 Dsi 150psi 0.1348 OK +1.20D+1.60S+0.50W+1.60H 25.84 psi 150osi 0.1723 OK +1.20D+0,5OLr+0.50L+W+1.60H 2O.796 psi 150Dsi 0.1386 OK +1.20D+0.50L+0.50S+W+1.60H 22.191 Dsi 150osi 0.1479 OK +1.20D+0.50L+0.20S+E+1.60H 11.235 psi 150osi 0.0749 OK +0.90D+W+0.90H 16.444 psi 150osi 0.1096 OK +0.90D+E+0.90H 7.864 osi 150osi 0.05243 OK Title Block Line 1 Project Title: You can change this area Engineer; Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Printed 27 ll8;2610, i b�PFA General Footin lile=c,1DOCUME-I*nlonWYD000-1�NERCA-117958.ec6 g ENERCALC,INC.1983-2015,Build:6.15.12.9.Ver:6.0 25 1 it 1ASSOCIATES Description; D11 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1-0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis — 2.50 ft Z Footing Thicknes = 12.0 in Pedestal dimensions.., x px;parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in •o I I Reinforcing 2 W Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 '` Reinforcing Bar Siz1 = # 5 ..s... BandMdth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 3.0 3.0 5.0 6.0 1 0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 50 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?nnted:27 DEC 2016, 1.60PM General Footing File=c:OOCUME-1tointonlMYDOCU-1lENERCA-117W.ec6 g ENERCALC,INC.19632015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: D11 DESIGN SUMMARY •- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8357 Soil Bearing 2.507 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.477 Overturning-Z-Z 3.0 k-ft 7,430 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1753 Z Flexure(+X) 2.512 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.1012 Z Flexure(-X) 1.450 k-ft 14.333 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1273 X Flexure(+Z) 1.825 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1273 X Flexure(-Z) 1.825 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1442 1-way Shear(+X) 10.815 psi 75.0 psi +1.20D+1,60S+0.50W+1.60H PASS 0.1442 1-way Shear(-X) 10.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1442 1-way Shear(+Z) 10.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1442 1-way Shear(-Z) 10.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2734 2-way Punching 41,006 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6250 0.6250 n/a n/a 0.208 X-X,+D+L+H 3.0 n/a 0.0 0.6250 0.6250 n/a n/a 0,208 X-X,+D+Lr+H 3.0 n/a 0.0 1.105 1.105 n/a n/a 0,368 X-X,+D+S+H 3.0 n/a 0.0 1.425 1.425 n/a n/a 0A75 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.9850 0.9850 n/a n/a 0.328 X-X.+D+0.750L+0.750S+H 3.0 n/a 0.0 1.225 1.225 n/a n/a 0,408 X-X,+D+0.60W+H 3.0 n/a 0.0 1.201 1.201 n/a n/a 0,400 X-X,+D+0.70E+H 3.0 n/a 0.0 0.7370 0.7370 n/a n/a 0.246 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.417 1.417 n/a n/a 0.472 X-X,+D+0.750L+0.750S+0A50W+H 3.0 n/a 0.0 1.657 1.657 n/a n/a 0.552 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.309 1.309 n/a n/a 0,436 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.9510 0.9510 n/a n/a 0.317 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.4870 0.4870 n/a n/a 0,162 Z-Z+D+H 3.0 0.0 n/a n/a n/a 0.6250 0,6250 0,208 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 0.6250 0.6250 0.208 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 1.105 1.105 0,368 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 1,425 1.425 0.475 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 0.9850 0.9850 0,328 Z-Z.+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 1.225 1.225 0.408 Z-Z,+D+0.60W+H 3.0 4.796 n/a n/a n/a 0.06820 2.334 0.778 Z-Z,+D+0.70E+H 3.0 0.0 n/a n/a n/a 0.7370 0.7370 0,246 Z-Z,+D+0.750Lr+0.750L+0,450W+H 3.0 3.049 n/a n/a n/a 0.5674 2.267 0.756 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 2.607 n/a n/a n/a 0.8074 2.507 0.836 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 0.0 n/a n/a n/a 1.309 1.309 0.436 Z-Z.+0.60D+0.60W+0.60H 3.0 6.057 n/a n/a n/a 0.0 2.107 0,702 Z-Z,+0.60D+0.70E+0.60H 3.0 0.0 n/a n/a n/a 0.4870 0.4870 0,162 Overturning Stability Rotation Axis& - Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pnnted:27 OFt.2016, Y50Ptv1 General FootingFile= 1DOCUME-11CIIntonWMOCU-IIEr1ERCA-1V958.ec6 ENERCALC.INC 1983-2015,Build:6.15.12.9,Ver.6.0.25 i.r0: ASSOCIATES Description: D11 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X.+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z,+D+Lr+H None 0.0 k-ft Infinity OK Z-Z.+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z.+D+0.60W+H 3.0 k-ft 9.383 k-ft 3.128 OK Z-Z,+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 2.250 k-ft 11.070 k-ft 4.920 OK Z-Z,+D+0.750L+0.750S+0.450W+H 2.250 k-ft 12.945 k-ft 5.753 OK Z-Z,+D+0.750L+0.750S+0,5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.60W+0.60H 3.0 k-ft 7.430 k-ft 2,477 OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X.+1.40D+1,60H 0.5250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.40D+1.60H 0.5250 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6375 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6375 -Z Bottom 0,2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.7625 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.7625 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.050 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.050 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1,60H 1.425 +Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 1.425 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1,60H 1.450 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+0.50L+1.60S+1.60H 1,450 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.825 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.825 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 1.388 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0,50Lr+0.50L+W+1.60H 1.388 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.513 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.513 -Z Bottom 0.2592 Min Temp% 0,3720 14,333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.70 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1,20D+0.50L+0.20S+E+1.60H 0.70 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 1.088 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 1.088 -Z Bottom 0.2592 Min Temp% 0,3720 14,333 OK X-X,+0.90D+E+0,90H 0.4625 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+0.90D+E+0.90H 0.4625 -Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+1,40D+1.60H 0.5250 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.5250 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6375 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0.50Lr+1,60L+1.60H 0.6375 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.7625 -X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.7625 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.050 -X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.050 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1,60Lr+0.50W+1.60H 0.9251 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.925 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.450 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.450 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.325 -X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+1.60S+0.50W+1,60H 2.325 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0,3878 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1.60H 2,387 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.5128 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 2.512 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.70 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the'Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. _ Prntac: 7Ct General Footin File=c:IDOCUME-11ClintonlMYDOCU-iIENERCA-117958.ecfi g ENERCALC,INC.19832015,Build:6.15.12 9,Verfi.0.25 �.��: • • • Description: D11 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-fl Side?- Bot or Top? in12 inA2 in12 k-ft Z-Z.+1.20D+0.50L+0,20S+E+1.60H 0.70 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0,90H 0.1098 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 2.109 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+E+0,90H 0.4625 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 0.4625 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 3.111 osi 3.111 Dsi 3.111 Dsi 3.111 Dsi 3.111 Dsi 75 Dsi 0.04148 OK +1.20D+0.50Lr+1.60L+1.60H 3.778 Dsi 3.778 Dsi 3.778 psi 3.778 Dsi 3,778 Dsi 75 Dsi 0.05037 OK +1.20D+1.60L+0,50S+1.60H 4.519 Dsi 4.519 Dsi 4.519 Dsi 4.519 Dsi 4.519 Dsi 75 Dsi 0.06025 OK +1.20D+1.60Lr+0.50L+1.60H 6.222 Dsi 6.222 psi 6.222 Dsi 6.222 psi 6.222 Dsi 75 Dsi 0.08296 OK +1.20D+1.60Lr+0.50W+1.60H 8.444 Dsi 8.444 Dsi 8.444 Dsi 8.444 Dsi 8.444 Dsi 75 Dsi 0.1126 OK +1.20D+0.50L+1.60S+1.60H 8.593 Dsi 8.593 Dsi 8.593 Dsi 8.593 Dsi 8.593 Dsi 75 Dsi 0.1146 OK +1.20D+1.60S+0.50W+1.60H 10.815 Dsi 10.815 Dsi 10.815 Dsi 10.815 psi 10.815 Dsi 75 Dsi 0.1442 OK +1.20D+0.50Lr+0.50L+W+1.60H 8.222 Dsi 8.222 Dsi 8.222 Dsi 8.222 Dsi 8.222 Dsi 75 Dsi 0.1096 OK +1.20D+0.50L+0.50S+W+1,60H 8.963 Dsi 8.963 Dsi 8.963 Dsi 8.963 Dsi 8.963 Dsi 75 Dsi 0.1195 OK +1.20D+0.50L+0.20S+E+1.60H 4.148 psi 4.148 Dsi 4.148 Dsi 4.148 Dsi 4.148 Dsi 75 Dsi 0.05531 OK +0.90D+W+0.90H 6.444 Dsi 6.444 Dsi 6.444 Dsi 6.444 psi 6.444 Dsi 75 Dsi 0.08593 OK +0.90D+E+0.90H 2.741 Dsi 2.741 Dsi 2.741 Dsi 2.741 psi 2.741 psi 75 psi 0.03654 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 11,796 Ni 150Dsi 0.07864 OK +1.20D+0.50Lr+1,60L+1.60H 14.324 Dsi 150osi 0.09549 OK +1.20D+1.60L+0.50S+1.60H 17.133 Dsi 150osi 0.1142 OK +120D+1.60Lr+0.50L+1.60H 23.593 Dsi 150osi 0.1573 OK +120D+1.60Lr+0.50W+1.60H 32.019 Dsi 150Dsi 0.2135 OK +1.20D+0.50L+1.60S+1.60H 32.58 Dsi 150psi 0.2172 OK +1.20D+1.60S+0.50W+1.60H 41.006 Dsi 150osi 0.2734 OK +120D+0.50Lr+0.50L+W+1.60H 31.176 Dsi 150psi 0.2078 OK +120D+0.50L+0.50S+W+1.60H 33.985 Dsi 150osi 0.2266 OK +120D+0.50L+020S+E+1.60H 15,728 Dsi 150osi 0.1049 OK +0.90D+W+0,90H 24.494 psi 150psi 0.1633 OK +0.90D+E+0.90H 10.392 Dsi 150Dsi 0.06928 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 OEC:2016, t50PM General botin FHe=c:OMUME-lWJintontMYDOCU-11ENERCA-1v958.wB _ 9 ENERCALC,INC 1983-2015,Build:615.12.9,Ver.6.0.25 KW-06008130 DESIGN ASSOCIATES Description: F11 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface - ft Min Steel%Bending Reinf, = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. - 0.00180 when footing base is below - ft Min,Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 12.0 in Pedestal dimensions... X px:parallel to X-X Axis = in iv pz:parallel to Z-Z Axis = in Height = in m Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Zp _. ? u Reinforcing 2 ° Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = ## 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar SizE _ # 5 3.A5 � s...■.. Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 2.0 2.0 30 4.0 1.0 k OB:Overburden = ksf_ M-xx = - --- -- — k-ft M-zz = k-ft V-x = — - - - 5,0 - - - k — V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID- using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 DEt;?016,?50PP1 General FootingFile=c:IDOCUME-11ClintonlMYDOCU-11ENERCA-11795B.ec6 ENERCALC,INC.1983-2015.Build:6.15.12.9.Ver.6.0.25 :i0: ASSOCIATES Description: F11 DESIGN SUMMARY i- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6910 Soil Bearing 2.073 ksf 3.0 ksf +0.60D+0.60W+0.60H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.727 Overturning-Z-Z 3.0 k-ft 5.180 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1411 Z Flexure(+X) 2.023 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.06279 Z Flexure(-X) 0.90 k-ft 14.333 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.08023 X Flexure(+Z) 1.150 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1,60H PASS 0.08023 X Flexure(-Z) 1.150 k-ft 14.333 k-ft +1.20D+1.60S+0,50W+1,60H PASS 0.09086 1-way Shear(+X) 6.815 psi 75,0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.09086 1-way Shear(-X) 6.815 psi 75.0 psi +1.20D+1.60S+0.50W+1,60H PASS 0.09086 1-way Shear(+Z) 6.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.09086 1-way Shear(-Z) 6.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1723 2-way Punching 25.840 psi 150.0 psi +1.20D+1.60S+0,50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 3.0 n/a 0.0 0.4650 0.4650 n/a n/a 0,155 X-X,+D+L+H 3.0 n/a 0.0 0.4650 0.4650 n/a n/a 0,155 X-X,+D+Lr+H 3.0 n/a 0.0 0.7850 0.7850 n/a n/a 0.262 X-X.+D+S+H 3.0 n/a 0.0 0.9450 0,9450 n/a n/a 0.315 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0,7050 0.7050 n/a n/a 0,235 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 0.8250 0.8250 n/a n/a 0.275 X-X,+D+0.60W+H 3.0 n/a 0.0 0.8490 0,8490 n/a n/a 0.283 X-X,+D+0,70E+H 3.0 n/a 0.0 0.5770 0.5770 n/a n/a 0.192 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 0.9930 0.9930 n/a n/a 0.331 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.113 1.113 n/a n/a 0.371 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 0.9090 0.9090 n/a n/a 0,303 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.6630 0.6630 n/a n/a 0.221 X-X.+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.3910 0.3910 n/a n/a 0.130 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 0.4650 0.4650 0,155 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 0.4650 0.4650 0.155 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 0.7850 0.7850 0.262 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 0.9450 0.9450 0.315 Z-Z.+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 0.7050 0.7050 0.235 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 0.8250 0.8250 0.275 Z-Z,+D+0.60W+H 3.0 6,784 n/a n/a n/a 0.0 2.046 0.682 Z-Z.+D+0.70E+H 3.0 0.0 n/a n/a n/a 0.5770 0.5770 0,192 Z-Z.+D+0.750Lr+0.750L+0,450W+H 3.0 4.350 n/a n/a n/a 0.1434 1.843 0,614 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 3.881 n/a n/a n/a 0,2634 1.963 0.654 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 0.0 n/a n/a n/a 0.9090 0.9090 0.303 Z-Z.+0.60D+0.60W+0.60H 3.0 8,688 n/a n/a n/a 0.0 2.073 0,691 Z-Z,+0,60D+0.70E+0.60H 3.0 0.0 n/a n/a n/a 0.3910 0.3910 0.130 Overtuming Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+11 None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnh�d:2=OKI20P General Footing File=c:IDOCUME-11Clinton\MYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06009130ASSOCIATES , Description: 1`11 Overtuming Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X.+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z,+D+Lr+H None 0.0 k-ft Infinity OK Z-Z.+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z.+D+0.60W+H 3.0 k-ft 6.633 k-ft 2.211 OK Z-Z.+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0,750L+0.450W+H 2.250 k-ft 7.758 k-ft 3.448 OK Z-Z,+D+0.750L+0.750S+0.450W+H 2.250 k-ft 8,695 k-ft 3.865 OK Z-Z,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.60W+0.60H 3.0 k-ft 5.180 k-ft 1.727 OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in^2 in"2 inA2 k-ft X-X,+1.40D+1.60H 0.350 +Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X.+1.40D+1.60H 0.350 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0,4250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+0.50Lr+1.60L+1,60H 0.4250 -Z Bottom 0.2592 Min TemD% 0,3720 14,333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.4875 +Z Bottom 0.2592 Min Temo% 0.3720 14,333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.4875 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.70 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.70 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.950 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1,60H 0.950 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1,20D+0.50L+1.60S+1.60H 0.90 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.90 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.150 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.150 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 0.9250 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 0.9250 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.9875 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 0.9875 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.50 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.50 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 0,7250 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X.+0.90D+W+0,90H 0.7250 -Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X.+0.90D+E+0.90H 0.350 +Z Bottom 0,2592 Min Temo% 0.3720 14.333 OK X-X,+0.90D+E+0.90H 0.350 -Z Bottom 0,2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.40D+1.60H 0.350 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.350 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.4250 -X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.4250 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.4875 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1,20D+1.60L+0.50S+1.60H 0.4875 +X Bottom 0.2592 Min Temo% 0,3720 14.333 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 0.70 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.70 +X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4501 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.450 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1,60H 0.90 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.90 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.6501 -X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.650 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.02271 -X Top 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.977 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0,50S+W+1.60H 0.02306 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.023 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.50 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 OE C 2C1 General FootingFile=c:IDOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 111111 ENERCALC,INC.1983-2015,Build:6 15 12.9.Ver.6.0.25 KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: F11 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 in^2 inA2 k-ft Z-Z.+1.20D+0.50L+0.20S+E+1.60H 0.50 +X Bottom 0,2592 Min TemD% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 0.09690 -X Too 0.2592 Min Temp% 0,3720 14.333 OK Z-Z.+0.90D+W+0.90H 1.903 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 0.350 -X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+0.90D+E+0.90H 0.350 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 2.074 psi 2.074 osi 2,074 Dsi 2.074 psi 2.074 Dsi 75 psi 0.02765 OK +1.20D+0.50Lr+1.60L+1.60H 2.519 Dsi 2.519 psi 2.519 psi 2.519 Dsi 2.519 Dsi 75 Dsi 0.03358 OK +1.20D+1.60L+0.50S+1.60H 2.889 Dsi 2.889 psi 2.889 Dsi 2.889 Dsi 2.889 Dsi 75 Dsi 0.03852 OK +1.20D+1.60Lr+0.50L+1.60H 4.148 Dsi 4.148 Dsi 4.148 osi 4.148 Dsi 4.148 Dsi 75 psi 0.05531 .OK +1.20D+1,60Lr+0.50W+1.60H 5.63 osi 5.63 psi 5.63 osi 5.63 osi 5.63 Dsi 75 osi 0.07506 OK +1.20D+0.50L+1.60S+1.60H 5.333 Dsi 5.333 Dsi 5.333 osi 5.333 Dsi 5.333 Dsi 75 Dsi 0.07111 OK +1.20D+1.60S+0.50W+1.60H 6.815 osi 6.815 osi 6.815 osi 6.815 osi 6.815 Dsi 75 Dsi 0.09086 OK +1.20D+0.50Lr+0.50L+W+1.60H 5.481 Dsi 5.481 Dsi 5.481 Dsi 5.481 Dsi 5.481 Dsi 75 Dsi 0.07309 OK +1.20D+0.50L+0.50S+W+1.60H 5.852 osi 5.852 osi 5.852 Dsi 5.852 osi 5.852 osi 75 Dsi 0.07803 OK +1.20D+0.50L+0.20S+E+1.60H 2.963 Dsi 2.963 Dsi 2.963 osi 2.963 psi 2.963 psi 75 osi 0.03951 OK +0.90D+W+0.90H 4.296 Dsi 4.296 osi 4.296 osi 4.296 Dsi 4.296 osi 75 psi 0.05728 OK +0.90D+E+0.90H 2.074 Dsi 2.074 psi 2.074 osi 2.074 Dsi 2.074 Dsi 75 Dsi 0.02765 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 7.864 Dsi 150psi 0.05243 OK +1.20D+0.50Lr+1.60L+1.60H 9.549 psi 150psi 0.06366 OK +1.20D+1.60L+0.50S+1.60H 10,954 osi 150psi 0.07303 OK +1.20D+1.60Lr+0.50L+1.60H 15.728 osi 150osi 0.1049 OK +1.20D+1,60Lr+0.50W+1.60H 21.346 psi 150osi 0.1423 OK +1.20D+0.50L+1.60S+1.60H 2O.222 Dsi 150osi 0.1348 OK +1.20D+1.60S+0.50W+1.60H 25.84 psi 150osi 0.1723 OK +1.20D+0.50Lr+0.50L+W+1.60H 2O.942 Dsi 150osi 0.1396 OK +1.20D+0.50L+0,50S+W+1.60H 22.289 osi 150Dsi 0.1486 OK +1,20D+0,50L+0.20S+E+1.60H 11.235 Dsi 150Dsi 0.0749 OK +0.90D+W+0.90H 17.097 Dsi 150osi 0.114 OK +0.90D+E+0.90H 7.864 psi 150osi 0.05243 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printer:27 DEC 2016 1 510kl General FootingAM=wDOCUME-IlOnbnWYDOCU-11ENERCA-117959.ec6 ENERCALC,INC 1983-2015,Build:6.15.12.9,Ver.6.0.25 Lic.#:KW-MOOB130 DESIGN ASSOCIATES Description: H11 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 12.0 in Pedestal dimensions.,, X px:parallel to X-X Axis = in N pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... � at Bottom of footing = 3.0 in .p n Reinforcing 2 ° W Bars parallel to X-X Axis Number of Bars = 30 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Siz( _ # 5 3-W50- 3-05B. Bandwidth Distribution Check (ACI 15.4.4.2) I� - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 3.0 3.0 5.0 6.0 3.0 k OB:Overburden = _ksf M-xx = - - - k-ft M-zz = k-ft V-x = 5.0 4.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?r:nled:27 DEC 2016, i 510M rGeneral Footing File=c:1DOCUME-11ClintonWYDOCU-11ENERCA-117958.ec6 1111111 ENERCALC,INC.1983-2015.Build:6.15.12.9.Ver.6.0.25 i.i0: ASSOCIATES Description: H11 DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8357 Soil Bearing 2.507 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-Z' PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.984 Overturning-Z-Z 2.80 k-ft 5.555 k-ft +0.60D+0.70E+0,60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1753 Z Flexure(+X) 2.512 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.1012 Z Flexure(-X) 1.450 k-ft 14.333 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1273 X Flexure(+Z) 1.825 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1273 X Flexure(-Z) 1.825 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1442 1-way Shear(+X) 10.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1442 1-way Shear(-X) 10.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,1442 1-way Shear(+Z) 10.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1442 1-way Shear(-Z) 10.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2734 2-way Punching 41.006 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearina Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6250 0,6250 n/a n/a 0.208 X-X,+D+L+H 3.0 n/a 0.0 0.6250 0.6250 n/a n/a 0.208 X-X.+D+Lr+H 3.0 n/a 0.0 1.105 1.105 n/a n/a 0.368 X-X,+D+S+H 3.0 n/a 0.0 1.425 1.425 n/a n/a 0A75 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.9850 0,9850 n/a n/a 0.328 X-X.+D+0.750L+0.750S+H 3.0 n/a 0.0 1.225 1,225 n/a n/a 0.408 X-X,+D+0.60W+H 3.0 n/a 0.0 1.201 1.201 n/a n/a 0.400 X-X,+D+0.70E+H 3.0 n/a 0.0 0.9610 0.9610 n/a n/a 0.320 X-X,+D+0.750Lr+0.750L+0,450W+H 3.0 n/a 0.0 1.417 1.417 n/a n/a 0.472 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.657 1.657 n/a n/a 0,552 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.477 1.477 n/a n/a 0.492 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.9510 0.9510 n/a n/a 0,317 X-X,+0.60D+0.70E+0.60H 3.0 nla 0.0 0,7110 0.7110 n/a n/a 0,237 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 0.6250 0,6250 0.208 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 0,6250 0.6250 0.208 Z-Z.+D+Lr+H 3.0 0.0 n/a n/a n/a 1.105 1.105 0.368 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 1.425 1.425 0.475 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 0.9850 0.9850 0,328 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 1.225 1.225 0.408 Z-Z,+D+0.60W+H 3.0 4.796 n/a n/a n/a 0.06820 2.334 0.778 Z-Z,+D+0.70E+H 3.0 5.594 n/a n/a n/a 0,0 2.025 0,675 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 3.049 n/a n/a n/a 0.5674 2.267 0.756 Z-Z.+D+0.750L+0.750S+0.450W+H 3.0 2.607 n/a n/a n/a 0.8074 2.507 0.836 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 2.730 n/a n/a n/a 0.6840 2.270 0.757 Z-Z.+0.60D+0.60W+0.60H 3.0 6.057 n/a n/a n/a 0.0 2.107 0.702 Z-Z,+0.60D+0,70E+0.60H 3.0 7.561 n/a n/a n/a 0.0 1.890 0.630 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0,750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+H None 0.0 k-ft Infinity OK X-X.+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?rnte4:27 DEC 2016, PSTPLI General Footing File=c:woCUME-IkClmMnIMYDOCU-11ENERCA-117M.ec6 ENERCALC INC.19n2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 Licenses:STRUCTURAL DESIGN ASSOCIATES , Description: H11 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0,750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z.+D+L+H None 0.0 k-ft Infinity OK Z-Z.+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z.+D+0.60W+H 3.0 k-ft 9.383 k-ft 3.128 OK Z-Z.+D+0.70E+H 2.80 k-ft 7.508 k-ft 2.681 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.250 k-ft 11.070 k-ft 4.920 OK Z-Z.+D+0.750L+0.750S+0.450W+H 2.250 k-ft 12,945 k-ft 5.753 OK Z-Z.+D+0.750L+0.750S+0.5250E+H 2.10 k-ft 11.539 k-ft 5.495 OK Z-Z,+0.60D+0.60W+0.60H 3.0 k-ft 7.430 k-ft 2.477 OK Z-Z,+0.60D+0.70E+0.60H 2.80 k-ft 5.555 k-ft 1.984 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 in^2 k-ft X-X,+1,40D+1.60H 0.5250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.40D+1.60H 0.5250 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.6375 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6375 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.7625 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0,7625 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 1.050 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.050 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.425 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.425 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.450 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X.+1.20D+0.50L+1.60S+1.60H 1.450 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.825 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.825 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.388 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X.+1.20D+0.50Lr+0.50L+W+1,60H 1.388 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.513 +Z Bottom 0.2592 Min TemD% 0.3720 14,333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.513 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.950 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.950 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 1.088 +Z Bottom 0.2592 Min TemD% 0,3720 14.333 OK X-X+0.90D+W+0.90H 1.088 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+0.90D+E+0.90H 0.7125 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+0.90D+E+0.90H 0.7125 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.5250 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.5250 +X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.6375 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1,20D+0.50Lr+1,60L+1.60H 0.6375 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.7625 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60L+0.50S+1,60H 0.7625 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 1.050 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1,20D+1.60Lr+0.50L+1.60H 1.050 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.9251 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.925 +X Bottom 0,2592 Min TemD% 0.3720 14,333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.450 -X Bottom 0.2592 Min TemD% 0,3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.450 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.325 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0,50W+1.60H 2.325 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.501-+W+1.60H 0.3878 -X Bottom 0.2592 Min TemD% 0.3720 14,333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 2,387 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.5128 -X Bottom 0,2592 Min TemD% 0.3720 14.333 OK Z-Z.+1.20D+0.50L+0,50S+W+1.60H 2.512 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 0.1533 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings'menu item Project Descr and then using the'Printing& Title Block"selection. ?rntac:27DF.;:?C1n I'SIfMI General FootingFile=c:IDOCUME-11ClintonNYDOCU-11ENERCA-117958.ec6 111111 ENERCALC.INC.1983.2015.Build:6.15.12.9,Ver.6.0.25 KW-06008130ASSOCIATES Description: H11 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 in"2 in^2 k-ft Z-Z.+1.20D+0.50L+0.20S+E+1.60H 1.753 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 0.1098 -X Bottom 0.2592 Min TemD% 0.3720 14,333 OK Z-Z,+0.90D+W+0,90H 2.109 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 0.03380 -X Too 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 1.566 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 3.111 psi 3.111 osi 3.111 osi 3.111 osi 3.111 psi 75 psi 0.04148 OK +1.20D+0.50Lr+1.60L+1.60H 3.778 psi 3.778 psi 3.778 psi 3.778 psi 3.778 osi 75 psi 0.05037 OK +1.20D+1.60L+0.50S+1.60H 4.519 osi 4.519 osi 4.519 osi 4.519 osi 4.519 psi 75 psi 0.06025 OK +1.20D+1.60Lr+0.50L+1.60H 6.222 Dsi 6.222 psi 6.222 psi 6.222 osi 6.222 Dsi 75 osi 0.08296 OK +1.20D+1.60Lr+0.50W+1.60H 8.444 Dsi 8.444 Dsi 8.444 Dsi 8.444 osi 8.444 Dsi 75 Dsi 0.1126 OK +1.20D+0.50L+1,60S+1.60H 8.593 Dsi 8.593 Dsi 8.593 Dsi 8.593 osi 8.593 Dsi 75 osi 0.1146 OK +1.20D+1.60S+0.50W+1.60H 10.815 osi 10.815 psi 10.815 Dsi 10.815 Dsi 10.815 psi 75 Dsi 0.1442 OK +1.20D+0.50Lr+0.50L+W+1.60H 8.222 osi 8.222 osi 8.222 osi 8.222 osi 8.222 osi 75 osi 0.1096 OK +1.20D+0,50L+0.50S+W+1.60H 8.963 psi 8.963 psi 8.963 psi 8.963 psi 8.963 osi 75 psi 0.1195 OK +1.20D+0.50L+0.20S+E+1.60H 5.63 osi 5.63 osi 5.63 osi 5.63 osi 5.63 Dsi 75 osi 0.07506 OK +0.90D+W+0,90H 6.444 osi 6.444 Dsi 6.444 Dsi 6.444 Dsi 6.444 Dsi 75 osi 0.08593 OK +0.90D+E+0.90H 4.222 Dsi 4.222 Dsi 4,222 osi 4.222 psi 4.222 Dsi 75 psi 0.0563 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 11.796 psi 150Dsi 0,07864 OK +1.20D+0.50Lr+1.60L+1.60H 14.324 psi 150osi 0.09549 OK +1.20D+1.60L+0.50S+1.60H 17.133 psi 150osi 0.1142 OK +1.20D+1.60Lr+0.50L+1.60H 23.593 psi 150osi 0.1573 OK +1.20D+1.60Lr+0.50W+1.60H 32.019 Dsi 150Dsi 0.2135 OK +1.20D+0.50L+1.60S+1.60H 32.58 osi 150psi 0.2172 OK +1.20D+1.60S+0.50W+1.60H 41.006 psi 150osi 0.2734 OK +1.20D+0.50Lr+0.50L+W+1.60H 31.176 osi 150osi 0.2078 OK +1.20D+0.50L+0.50S+W+1.60H 33.985 osi 150Dsi 0.2266 OK +1.20D+0.50L+0.20S+E+1.60H 21.353 osi 150osi 0.1424 OK +0.90D+W+0.90H 24.494 Dsi 150Dsi 0.1633 OK +0.90D+E+0.90H 16.183 osi 150osi 0.1079 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. General FootingFile=c:EMUME-1tGinionVAYD000-NENERCA-117M.ec6 ENERCALC,INC.1983-2015,Build:615-12.9,Ver.6.0.25 KW-06008130 DESIGN ASSOCIATES Description: K11 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 30 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2 50 ft Z Footing Thicknes = 12.0 in Pedestal dimensions... X px:parallel to X-X Axis = in iv pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in �o .rn u Reinforcing 2 w Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3 r Reinforcing Bar Sizf = # 5 3 osea �•xsa Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H_ P:Column Load = 2.0 2.0 3.0 5.0 4.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 4.0 40 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. _ Pnnitm:27OEs,2G1G, i:SPPNI [General Footing File=c:OXUME-1tClinlonWYDOCU-11ENERCA-1V958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130ASSOCIATES Description: K11 DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6620 Soil Bearing 1.986 ksf 3.0 ksf +D+0.70E+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.028 Overturning-Z-Z 2.80 k-ft 5.680 k-ft +0.60D+0,70E+0.60H FAIL 0.6491 Sliding-X-X 2.80 k 1.818 k +0.60D+0.70E+0.60H PASS nla Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1334 Z Flexure(+X) 1.912 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.06279 Z Flexure(-X) 0.90 k-ft 14.333 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.08459 X Flexure(+Z) 1.213 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.08459 X Flexure(-Z) 1.213 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0,09580 1-way Shear(+X) 7.185 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.09580 1-way Shear(-X) 7,185 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.09580 1-way Shear(+Z) 7.185 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.09580 1-way Shear(-Z) 7.185 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1816 2-way Punching 27.244 psi 150.0 psi +1,20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 3.0 n/a 0.0 0.4650 0.4650 n/a n/a 0.155 X-X,+D+L+H 3.0 n/a 0.0 0.4650 0.4650 n/a n/a 0.155 X-X,+D+Lr+H 3.0 n/a 0.0 0.7850 0.7850 n/a n/a 0.262 X-X,+D+S+H 3.0 n/a 0.0 0.9450 0.9450 n/a n/a 0.315 X-X.+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.7050 0.7050 n/a n/a 0,235 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 0.8250 0.8250 n/a n/a 0,275 X-X.+D+0.60W+H 3.0 n/a 0.0 0.9450 0.9450 n/a n/a 0.315 X-X,+D+0.70E+H 3.0 n/a 0.0 0.9130 0.9130 n/a n/a 0.304 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.065 1.065 n/a n/a 0.855 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.185 1.185 n/a n/a 0.395 X-X,+D+0.750L+0,750S+0.5250E+H 3.0 n/a 0.0 1.161 1.161 n/a n/a 0.387 X-X.+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.7590 0.7590 n/a n/a 0.253 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.7270 0.7270 n/a n/a 0,242 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 0,4650 0.4650 0,155 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 0.4650 0.4650 0.155 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 0.7850 0.7850 0,262 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 0.9450 0.9450 0.315 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 0.7050 0.7050 0.235 Z-Z.+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 0.8250 0.8250 0.275 Z-Z,+D+0,60W+H 3.0 4.876 n/a n/a n/a 0,03876 1.851 0,617 Z-Z,+D+0.70E+H 3.0 5.888 n/a n/a n/a 0.0 1.986 0.662 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 3.245 n/a n/a n/a 0.3853 1,745 0,582 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 2.916 n/a n/a n/a 0.5053 1.865 0.622 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 3.473 n/a n/a n/a 0.3680 1.954 0.651 Z-Z,+0.60D+0.60W+0.60H 3.0 6.071 n/a n/a n/a 0.0 1,684 0,561 Z-Z,+0.60D+0.70E+0.60H 3.0 7.395 n/a n/a n/a 00 1.891 0.630 Overturning Stability Rotation Axis& Load Combination... Overtuming Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0,0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinitv OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. [Gen@�a� Footing File=c:1DOCUME-11ClintonlWDOCU-11ENERCA-117958.ec6 ENERCALC.INC.1983-2015,Build:6.1512 9,Ver.6 0 25 KW-06008130 Licensee: Description: K11 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+0.750L+0,750S+0.5250E+H None 0,0 k-ft Infinity OK X-X.+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z.+D+L+H None 0.0 k-ft Infinity OK Z-Z,+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0,750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.60W+H 2.40 k-ft 7.383 k-ft 3.076 OK Z-Z,+D+0.70E+H 2.80 k-ft 7.133 k-ft 2.547 OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 1.80 k-ft 8,320 k-ft 4.622 OK Z-Z,+D+0.750L+0.750S+0.450W+H 1.80 k-ft 9.258 k-ft 5.143 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2.10 k-ft 9.070 k-ft 4.319 OK Z-Z,+0.60D+0.60W+0.60H 2.40 k-ft 5,930 k-ft 2.471 OK Z-Z,+0.60D+0.70E+0.60H 2.80 k-ft 5.680 k-ft 2.028 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X,+D+H 0.0 k 1.163 k No Sliding OK X-X,+D+L+H 0.0 k 1.163 k No Slidino OK X-X,+D+Lr+H 0.0 k 1.963 k No Sliding OK X-X.+D+S+H 0.0 k 2.363 k No Sliding OK X-X,+D+0.750Lr+0.750L+H 0.0 k 1.763 k No Sliding OK X-X,+D+0.750L+0.750S+H 0.0 k 2.063 k No Sliding OK X-X,+D+0.60W+H 2.40 k 2.363 k 0.9844 No Good! X-X,+D+0.70E+H 2.80 k 2.283 k 0.8152 No Good! X-X,+D+0.750Lr+0.750L+0.450W+H 1.80 k 2.663 k 1.479 OK X-X,+D+0,750L+0.750S+0.450W+H 1.80 k 2.963 k 1.646 OK X-X,+D+0,750L+0.750S+0.5250E+H 2.10 k 2.903 k 1.382 OK X-X,+0.60D+0.60W+0.60H 2.40 k 1.898 k 0.7906 No Good! X-X.+0.60D+0.70E+0.60H 2.80 k 1.818 k 0.6491 No Good! Z-Z,+D+H 0.0 k 1.163 k No Sliding OK Z-Z,+D+L+H 0.0 k 1.163 k No Slidina OK Z-Z,+D+Lr+H 0.0 k 1.963 k No Sliding OK Z-Z,+D+S+H 0.0 k 2.363 k No Sliding OK Z-Z,+D+0.750Lr+0.750L+H 0.0 k 1.763 k No Sliding OK Z-Z,+D+0.750L+0.750S+H 0.0 k 2.063 k No Sliding OK Z-Z.+D+0.750L+0.750S+0.450W+H 0.0 k 2.963 k No Slidina OK Z-Z,+D+0.750L-t0.750S+0.5250E+H 0.0 k 2.903 k No Sliding OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 1.898 k No Sliding OK Z-Z,+0.60D+0.70E+0.60H 0.0 k 1.818 k No Sliding OK Z-Z,+D+0.60W+H 0.0 k 2.363 k No Sliding OK Z-Z,+D+0.70E+H 0.0 k 2.283 k No Sliding OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 0.0 k 2.663 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in^2 inA2 in^2 k-ft X-X,+1.40D+1.60H 0.350 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X.+1.40D+1.60H 0.350 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.4250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.4250 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1,60L+0.50S+1.60H 0.4875 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.4875 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.70 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.70 -Z Bottom 0.2592 Min TemD% 0,3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.013 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.013 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.90 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.90 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.213 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pralqu 77 DEC?016. 1-52PId General FootingFile=c:1D000ME-IkOintmWYDOCU-11ENERCA-117%8.ec6 _ ENERCALC,INC 19a2015,Build:& 512 9,Ver:6 0.25 I:0r: ASSOCIATES Description: K11 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X.+1.20D+1.60S+0.50W+1,60H 1.213 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.050 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.050 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1,113 +Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.113 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.8750 +Z Bottom 0,2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+0.50L+0,20S+E+1.60H 0,8750 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 0.850 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X.+0.90D+W+0,90H 0.850 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+0.90D+E+0.90H 0.7250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+0.90D+E+0.90H 0.7250 -Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z.+1.40D+1.60H 0.350 -X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+1.40D+1.60H 0.350 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0.50Lr+1.60L+1,60H 0.4250 -X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.4250 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.4875 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.4875 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.70 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 0.70 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.6126 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1,60Lr+0.50W+1,60H 1.412 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.90 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.90 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0.8126 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1,60S+0.50W+1.60H 1.612 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 0.2501 -X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.850 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.3127 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.912 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 0.08443 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.684 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 0.06779 -X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 1.667 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 0,02599 -X Top 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+0.90D+E+0.90H 1.574 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1,40D+1.60H 2.074 psi 2.074 psi 2.074 psi 2.074 psi 2.074 psi 75 psi 0.02765 OK +1.20D+0,50Lr+1.60L+1.60H 2.519 psi 2.519 Dsi 2.519 psi 2.519 Dsi 2.519 Dsi 75 psi 0.03358 OK +1.20D+1.60L+0.50S+1.60H 2.889 psi 2.889 psi 2.889 psi 2.889 psi 2.889 psi 75 Dsi 0.03852 OK +1.20D+1.60Lr+0.50L+1.60H 4.148 psi 4.148 psi 4.148 Dsi 4.148 psi 4.148 psi 75 psi 0.05531 OK +1.20D+1.60Lr+0.50W+1.60H 6 Dsi 6 psi 6 psi 6 psi 6 psi 75 psi 0.08 OK +1.20D+0.50L+1.60S+1.60H 5.333 Dsi 5.333 Dsi 5,333 psi 5,333 Dsi 5,333 Dsi 75 Dsi 0.07111 OK +1.20D+1.60S+0.50W+1.60H 7.185 psi 7.185 Dsi 7.185 Dsi 7.185 psi 7.185 Dsi 75 psi 0.0958 OK +1.20D+0.50Lr+0.50L+W+1.60H 6.222 Dsi 6.222 psi 6.222 Dsi 6.222 psi 6.222 Dsi 75 Dsi 0.08296 OK +1.20D+0.50L+0.50S+W+1.60H 6.593 Dsi 6.593 Dsi 6.593 psi 6.593 Dsi 6.593 Dsi 75 Dsi 0.0879 OK +1.20D+0.50L+0.20S+E+1.60H 5.185 Dsi 5.185 psi 5.185 Dsi 5.185 Dsi 5.185 Dsi 75 Dsi 0.06914 OK +0.90D+W+0.90H 5.037 psi 5.037 Dsi 5.037 Dsi 5.037 psi 5.037 Dsi 75 psi 0.06716 OK +0.90D+E+0.90H 4.296 Dsi 4.296 psi 4.296 Dsi 4.296 Dsi 4.296 Dsi 75 Dsi 0.05728 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 7.864 psi 150osi 0.05243 OK +1.20D+0.50Lr+1.60L+1.60H 9.549 psi 150Dsi 0.06366 OK +1.20D+1.60L+0.50S+1.60H 10.954 psi 1501)si 0.07303 OK +1.20D+1.60Lr+0.50L+1.60H 15.728 psi 150Dsi 0.1049 OK +1.20D+1.60Lr+0.50W+1.60H 22.75 Dsi 150psi 0.1517 OK +1.20D+0.50L+1.60S+1.60H 2O,222 psi 150osi 0.1348 OK, +1.20D+1.60S+0.50W+1.60H 27.244 Dsi 150Dsi 0.1816 OK +1.20D+0.50Lr+0.50L+W+1.60H 23.593 psi 150Dsi 0.1573 OK +1.20D+0.50L+0.50S+W+1.60H 24.997 psi 150osi 0.1666 OK +1.20D+0.50L+0.20S+E+1.60H 19.683 Dsi 150osi 0.1312 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printa 27 DEC 201o,i:52PM General FootingFile=c:1DOCUME-11ClintonNYDOCU-11ENERCA-117956.ec6 ENERCAM INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 Lic.# : KW-06006130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: K11 Punching Shear All units k Load Combination... Vu Phi`Vn Vu 1 Phi'Vn Status +0.90D+W+0.90H 19.146 osi 150osi 0.1276 OK +0.90D+E+0.90H 16.444 psi 150osi 0.1096 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed.27 DEC%C16, t53P6,1 General FootingFile=c:1DOCUME-�11Clinton\MYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983.2015.Build:6.15.12.9.Ver.6.0.25 KW-06008130ASSOCIATES Description: M11 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface - ft Min Steel /e Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1 0 1 Min.Sliding Safety Factor - 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thicknes = 12.0 in 4— - Pedestal dimensions... o x px:parallel to X-X Axis = in N pz:parallel to Z-Z Axis = in m Height - in a Rebar Centerline to Edge of Concrete... � at Bottom of footing = 3.0 in Reinforcing 2" "" w Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Siz( _ # 5 4 3.45ea9 1459an Bandwidth Distribution Check (ACI 15.4.4.2) I� Direction Requiring Closer Separation n/ate #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 2.0 1.0 2.0 1.0 k OB:Overburden = _ ksf M-xx = k-ft M-zz = k-ft V-x = - - 2.0 - k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr:nlcc 21 OEG 2016, i:53PIO General Footin File=c:1DOCUME-11CilntonNYD000-11ENERCA-117958.ec6 g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 0:00: ASSOCIATES Description: M11 DESIGN SUMMARY ' Min.Ratio Poem Applied Capacity Governing Load Combination PASS 0.5987 Soil Bearing 1.796 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0,0 k-ft 0.0 k-ft No Overturning PASS 1.790 Overturning-Z-Z 1.20 k-ft 2.148 k-ft +0.60D+0.60W+0.60H FAIL 0.7160 Sliding-X-X 1.20 k 0.8592 k +0.60D+0.60W+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05966 Z Flexure(+X) 1.055 k-ft 17.688 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.03958 Z Flexure(-X) 0.70 k-ft 17.688 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.04311 X Flexure(+Z) 0.7625 k-ft 17.688 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.04311 X Flexure(-Z) 0.7625 k-ft 17.688 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.04393 1-way Shear(+X) 3.295 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.05021 1-way Shear(-X) 3.765 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.04393 1-way Shear(+Z) 3.295 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.05021 1-way Shear(-Z) 3.765 psi 75.0 psi +1,20D+1.60S+0.50W+1.60H PASS 0.1086 2-way Punching 16.296 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6450 0.6450 n/a n/a 0.215 X-X,+D+L+H 3.0 n/a 0.0 0.6450 0.6450 n/a n/a 0,215 X-X.+D+Lr+H 3,0 n/a 0.0 0.8950 0.8950 n/a n/a 0,298 X-X,+D+S+H 3.0 n/a 0.0 1.145 1.145 n/a n/a 0,382 X-X.+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.8325 0.8325 n/a n/a 0,276 X-X,+D+0.750L+0,750S+H 30 n/a 0.0 1.020 1.020 n/a n/a 0.340 X-X,+D+0.60W+H 3.0 n/a 0.0 0.7950 0.7950 n/a n/a 0.265 X-X,+D+0.70E+H 3.0 n/a 0.0 0.6450 0.6450 n/a n/a 0.215 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 0.9450 0.9450 n/a n/a 0.315 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.133 1.133 n/a n/a 0,378 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.020 1.020 n/a n/a 0.340 X-X,+0.60D+0.60W+0.60H 3-0 n/a 0.0 0.5370 0.5370 n/a n/a 0.179 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.3870 0,3870 n/a n/a 0,129 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 0.6450 0.6450 0,215 Z-Z.+D+L+H 3.0 0.0 n/a n/a n/a 0,6450 0.6450 0.215 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 0.8950 0.8950 0.298 Z-Z.+D+S+H 3.0 0.0 nla n/a n/a 1.145 1.145 0,382 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 0.8325 0.8325 0.278 Z-Z.+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 1.020 1.020 0.340 Z-Z,+D+0.60W+H 3.0 4 528 n/a n/a n/a 0.0 1.687 0.562 Z-Z,+D+0.70E+H 3.0 0.0 n/a n/a n/a 0.6450 0.6450 0,215 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3A 2.857 n/a n/a n/a 0.2813 1.609 0.536 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 2.384 n/a n/a n/a 0.4688 1.796 0.599 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 0.0 n/a n/a n/a 1.020 1.020 0.340 Z-Z,+0.60D+0.60W+0.60H 3,0 6.704 n/a n/a n/a 0.0 1,602 0,534 Z-Z,+0.60D+0.70E+0.60H 3.0 0.0 n/a n/a n/a 0.3870 0.3870 0.129 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X.+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0,70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0,750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Prnted:2t,DEC 2G16, 1:53?M General FootingFile=c:IDOCUME-11Clinton\MYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12 9,Ver.6.0 25 14 REM Ic1r: • Description: M11 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z,+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.60W+H 1.20 k-ft 3.180 k-ft 2.650 OK Z-Z.+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0,750L+0.450W+H 0.90 k-ft 3.780 k-ft 4.20 OK Z-Z,+D+0,750L+0,750S+0.450W+H 0.90 k-ft 4.530 k-ft 5.033 OK Z-Z,+D+0.750L+0,750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.60W+0.60H 1.20 k-ft 2.148 k-ft 1.790 OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X,+D+H 0.0 k �1.032 k No Slidina OK X-X,+D+L+H 0.0 k 1.032 k No Slidina OK X-X.+D+Lr+H 0.0 k 1.432 k No Slidina OK X-X,+D+S+H 0.0 k 1.832 k No Slidina OK X-X.+D+0.750Lr+0.750L+H 0.0 k 1.332 k No Slidina OK X-X,+D+0.750L+0.750S+H 0.0 k 1.632 k No Slidina OK X-X.+D+0.60W+H 1.20 k 1.272 k 1.060 OK X-X,+D+0.70E+H 0.0 k 1.032 k No Slidina OK X-X.+D+0.750Lr+0.750L-4450W+H 0.90 k 1.512 k 1.680 OK X-X,+D+0.750L+0.750S+0.450W+H 0.90 k 1.812 k 2.013 OK X-X.+D+0,750L+0.750S+0.5250E+H 0.0 k 1.632 k No Slidina OK X-X.+0.60D+0.60W+0.60H 1.20 k 0.8592 k 0.7160 No Good! X-X,+0.60D+0.70E+0.60H 0.0 k 0.6192 k No Slidina OK Z-Z,+D+H 0.0 k 1.032 k No Slidina OK Z-Z.+D+L+H 0.0 k 1.032 k No Slidina OK Z-Z,+D+Lr+H 0.0 k 1.432 k No Slidina OK Z-Z,+D+S+H 0.0 k 1.832 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+H 0.0 k 1.332 k No Slidina OK Z-Z,+D+0.750L+0.750S+H 0.0 k 1.632 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.450W+H 0.0 k 1.812 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.5250E+H 0.0 k 1.632 k No Slidina OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 0.8592 k No Slidina OK Z-Z,+0.60D+0.70E+0.60H 0.0 k 0.6192 k No Slidina OK Z-Z,+D+0.60W+H 0.0 k 1.272 k No Slidina OK Z-Z.+D+0.70E+H 0.0 k 1.032 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 0.0 k 1.512 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1,40D+1.60H 0.350 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.40D+1,60H 0.350 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X.+1.20D+0.50Lr+1,60L+1.60H 0.3625 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.3625 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.4250 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.4250 -Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.50 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 0.50 -Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+1,20D+1.60Lr+0.50W+1.60H 0.5625 +Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.5625 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X.+1.20D+0.50L+1.60S+1.60H 0.70 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.70 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.7625 +Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings'menu item Project Descr: and then using the"Printing& Title Block"selection. PnnW:270EC2016, :53?h1 General Footin File=ctOMUME-11ClintonNYDOCU-11ENERCA-1ier!.Q.70.25 g ENERCALC,INC.1983-2015,Build:6.15.12.9, Description: M11 Footing Flexure Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? inA2 in12 inA2 k-ft X-X,+1.20D+1.60S+0.50W+1.60H 0.7625 -Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 0.4875 +Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 0.4875 -Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.550 +Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+1.20D+0.50L+0.50S+W+1,60H 0.550 -Z Bottom 0,2592 Min TemD% 0.4650 17.688 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.350 +Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.350 -Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+0.90D+W+0.90H 0.350 +Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+0,90D+W+0.90H 0.350 -Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,-490D+E+0.90H 0.2250 +Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+0.90D+E+0.90H 0.2250 -Z Bottom U592 Min TemD% 0.4650 17.688 OK Z-Z.+1.40D+1.60H 0.350 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.40D+1.60H 0.350 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.3625 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+0,50Lr+1.60L+1.60H 0.3625 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.4250 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z.+1.20D+1,60L+0.50S+1.60H 0.4250 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.50 -X Bottom 0.2592 Min TemD% 0,4650 17.688 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.50 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.3126 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0,8124 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 0.70 -X Bottom 0.2592 Min TemD% 0,4650 17.688 OK Z-Z,+1,20D+0.50L+1.60S+1.60H 0.70 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0.5126 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+1.60S+0,50W+1.60H 1.012 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.002456 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.002 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 0.05537 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+0,50L+0.50S+W+1.60H 1.055 +X Bottom 0,2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+0.50L+0,20S+E+1.60H 0.350 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1,20D+0.50L+0.20S+E+1.60H 0.350 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z.+0.90D+W+0.90H 0.06239 -X ToD 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+0.90D+W+0.90H 0.9374 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+0.90D+E+0.90H 0.2250 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+0.90D+E+0.90H 0.2250 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi'Vn Status +1.40D+1.60H 1.728 Dsi 1.512 Dsi 1.728 psi 1.512 Dsi 1.728 Dsi 75 Dsi 0,02305 OK +1.20D+0.50Lr+1.60L+1.60H 1.79 Dsi 1.566 Dsi 1,79 Dsi 1.566 Dsi 1.79 Dsi 75 Dsi 0.02387 OK +1.20D+1.60L+0.50S+1.60H 2.099 Dsi 1.836 Dsi 2.099 Dsi 1.836 Dsi 2.099 Dsi 75 Dsi 0.02798 OK +1.20D+1.60Lr+0.50L+1.60H 2.469 Dsi 2.16 Dsi 2.469 psi 2.16 Dsi 2.469 Dsi 75 Dsi 0.03292 OK +1.20D+1.60Lr+0.50W+1.60H 2.778 psi 2.431 Dsi 2.778 Dsi 2.431 Dsi 2.778 Dsi 75 psi 0.03704 OK +1.20D+0.50L+1.60S+1.60H 3.457 Dsi 3.025 Dsi 3.457 Dsi 3.025 Dsi 3.457 Dsi 75 Dsi 0,04609 OK +1.20D+1.60S+0.50W+1.60H 3.765 Dsi 3.295 Dsi 3.765 Dsi 3.295 Dsi 3.765 Dsi 75 Dsi 0.05021 OK +1.20D+0.50Lr+0.50L+W+1.60H 2.407 Dsi 2.106 Dsi 2.407 Dsi 2.106 Dsi 2.407 Dsi 75 Dsi 0,0321 OK +1.20D+0.50L+0.50S+W+1.60H 2,716 Dsi 2.376 Dsi 2.716 Dsi 2.377 Dsi 2.716 Dsi 75 Dsi 0.03621 OK +1.20D+0.50L+0.20S+E+1.60H 1.728 Dsi 1.512 Dsi 1.728 Dsi 1.512 Dsi 1.728 Dsi 75 Dsi 0.02305 OK +0.90D+W+0.90H 1.728 Dsi 1.512 Dsi 1.728 Dsi 1.512 Dsi 1.728 osi 75 Dsi 0.02305 OK +0.90D+E+0.90H 1.111 Dsi 0.9722 Dsi 1.111 Dsi 0.9722 Dsi 1.111 Dsi 75 psi 0.01482 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu I Phi*Vn Status +1.40D+1.60H 7.48 Dsi 150osi 0.04987 OK +1.20D+0.50Lr+1.60L+1.60H 7.747 Dsi 150Dsi 0.05165 OK +1.20D+1.60L+0.50S+1.60H 9.083 Dsi 150Dsi 0.06055 OK +1.20D+1.60Lr+0.50L+1.60H 10.686 Dsi 150osi 0.07124 OK +1.20D+1.60Lr+0.50W+1.60H 12.022 Dsi 150Dsi 0.08014 OK +1.20D+0.50L+1,60S+1.60H 14.96 psi 150Dsi 0.09974 OK +1.20D+1.60S+0.50W+1.60H 16.296 Dsi 150Dsi 0.1086 OK +1.20D+0.50Lr+0.50L+W+1.60H 10.481 psi 150Dsi 0.06987 OK +1.20D+0.50L+0.50S+W+1.60H 11.774 Dsi 150Dsi 0.07849 OK +1.20D+0.50L+0.20S+E+1.60H 7.48 Dsi 150Dsi 0.04987 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnlyd:27 DFC201n,1::53?M General FootingFile=c:1DOCUME—ilClinlonlMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015.Build:6.15.12.9,Ver.6.0.25 i.iASSOCIATES Description: M11 Punching Shear All units k Load Combination... Vu Ph1*Vn Vu I Phi"Vn Status +0.90D+W+0.90H 8.03 osi 150Dsi 0.05353 OK +0.90D+E+0.90H 4.809 psi 150Dsi 0.03206 OK Title Block Line 1 Project Title; You can change this area Engineer: Project ID; using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. ?rnl^d:27 DE+.:�G1G, �:53Ph1 General Footin File=c:1DOCUME-11Clinton\MYDOCU-11ENERCA-117958.ec6 g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 Description: M2 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 12.0 in Pedestal dimensions... X px:parallel to X-X Axis = in N pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... at Bottom of footing = 30 in Av Reinforcing 212,6" ____ `"-' Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number Bars = 3 0 Reinforcing Bar Sizf = 5 ' WSBars .t 3-ASBars Bandwidth Distribution Check (ACI 15.4.4.2 Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 4.0 1.0 1.0 1.0 5.0 1.0 k OB:Overburden = ksf _ M-xx = - — -- — --- —k-ft M-zz = _ k-ft_ V-x = 6.0 3.0 k V-z — k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: , using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Pr:nted':27 DES 2C16, 1:53PM General FootingFile=c:IDOCUME-1lClintonIMYD000-1%NERCA-117959.w6 ENERCALC,INC.196&2015,Build:6.15.12.9,Ver.6.0.25 t00 DESIGN ASSOCIATES Description: M2 DESIGN SUMMARY Design • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8767 Soil Bearing 2.630 ksf 3.0 ksf +D+0.60W+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.064 Overturning-Z-Z 3.60 k-ft 7.430 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1791 Z Flexure(+X) 2.567 k-ft 14.333 k-ft +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.06017 Z Flexure(-X) 0.8625 k-ft 14.333 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.09419 X Flexure(+Z) 1.350 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.09419 X Flexure(-Z) 1.350 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.1067 1-way Shear(+X) 8.0 psi 75.0 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.1067 1-way Shear(-X) 8.0 psi 75.0 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.1067 1-way Shear(+Z) 8.0 psi 75.0 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.1067 1-way Shear(-Z) 8.0 psi 75.0 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.2025 2-way Punching 30.378 psi 150.0 psi +1.20D+0.50Lr+0.50L+W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.7850 0.7850 n/a n/a 0,262 X-X,+D+L+H 3.0 n/a 0.0 0.9450 0.9450 n/a n/a 0.315 X-X.+D+Lr+H 3.0 n/a 0.0 0.9450 0.9450 n/a n/a 0.315 X-X,+D+S+H 3.0 n/a 0.0 0.9450 0.9450 n/a n/a 0.315 X-X.+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.025 1.025 n/a n/a 0,342 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.025 1.025 n/a n/a 0,342 X-X,+D+0.60W+H 3.0 n/a 0.0 1.265 1.265 n/a n/a 0.422 X-X.+D+0.70E+H 3.0 n/a 0.0 0.8970 0.8970 n/a n/a 0.299 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.385 1.385 n/a n/a 0.462 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.385 1.385 n/a n/a 0,462 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.109 1.109 n/a n/a 0.370 X-X,+0,60D+0.60W+0.60H 3.0 n/a 0.0 0.9510 0.9510 n/a n/a 0,317 X-X.+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.5830 0.5830 n/a n/a 0,194 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 0.7850 0.7850 0,262 Z-Z.+D+L+H 3.0 0.0 n/a n/a n/a 0.9450 0.9450 0.315 Z-Z.+D+Lr+H 3.0 0.0 n/a n/a n/a 0,9450 0,9450 0.315 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 0,9450 0,9450 0.315 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 1.025 1.025 0,342 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 1.025 1.025 0.342 Z-Z,+D+0.60W+H 3.0 5.464 n/a n/a n/a 0.0 2.630 0.877 Z-Z,+D+0.70E+H 3.0 4.495 n/a n/a n/a 0,1040 1.690 0.563 Z-Z,+D+0.750LrA.750L+0.450W+H 3.0 3.743 n/a n/a n/a 0.3655 2.405 0.802 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 3.743 n/a n/a n/a 0.3655 2.405 0,802 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 2.727 n/a n/a n/a 0.5143 1.704 0,568 Z-Z,+0.60D+0,60W+0,60H 3.0 7.268 n/a n/a n/a 0.0 2.433 0.811 Z-Z,+0.60D+0.70E+0.60H 3.0 6.916 n/a n/a n/a 0.0 1.427 0,476 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X.+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Panted:27 0EC,2016, t:53PM11 General Footin File=c:IDOCUME-11ClinionNYDOCU-t1ENERCA-1ti7956.ec6 g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130ASSOCIATES Description: M2 Overturning Stability Rotation is& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z.+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z.+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0,750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0,750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z.+D+0.60W+H 3.60 k-ft 9.883 k-ft 2.745 OK Z-Z,+D+0.70E+H 2.10 k-ft 7.008 k-ft 3.337 OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 2.70 k-ft 10.820 k-ft 4.008 OK Z-Z,+D+0.750L+0.750S+0.450W+H 2.70 k-ft 10.820 k-ft 4.008 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 1.575 k-ft 8.664 k-ft 5.501 OK Z-Z,+0.60D+0.60W+0.60H 3.60 k-ft 7.430 k-ft 2.064 OK Z-Z,+0.60D+0.70E+0.60H 2.10 k-ft 4.555 k-ft 2.169 OK Footing Flexure Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 0.70 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.40D+1.60H 0.70 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.8625 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1,20D+0.50Lr+1.60L+1.60H 0.8625 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.8625 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.8625 -Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 0.8625 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.8625 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0,50W+1.60H 1.113 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.113 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 0,8625 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+0.50L+1.60S+1.60H 0.8625 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.113 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1,20D+1.60S+0.50W+1.60H 1.113 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.350 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.350 -Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.350 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.350 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 0.8125 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.8125 -Z Bottom 0.2592 Min TemD% 0.3720 14,333 OK X-X,+0.90D+W+0,90H 1.075 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 1.075 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+0.90D+E+0.90H 0.5750 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+E+0.90H 0.5750 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.40D+1.60H 0.70 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.70 +X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.8625 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.8625 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1.60L+0.50S+1,60H 0.8625 -X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.8625 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 0.8625 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0,8625 +X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z.+1.20D+1.60Lr+0.50W+1,60H 0.5127 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1,60H 1.712 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.8625 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 0.8625 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.5127 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.712 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.1679 -X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.20D+0.5OLr+0.50L+W+1.60H 2.567 +X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.1679 -X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.567 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z.+1,20D+0.50L+0.20S+E+1.60H 0.2127 -X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Nnted:27 DES;2016, !53PNI General FootingFile=c:1DOCUME-11Clinton\MYDOCU-11ENERCA-11795B.ec6 ENERCALC,INC.1983.2015,Build:6.15.12.9,Ver.6.0.25 'Lic.#:KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: M2 Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 in12 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.412 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0,90H 0.02615 -X Tor) 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 2.373 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+0.90D+E+0.90H 0.004339 -X Too 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 1.195 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 4.148 Dsi 4.148 Dsi 4.148 Dsi 4.148 osi 4.148 Dsi 75 Dsi 0,05531 OK +1.20D+0.50Lr+1.60L+1.60H 5.111 osi 5.111 Dsi 5.111 Dsi 5.111 osi 5.111 osi 75 osi 0.06815 OK +1.20D+1.60L+0.50S+1.60H 5.111 osi 5.111 osi 5.111 osi 5.111 psi 5.111 psi 75 osi 0.06815 OK +1.20D+1.60Lr+0.50L+1.60H 5.111 Dsi 5.111 osi 5.111 osi 5.111 osi 5.111 osi 75 osi 0.06815 OK +1.20D+1.60Lr+0.50W+1.60H 6.593 osi 6.593 Dsi 6.593 osi 6,593 osi 6.593 osi 75 psi 0,0879 OK +1.20D+0.50L+1.60S+1.60H 5.111 osi 5.111 osi 5.111 osi 5.111 osi 5.111 osi 75 Dsi 0.06815 OK +1.20D+1.60S+0.50W+1.60H 6.593 Dsi 6.593 Dsi 6.593 osi 6.593 osi 6.593 osi 75 osi 0.0879 OK +1.20D+0.50Lr+0.50L+W+1.60H 8 osi 8 osi 8[)Si 8 osi 8 osi 75 Dsi 0.1067 OK +1.20D+0.50L+0.50S+W+1.60H 8 osi 8 psi 8 osi 8 psi 8 osi 75 osi 0.1067 OK +1.20D+0.50L+0.20S+E+1.60H 4.815 osi 4.815 Dsi 4.815 Dsi 4.815 osi 4.815 osi 75 psi 0.0642 OK +0.90D+W+0.90H 6.37 osi 6.37 psi 6.37 Dsi 6.37 osi 6.37 osi 75 osi 0.08494 OK +0.90D+E+0.90H 3.407 osi 3.407 psi 3.407 Dsi 3.407 Dsi 3.407 osi 75 Dsi 0.04543 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1,60H 15.728 Dsi 150Dsi 0.1049 OK +1.20D+0.50Lr+1.60L+1.60H 19.38 osi 150Dsi 0.1292 OK +1.20D+1.60L+0.50S+1.60H 19.38 Dsi 150osi 0,1292 OK +1.20D+1.60Lr+0.50L+1.60H 19.38 osi 150osi 0.1292 OK +1.20D+1.60Lr+0.50W+1.60H 24.997 Dsi 150Dsi 0.1666 OK +1.20D+0.50L+1.60S+1.60H 19.38 Dsi 150osi 0.1292 OK +1,20D+1.60S+0.50W+1.60H 24.997 nsi 150osi 0.1666 OK +1.20D+0.50Lr+0.50L+W+1,60H 30.378 osi 1500si 0.2025 OK +1.20D+0.50L+0.50S+W+1.60H 30.378 Dsi 150Dsi 0.2025 OK +1.20D+0.50L+0.20S+E+1.60H 18.256 Dsi 1500si 0.1217 OK +0.90D+W+0.90H 24.493 Dsi 150osi 0.1633 OK +0.90D+E+0.90H 12.978 psi 150osi 0.08652 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Nntee.27 DEC 2016, 1:-53PNI General FootingFile=c:1DOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 11111 ENERCALC,INC.1983-2015.Build:6.15.12.9,Ver:6.0.25 KW-000081 30 Licensee :STRUCTURAL DESIGN ASSOCIATES Description: N2 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth - ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below ft Min,Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Z Footing Thicknes = 12.0 in Pedestal dimensions... x px:parallel to X-X Axis = in M pz:parallel to Z-Z Axis = in Height - in a Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in fo •N Reinforcing 3j, - Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing BarSizl = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) -- -. Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 5.0 2.0 1.0 5.0 6.0 1.0 k OB:Overburden = ksf M-xx = — - - — - -- --- k-ft -- M-zz = k-ft V-x - 20 1.0 1.0 5.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID; using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnted:27 DEC 2G16, 1 OPM General Footin File=c:COCUME-10inlmWY000U-11ENERCA-117956.ec6 g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 Description: N2 DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8643 Soil Bearing 2.593 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-i PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.637 Overturning-Z-Z 4.20 k-ft 11.075 k-ft +0.60D+0.60W+0.60H FAIL 0.7031 Sliding-X-X 4.20 k 2.953 k +0.60D+0.60W+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2663 Z Flexure(+X) 3,208 k-ft 12.046 k-ft +1.20D+1.60S+0,50W+1.60H PASS 0.09514 Z Flexure(-X) 1.146 k-ft 12.046 k-ft +1.20D+0.50L+1.60S+1,60H PASS 0.1764 X Flexure(+Z) 2.125 k-ft 12.046 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0,1764 X Flexure(-Z) 2.125 k-ft 12.046 k-ft +1.20D+1.60S+0.50W+1,60H PASS 0.1749 1-way Shear(+X) 13.117 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1749 1-way Shear(-X) 13.117 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1749 1-way Shear(+Z) 13.117 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1749 1-way Shear(-Z) 13.117 psi 75.0 psi +1.20D+1,60S+0.50W+1.60H PASS 0.3308 2-way Punching 49.612 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xe_cc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.7006 0.7006 n/a n/a 0.234 X-X.+D+L+H 3.0 n/a 0.0 0.8117 0.8117 n/a n/a 0.271 X-X,+D+Lr+H 3.0 n/a 0.0 0.9228 0.9228 n/a n/a 0,308 X-X,+D+S+H 3.0 n/a 0.0 1.256 1,256 n/a n/a 0.419 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.9506 0.9506 n/a n/a 0.317 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.201 1.201 nla n/a 0,400 X-X,+D+0.60W+H 3.0 n/a 0.0 1.101 1.101 n/a n/a 0.367 X-X,+D+0.70E+H 3.0 n/a 0.0 0.7783 0.7783 n/a n/a 0.259 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.251 1.251 n/a n/a 0,417 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.501 1.501 n/a n/a 0.500 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.259 1.259 n/a n/a 0.420 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.8203 0.8203 n/a n/a 0.273 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.4981 0.4981 n/a n/a 0,166 Z-Z,+D+H 3.0 3.807 n/a n/a n/a 0.2635 1.138 0,379 Z-Z,+D+L+H 3.0 3.285 n/a n/a n/a 0.3746 1.249 0,416 Z-Z.+D+Lr+H 3.0 4.335 n/a n/a n/a 0.2672 1.578 0.526 Z-Z,+D+S+H 3.0 3.184 n/a n/a n/a 0.6006 1.912 0,637 Z-Z.+D+0.750Lr+0.750L+H 3.0 3.857 n/a n/a n/a 0.3496 1.551 0,517 Z-Z,+D+0.750L+0.750S+H 3.0 3.054 n/a n/a n/a 0.5996 1.801 0.600 Z-Z,+D+0.60W+H 3.0 6.058 n/a n/a n/a 0.007862 2.193 0.731 Z-Z,+D+0,70E+H 3.0 3.426 n/a n/a n/a 0.3413 1.215 0.405 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 5.331 n/a n/a n/a 0.1580 2.343 0.781 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 4.443 n/a n/a n/a 0.4080 2.593 0.864 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 2.913 n/a n/a n/a 0.6580 1.860 0.620 Z-Z,+0.60D+0.60W+0.60H 3.0 6.826 n/a n/a n/a 0.0 1.746 0,582 Z-Z,+0.60D+0.70E+0.60H 3.0 3.212 n/a n/a n/a 0.2359 0.7603 0.253 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0,750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 OR]2016. :53PM General FootingFile=ctDQCUME-1tCIInIDnWYDOCU-itENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 Description: N2 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0,750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X.+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2.0 k-ft 9.458 k-ft 4.729 OK Z-Z,+D+L+H 2.0 k-ft 10.958 k-ft 5.479 OK Z-Z,+D+Lr+H 3.0 k-ft 12.458 k-ft 4.153 OK Z-Z.+D+S+H 3.0 k-ft 16.958 k-ft 5,653 OK Z-Z,+D+0.750Lr+0.750L+H 2.750 k-ft 12.833 k-ft 4.666 OK Z-Z,+D+0.750L+0.750S+H 2.750 k-ft 16.208 k-ft 5.894 OK Z-Z,+D+0.60W+H 5.0 k-ft 14.858 k-ft 2.972 OK Z-Z.+D+0.70E+H 2.0 k-ft 10.508 k-ft 5.254 OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 5.0 k-ft 16.883 k-ft 3.377 OK Z-Z,+D+0.750L+0.750S+0.450W+H 5.0 k-ft 20.258 k-ft 4.052 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2.750 k-ft 16.995 k-ft 6.180 OK Z-Z,+0.60D+0.60W+0.60H 4.20 k-ft 11.075 k-ft 2.637 OK Z-Z,+0.60D+0.70E+0.60H 1.20 k-ft 6.725 k-ft 5.604 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X,+D+H 2.0 k 2.522 k 1.261 OK X-X,+D+L+H 2.0 k 2.922 k 1.461 OK X-X,+D+Lr+H 3.0 k 3.322 k 1.107 OK X-X,+D+S+H 3.0 k 4.522 k 1.507 OK X-X,+D+0.750Lr+0.750L+H 2.750 k 3.422 k 1.244 OK X-X.+D+0.750L+0.750S+H 2.750 k 4.322 k 1.572 OK X-X,+D+0.60W+H 5.0 k 3.962 k 0.7924 No Good! X-X.+D+0.70E+H 2.0 k 2.802 k 1.401 OK X-X,+D+0.750Lr+0.750L+0.450W+H 5.0 k 4.502 k 0.9004 No Good! X-X,+D+0.750L+0.750S+0.450W+H 5.0 k 5.402 k 1.080 OK X-X,+D+0.750L+0.750S+0.5250E+H 2.750 k 4.532 k 1.648 OK X-X,+0.60D+0.60W+0.60H 4.20 k 2.953 k 0.7031 No Good! X-X,+0.60D+0,70E+0.60H 1.20 k 1.793 k 1.494 OK Z-Z,+D+H 0.0 k 2.522 k No Slidino OK Z-Z,+D+L+H 0.0 k 2.922 k No Slidino OK Z-Z,+D+Lr+H 0.0 k 3.322 k No Slidino OK Z-Z,+D+S+H 0.0 k 4.522 k No Slidino OK Z-Z.+D+0.750Lr+0.750L+H 0.0 k 3.422 k No Slidino OK Z-Z.+D+0.750L+0.750S+H 0.0 k 4.322 k No Slidino OK Z-Z.+D+0.750L+0.750S+0.450W+H 0.0 k 5,402 k No Slidino OK Z-Z,+D+0,750L+0.750S+0.5250E+H 0.0 k 4.532 k No Slidino OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 2.953 k No Slidino OK Z-Z,+0.60D+0.70E+0.60H 0.0 k 1.793 k No Slidino OK Z-Z,+D+0.60W+H 0.0 k 3.962 k No Slidino OK Z-Z,+D+0.70E+H 0.0 k 2.802 k No Slidino OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 0.0 k 4.502 k No Slidino OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X.+1,40D+1.60H 0.8750 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.40D+1.60H 0.8750 -Z Bottom 0.2592 Min Temp% 0.310 12,046 OK X-X,+1.20D+0.50Lr+1,60L+1.60H 1.075 +Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+0.50Lr+1.60L+1,60H 1.075 -Z Bottom 0.2592 Min TemD% 0.310 12,046 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.263 +Z Bottom 0.2592 Min TemD% 0,310 12.046 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.263 -Z Bottom 0.2592 Min TemD% 0.310 12,046 •OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.213 +Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+1.60Lr+0.50L+1,60H 1.213 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.525 +Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.525 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1,20D+0.50L+1.60S+1.60H 1.813 +Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.813 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.125 +Z Bottom 0.2592 Min TemD% 0.310 12.046 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?rnted.27 DF!:201u, �YPt! General FootingFile=c:IDOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC.INC.1983-2015,Build:6.1512.9.Ver.6.0.25 {.{i: E Q Ell I Description: N2 Footing Flexure *Mu Which Tension @ As Req'd Gvrn.As Actual As PhiMn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? inA2 in^2 in^2 k-ft X-X,+1.20D+1,60S+0.50W+1.60H 2.125 -Z Bottom 0.2592 Min TemD% 0.310 12,046 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.688 +Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X.+1,20D+0.50Lr+0.50L+W+1.60H 1.688 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.875 +Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.875 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1,063 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50L+0.20S+E+1,60H 1.063 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X.+0.90D+W+0,90H 1.313 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D+W+0,90H 1.313 -Z Bottom 0.2592 Min Two% 0.310 12,046 OK X-X,+0.90D+E+0.90H 0.6875 +Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+0.90D+E+0,90H 0.6875 -Z Bottom 0.2592 Min TemD% 0.310 12.046 'OK Z-Z,+1.40D+1.60H 0.4085 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.40D+1.60H 1.342 +X Bottom 0.2592 Min TemD% 0.310 12.046 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.5918 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1,20D+0.50Lr+1.60L+1.60H 1.558 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1,20D+1.60L+0.50S+1.60H 0.7793 -X Bottom 0.2592 Min Temp% 0.310 12,046 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1,746 +X Bottom 0.2592 Min Temp% 0,310 12,046 OK Z-Z,+1.20D+1.60Lr+0.50L+1,60H 0,5460 -X Bottom 0.2592 Min TemD% 0.310 12,046 OK Z-Z,+1.20D+1.60Lr+0.50L+1,60H 1.879 +X Bottom 0.2592 Min TemD% 0.310 12.046 OK Z-Z.+1.20D+1.60Lr+0.50W+1,60H 0.4420 -X Bottom 0.2592 Min TemD% 0,310 12.046 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 2.608 +X Bottom 0.2592 Min TemD% 0.310 12.046 OK Z-Z.+1.20D+0.50L+1.60S+1,60H 1,146 -X Bottom 0.2592 Min Temp% 0,310 12.046 OK Z-Z,+1.20D+0,50L+1.60S+1.60H 2.479 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.042 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 3.208 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50Lr+0,50L+W+1.60H 0.3719 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 3.005 +X Bottom 0,2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50L+0,50S+W+1.60H 0.5587 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 3,191 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1,20D+0.50L+0.20S+E+1,60H 0.6293 -X Bottom 0.2592 Min Temp% 0.310 12,046 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1,496 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D+W+0.90H 0.1899 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D+W+0,90H 2,456 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D+E+0.90H 0.3876 -X Bottom 0.2592 Min Temp% 0.310 12,046 OK Z-Z,+0.90D+E+0.90H 0,9874 +X Bottom 0.2592 Min Temp% 0.310 12,046 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 5.401 psi 5.401 psi 5.401 psi 5.401 psi 5.401 psi 75 psi 0.07202 OK +1.20D+0.50Lr+1.60L+1.60H 6.636 psi 6.636 psi 6.636 osi 6.636 psi 6.636 psi 75 Dsi 0.08848 OK +1.20D+1.60L+0.50S+1.60H 7.793 psi 7.793 psi 7.793 psi 7.793 psi 7.793 psi 75 psi 0.1039 OK +1.20D+1.60Lr+0.50L+1.60H 7.485 psi 7.485 Dsi 7.485 psi 7.485 psi 7.485 psi 75 psi 0.09979 OK +1.20D+1,60Lr+0.50W+1.60H 9.414 Dsi 9.414 Dsi 9.414 Dsi 9.414 Dsi 9.414 Dsi 75 Dsi 0.1255 OK +1.20D+0.50L+1.60S+1.60H 11,188 osi 11.188 Dsi 11.188 Dsi 11.188 Dsi 11.188 psi 75 psi 0.1492 OK +1.20D+1,60S+0.50W+1.60H 13,117 osi 13.117 osi 13.117 Dsi 13.117 osi 13.117 psi 75 psi 0.1749 OK +1.20D+0.50Lr+0.50L+W+1.60H 10.416 osi 10.416 osi 10.417 osi 10.417 osi 10.417 osi 75 osi 0,1389 OK +1.20D+0.50L+0.50S+W+1.60H 11.574 psi 11.574 osi 11.574 Dsi 11.574 osi 11.574 osi 75 osi 0,1543 OK +1.20D+0.50L+0.20S+E+1.60H 6.559 psi 6,559 psi 6.559 osi 6,559 osi 6.559 psi 75 osi 0.08745 OK +0.90D+W+0.90H 8.102 Dsi 8.102 psi 8,102 Dsi 8.102 osi 8.102 osi 75 osi 0.108 OK +0.90D+E+0.90H 4,244 osi 4.244 osi 4,244 osi 4,244 Dsi 4.244 Dsi 75 Dsi 0.05658 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 2O.429 osi 150osi 0,1362 OK +1.20D+0.50Lr+1.60L+1,60H 25.098 osi 150osi 0.1673 OK +1.20D+1,60L+0.50S+1.60H 29.476 psi 150osi 0,1965 OK +1.20D+1,60Lr+0,50L+1.60H 28,308 osi 150osi 0.1887 OK +1.20D+1.60Lr+0.50W+1.60H 35.604 psi 150osi 0.2374 OK +1,20D+0.50L+1.60S+1.60H 42,317 osi 150osi 0.2821 OK +1.20D+1.60S+0.50W+1.60H 49,612 DSI 150osi 0.3308 OK +1.20D+0.50Lr+0.50L+W+1.60H 39.398 osi 150osi 0.2627 OK +1.20D+0,50L+0.50S+W+1.60H 43.776 osi 150osi 0.2918 OK +1.20D+0,50L+0.20S+E+1.60H 24.806 Dsi 150osi 0.1654 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?rnted:27 DFC,?C16, ?:63Phl General FootingFile=c:OMUME-10inionWYD000-IIENERCA-117958.ec6 ENERCALC.INC.1993-2015,Bulld:6.15.12.9,Ver.6.0.25 i"0i: DESIGN ASSOCIATES Description: N2 Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +0.90D+W+0.90H 30.659 psi 150osi 0.2044 OK +0.90D+E+0.90H 16.051 psi 150osi 0.107 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Panted:27 0e_:2016, i 5 PNI General FootingFile= IDOCUME-llqtnlonWYOOCU-11ENERCA-117958.ec6 ENERCALC,INC 1963-2015,Build:6.15.129,Ver.6.025 t 11PNIM: • Description: AA1,3 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Beadn = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase eaOng y Footing Weight No Ec:Concrete Elastic Modulus = 2,850,0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = It Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0100180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.50 It Length parallel to Z-Z Axis = 3.50 ft Z Footing Thicknes = 12.0 in Pedestal dimensions... X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = In Height = in m Rebar Centerline to Edge of Concrete... CD at Bottom of footing = 3.0 in o Reinforcing s Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizf = # 5 3-a�.e c,T r 7_N5Bars Bandwidth Distribution Check (ACI 15.4.4.2) - — - - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 9.0 11.0 7.0 4.0 1.0 k OB:Overburden = ksf M-xx = -- - k-ft- M-zz = k-ft V-x = 2.0 1.0 1.0 1.0 1.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pnnted:27 DEC 2016, 1:53PN1 General FootingFile=c:ZMME-11CliolmMYD000-I"ERCA-i17959.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 DESIGN ASSOCIATES Description: AA1,3 DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.730 Soil Bearing 2.190 ksf 3.0 ksf +D+Lr+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 6.60 Overturning-Z-Z 1.90 k-ft 12.540 k-ft +0.60D+0,70E+0.60H PASS 1.509 Sliding-X-X 1.90 k 2.866 k +0.60D+0.70E+0.60H PASS n/a Sliding-Z-Z 0.0 It 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4277 Z Flexure(+X) 4.443 k-ft 10.388 k-ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.3040 Z Flexure(-X) 3.157 k-ft 10.388 k-ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.3658 X Flexure(+Z) 3.80 k-ft 10.388 k-ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.3658 X Flexure(-Z) 3.80 k-ft 10.388 k-ft +1.20D+1,60Lr+0.50W+1,60H PASS 0.3038 1-way Shear(+X) 22.787 psi 75.0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.3038 1-way Shear(-X) 22.787 psi 75.0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.3038 1-way Shear(+Z) 22.787 psi 75.0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.3038 1-way Shear(-Z) 22.787 psi 75.0 psi +1.20D+1.60Lr+0,50W+1.60H PASS 0.6005 2-way Punching 90.074 psi 150.0 psi +1.20D+1.60Lr+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X_ Ratio X-X,+D+H 3.0 n/a 0.0 0.8797 0.8797 n/a n/a 0,293 X-X,+D+L+H 3.0 n/a 0.0 0.8797 0.8797 n/a n/a 0,293 X-X,+D+Lr+H 3.0 n/a 0.0 1,778 1.778 n/a n/a 0.593 X-X,+D+S+H 3.0 n/a 0.0 1.451 1.451 n/a n/a 0.484 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.553 1.553 n/a n/a 0,518 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.308 1.308 n/a n/a 0.436 X-X,+D+0.60W+H 3.0 n/a 0.0 1.076 1.076 n/a n/a 0.359 X-X,+D-0.60W+H 3.0 n/a 0.0 0.6838 0.6838 n/a n/a 0.228 X-X,+D+0.70E+H 3.0 n/a 0.0 0.9368 0.9368 n/a n/a 0 312 X-X,+D-0.70E+H 3.0 n/a 0.0 0.8226 0.8226 n/a n/a 0,274 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.70 1.70 n/a n/a 0.567 X-X,+D+0.750Lr+0.75OL-0.450W+H 3.0 n/a 0.0 1.406 1.406 n/a n/a 0 469 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1,455 1.455 n/a n/a 0,485 X-X,+D+0.750L+0.750S-0.450W+H 3.0 n/a 0.0 1.161 1.161 n/a nla 0,387 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1,351 1.351 n/a n/a 0.450 X-X.+D+0.750L+0.750S-0.5250E+H 3.0 n/a 0.0 1.265 1.265 n/a n/a 0.422 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.7237 0.7237 n/a n/a 0,241 X-X.+0.60D-0.60W+0.60H 3.0 n/a 0.0 0.3319 0.3319 n/a n/a 0,111 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.5850 0.5850 n/a n/a 0.195 X-X,+0,60D-0.70E+0.60H 3.0 n/a 0.0 0.4707 0.4707 n/a n/a 0.157 Z-Z,+D+H 3.0 2.227 n/a n/a n/a 0.6045 1.155 0,385 Z-Z.+D+L+H 3.0 2.227 n/a n/a n/a 0.6045 1.155 0.385 Z-Z.+D+Lr+H 3.0 1.653 n/a n/a n/a 1.365 2.190 0,730 Z-Z,+D+S+H 3.0 2.025 n/a n/a n/a 1.038 1.864 0.621 Z-Z.+D+0.750Lr+0.750L+H 3.0 1.734 n/a n/a n/a 1.175 1.932 0,644 Z-Z,+D+0.750L+0.750S+H 3.0 2.059 n/a n/a n/a 0.9298 1.687 0.562 Z-Z,+D+0.60W+H 3.0 2.368 n/a n/a n/a 0.7178 1.433 0,478 Z-Z,+D-0.60W+H 3.0 2.006 n/a n/a n/a 0,4911 0.8764 0.292 Z-Z,+D+0.70E+H 3.0 2.823 n/a n/a n/a 0.5653 1.308 0,436 Z-Z,+D-0.70E+H 3.0 1,548 n/a n/a n/a 0.6437 1.001 0,334 Z-Z.+D+0.750Lr+0.750L+0.450W+H 3.0 1.844 n/a n/a n/a 1.260 2.140 0,713 Z-Z,+D+0.750Lr+0.75OL-0.450W+H 3.0 1.602 n/a n/a n/a 1.090 1.723 0,574 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 2.154 n/a n/a n/a 1.015 1.896 0,632 Z-Z,+D+0.750L+0.750S-0.450W+H 3.0 1.940 n/a n/a n/a 0.8448 1.478 0,493 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 2.374 n/a n/a n/a 0.9005 1.802 0.601 Z-Z,+D+0.750L+0,750S-0.5250E+H 3.0 1.722 n/a n/a n/a 0.9592 1.572 0.524 Z-Z,+0.60D+0.60W+0.60H 3.0 2.436 n/a n/a n/a 0.4760 0.9714 0.324 Z-Z.+0.60D-0.60W+0,60H 3.0 1.771 n/a n/a n/a 0.2493 0.4145 0.138 Z-Z,+0.60D+0.70E+0.60H 3.0 3.182 n/a n/a n/a 0.3235 0.8464 0.282 Z-Z.+0.60D-0.70E+0,60H 3.0 1.041 n/a n/a n/a 0.4019 0.5395 0.180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. _ Punted:27 DFC 7016, 1:53PM General FootingFile=c-OMUME-14Ctinton%MYDOCU-11ENERCA-117W,ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-106008130Licensee: Description: AA1,3 Overturning Stability Rotation Axis& Load Combination... Overturning_Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X.+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK - X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0,750S+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0,70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2.0 k-ft 18.858 k-ft 9.429 OK Z-Z,+D+L+H 2.0 k-ft 18.858 k-ft 9.429 OK Z-Z,+D+Lr+H 3.0 k-ft 38.108 k-ft 12.703 OK Z-Z,+D+S+H 3.0 k-ft 31.108 k-ft 10.369 OK Z-Z,+D+0.750Lr+0.750L+H 2.750 k-ft 33.296 k-ft 12.108 OK Z-Z.+D+0.750L+0.750S+H 2.750 k-ft 28.046 k-ft 10.199 OK Z-Z.+D+0.60W+H 2.60 k-ft 23.058 k-ft 8.869 OK Z-Z,+D+0.70E+H 2.70 k-ft 20.083 k-ft 7.438 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.20 k-ft 36.446 k-ft 11.389 OK Z-Z,+D+0.750L+0.750S+0.450W+H 3,20 k-ft 31.196 k-ft 9.749 OK Z-Z,+D+0.750L-i0.750S+0.5250E+H 3.275 k-ft 28.965 k-ft 8.844 OK Z-Z,+0.60D+0.60W+0.60H 1,80 k-ft 15.515 k-ft 8.619 OK Z-Z,+0.60D+0.70E+0.60H 1.90 k-ft 12.540 k-ft 6.60 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X,+D+H 2.0 k 4.311 k 2.155 OK X-X,+D+L+H 2.0 k 4.311 k 2.155 OK X-X,+D+Lr+H 3.0 k 8.711 k 2.904 OK X-X,+D+S+H 3.0 k 7.111 k 2.370 OK X-X,+D+0.750Lr+0.750L+H 2.750 k 7.611 k 2.767 OK X-X.+D+0.750L+0.750S+H 2.750 k 6.411 k 2.331 OK X-X,+D+0.60W+H 2.60 k 5.271 k 2.027 OK X-X,+D+0.70E+H 2.70 k 4.591 k 1.70 OK X-X,+D+0.750Lr+0.750L+0.450W+H 3.20 k 8.331 k 2,603 OK X-X,+D+0.750L+0.750S+0.450W+H 3.20 k 7.131 k 2.228 OK X-X,+D+0.750L+0.750S+0.5250E+H 3.275 k 6.621 k 2.022 OK X-X,+0.60D+0.60W+0.60H 1.80 k 3.546 k 1.970 OK X-X,+0.60D+0.70E+0.60H 1.90 k 2.866 k 1.509 OK Z-Z+D+H 0.0 k 4.311 k No Slidina OK Z-Z,+D+L+H 0.0 k 4.311 k No Slidino OK Z-Z,+D+Lr+H 0.0 k 8.711 k No Sliding OK Z-Z,+D+S+H 0.0 k 7.111 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+H 0.0 k 7.611 k No Slidina OK Z-Z+D+0.750L+0.750S+H 0.0 k 6.411 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.450W+H 0.0 k 7.131 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.5250E+H 0.0 k 6.621 k No Slidina OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 3.546 k No Slidina OK Z-Z.+0.60D+0.70E+0.60H 0.0 k 2.866 k No Slidina OK Z-Z.+D+0.60W+H 0.0 k 5.271 k No Slidina OK Z-Z,+D+0.70E+H 0.0 k 4.591 k No Slidina OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 0.0 k 8.331 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 1.575 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.40D+1.60H 1.575 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 2.038 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 OFC 2016. t53?td General Footin File=c:IDOCUME-11Ginton\MYDOCU-11ENERCA-117958.ec6 g ENERCALC,INC.1%3-2015,Build:6.15.12.9,Ver.6.0.29 s.ss: c - • Description: AA1,3 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.20D+0.50Lr+1.60L+1.60H 2.038 -Z Bottom 0.2592 Min Temo% 0.2657 10.388 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.788 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.788 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 3.550 +Z Bottom 0.2592 Min Temo% 0.2657 10.388 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 3.550 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 3.80 +Z Bottom 0.2592 Min Temo% 0.2657 10.388 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 3.80 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.750 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X.+1.20D+0.50L+1.60S+1.60H 2.750 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60S+0.50W+1.60H 3.0 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60S+0.50W+1.60H 3.0 -Z Bottom 0.2592 Min Temo% 0.2657 10.388 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 2.538 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 2.538 -Z Bottom 0,2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 2.288 +Z Bottom 0.2592 Min Temo% 0.2657 10.388 OK X-X,+1.20D+0.50L+0.50S+fin/+1.60H 2.288 -Z Bottom 0.2592 Min Temo% 0.2657 10.388 OK X-X,+1,20D+0.50L+0.20S+E+1.60H 1,650 +Z Bottom 0.2592 Min Temo% 0.2657 10,388 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.650 -Z Bottom 0.2592 Min Temp% 0,2657 10,388 OK X-X,+0.90D+W+0.90H 1.513 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+0.90D+W+0.90H 1.513 -Z Bottom 0,2592 Min Temp% 0.2657 10.388 OK X-X,+0.90D+E+0.90H 1.138 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+0.90D+E+0,90H 1.138 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.40D+1.60H 1.175 -X Bottom 0.2592 Min Temp% 0.2657 10.388 -OK Z-Z.+1.40D+1.60H 1.975 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1,623 -X Bottom 0.2592 Min Temp% 0,2657 10.388 OK Z-Z,+1.20D+0,50Lr+1.60L+1.60H 2.452 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.373 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+1.60L+0.50S+1,60H 2.202 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 2.979 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 4.121 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 3.157 -X Bottom 0.2592 Min Temo% 0.2657 10.388 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 4.443 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z.+1.20D+0,50L+1.60S+1.60H 2.179 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 3.321 +X Bottom 0.2592 Min Temo% 0.2657 10.388 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.357 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 3.643 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+0.50Lr+0,50L+W+1.60H 1.981 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 3.094 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 1.731 -X Bottom 0.2592 Min Temp% 0.2657 10,388 OK Z-Z.+1.20D+0,50L+0.50S+W+1.60H 2.844 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1,20D+0.50L+0.20S+E+1.60H 1.136 -X Bottom 0.2592 Min Temp% 0,2657 10.388 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 2.164 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+0.90D+W+0,90H 1.113 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+0.90D+W+0.90H 1.912 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+0.90D+E+0.90H 0.7376 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+0.90D+E+0.90H 1.537 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi'Vn Status +1.40D+1.60H 9.444 psi 9.444 psi 9.444 Dsi 9.444 psi 9.444 psi 75 psi 0.1259 OK +1.20D+0.50Lr+1.60L+1.60H 12,218 psi 12.218 psi 12.218 psi 12.218 Dsi 12.218 Dsi 75 DSi 0.1629 OK +1.20D+1.60L+0.50S+1.60H 10,719 psi 10.719 Dsi 10.719 psi 10.719 psi 10,719 Dsi 75 Dsi 0,1429 OK +1.20D+1.60Lr+0.50L+1.60H 21.287 psi 21.287 psi 21.287 Dsi 21.287 psi 21.287 psi 75 psi 0.2838 OK +1.20D+1.60Lr+0.50W+1.60H 22.787 psi 22.787 Dsi 22,787 psi 22.787 Dsi 22,787 Dsi 75 Dsi 0.3038 OK +1.20D+0.50L+1.60S+1.60H 16.49 psi 16.49 psi 16.49 psi 16.49 psi 16.49 Dsi 75 psi 0.2199 OK +1.20D+1.60S+0.50W+1.60H 17,989 psi 17.989 psi 17.989 psi 17.989 Dsi 17.989 Dsi 75 Dsi 0.2399 OK +1,20D+0.50Lr+0.50L+W+1.60H 15,216 psi 15.216 Dsi 15.216 psi 15.216 Dsi 15.216 Dsi 75 Dsi 0.2029 OK +1.20D+0.50L+0.50S+W+1.60H 13.717 psi 13.717 Dsi 13.717 psi 13.717 Dsi 13.717 Dsi 75 psi 0.1829 OK +1.20D+0.50L+0.20S+E+1.60H 9.894 Dsi 9.894 Dsi 9.894 Dsi 9,894 psi 9,894 Dsi 75 Dsi 0.1319 OK +0.90D+W+0.90H 9.07 psi 9.07 psi 9.07 psi 9.07 Dsi 9.07 psi 75 Dsi 0.1209 OK +0.90D+E+0.90H 6.821 Dsi 6.821 Dsi 6.821 psi 6.821 psi 6.821 Dsi 75 psi 0.09095 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the'Printing& Title Block"selection. Printed:27 DEC 2016, 1:53PM General FOOtinl File=c,1DDCUME-11Clinlon%MYDOCU-11ENERCA-117958.ec8 9 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 Description: AA1,3 Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 37.333 osi 150osi 0.2489 OK +1.20D+0.50Lr+1.60L+1.60H 48.296 psi 150nsi 0.322 OK +1.20D+1.60L+0,50S+1.60H 42.37 Dsi 150Dsi 0.2825 OK +1.20D+1.60Lr+0.50L+1.60H 84.148 psi 150Dsi 0.561 OK +1.20D+1.60Lr+0.50W+1.60H 90.074 psi 150osi 0.6005 OK +1.20D+0.50L+1.60S+1.60H 65.185 Dsi 150osi 0.4346 OK +1.20D+1.60S+0,50W+1.60H 71.111 psi 150osi 0.4741 OK +1,20D+0.50Lr+0.50L+W+1.60H 60.148 Dsi 150osi 0.401 OK +1.20D+0.50L+0.50S+W+1,60H 54.222 Dsi 150osi 0.3615 OK +1.20D+0.50L+0.20S+E+1.60H 39.111 Dsi 150osi 0,2607 OK +0.90D+W+0.90H 35.852 psi 150osi 0.239 OK +0.90D+E+0.90H 26.963 Dsi 150Dsi 0,1798 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. NnW:27 DR,M-16, 1:540M General Footin File=c:kDOCUME-1kClintonkMYDOCU-1kENERCA-1k7958.ec6 g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.0.25 I:11: 1ASSOCIATES Description: A,B 5_2.4 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 30 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft Z Footing Thicknes = 14.0 in i Pedestal dimensions... _ -x px:parallel to X-X Axis = !n pz:parallel to Z-Z Axis = in Height = in m Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in o w r II Reinforcing a•o Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Siz( = t: 5 • %56ars ♦.N59ard Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 18.0 23.0 k OB:Overburden = _ksf_ M-xx = k-ft M-zz = k-ft V-x = - - - k - V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, Printed:27 DEC 2016, 1:54PM General FootingFile=c:1DOCUME-11GintonNYDOCU-11ENERCA-t17958.ec6 ENERCALC.INC.1983-2015,Build:6.15.12.9.Ver.6.0.25 i:s0: ASSOCIATES Description: A.6 5_2.4 DESIGN SUMMARY - . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9107 Soil Bearing 2.732 ksf 3.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4920 Z Flexure(+X) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4920 Z Flexure(-X) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4920 X Flexure(+Z) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4920 X Flexure(-Z) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3933 1-way Shear(+X) 29.495 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3933 1-way Shear(-X) 29.495 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3933 1-way Shear(+Z) 29.495 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3933 1-way Shear(-Z) 29.495 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.7606 2-way Punching 114.092 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 1.294 1.294 n/a n/a 0,431 X-X,+D+L+H 3.0 n/a 0.0 2.732 2.732 n/a n/a 0,911 X-X,+D+Lr+H 3.0 n/a 0.0 1.294 1,294 n/a n/a 0,431 X-X.+D+S+H 3.0 n/a 0.0 1.294 1.294 n/a n/a 0.431 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0,791 X-X.+D+0.750L+0.750S+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0,791 X-X,+D+0.60W+H 3.0 n/a 0.0 1.294 1.294 n/a n/a 0,431 X-X,+D+0.70E+H 3.0 n/a 0.0 1.294 1.294 n/a n/a 0.431 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0,791 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0.791 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0.791 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.7765 0.7765 n/a n/a 0.259 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.7765 0.7765 n/a n/a 0.259 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 1.294 1.294 0.431 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 2.732 2.732 0.911 Z-Z.+D+Lr+H 3.0 0.0 n/a n/a n/a 1.294 1,294 0.431 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 1.294 1.294 0.431 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 2.372 2.372 0.791 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 2.372 2.372 0.791 Z-Z.+D+0.60W+H 3.0 0.0 n/a n/a n/a 1.294 1,294 0,431 Z-Z.+D+0.70E+H 3.0 0.0 n/a nla n/a 1.294 1.294 0.431 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 0.0 n/a n/a n/a 2.372 2.372 0,791 Z-Z.+D+0.750L+0.750S+0.450W+H 3.0 0.0 n/a n/a n/a 2.372 2.372 0.791 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 0.0 n/a n/a n/a 2.372 2.372 0.791 Z-Z.+0.60D+0.60W+0.60H 3.0 0.0 n/a n/a n/a 0.7765 0.7765 0.259 Z-Z,+0.60D+0.70E+0.60H 3.0 0.0 n/a n/a n/a 0,7765 0.7765 0.259 Overtuming Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k _ Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 DEC 2C16, 1:54PM General FootingFile=c:ODCUME-lCfintontMYDOCU-11ENERCA-iV958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver..6.0.25 0.00: ASSOCIATES Description: A,6.5_2.4 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 3.150 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.40D+1.60H 3.150 -Z Bottom 0.3024 Min TemD% 0.310 14,836 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. pnnled 27 DEC vt6. 1 uif'f.l General Footing File=c:1DOCUME-11GintonlMYDOCU-1tENERCA-117958.ec6 ENERCALC,INC.1983 2015 Build:6.15.12.9.Ver.6.0.25 1:11: i i Description: A,13.5_2.4 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.20D+0.50Lr+1.60L+1.60H 7.30 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7.30 -Z Bottom 0.3024 Min Temp% 0.310 14,836 -OK X-X.+1.20D+1.60L+0.50S+1.60H 7.30 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1,20D+1.60L+0.50S+1.60H 7.30 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0,50L+1.60H 4.138 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 4.138 -Z Bottom 0,3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.70 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.70 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50L+1.60S+1.60H 4,138 +Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X,+1.20D+0.50L+1.60S+1,60H 4.138 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.70 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.70 -Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 4.138 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 4.138 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 4.138 +Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 4.138 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 4.138 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 4.138 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+0.90D+W+0.90H 2.025 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+0.90D+W+0,90H 2.025 -Z Bottom 0.3024 Min Temp% 0,310 14.836 OK X-X,+0.90D+E+0.90H 2.025 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+0.90D+E+0,90H 2.025 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.40D+1,60H 3.150 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.40D+1,60H 3.150 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50Lr+1.60L+1,60H 7.30 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 7.30 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 7.30 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1,20D+1.60L+0.50S+1.60H 7.30 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 4.138 -X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 4.138 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 2.70 -X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50W+1,60H 2.70 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 4.138 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0,50L+1.60S+1.60H 4.138 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.70 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.70 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D40.5OLr+0.50L+W+1.60H 4.138 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 4.138 +X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 4.138 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 4.138 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 4.138 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 4.138 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+0.90D+WA.90H 2.025 -X Bottom 0.3024 Min Temp% 0,310 14.836 OK Z-Z,+0,90D+W+0,90H 2.025 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+0.90D+E+0.90H 2.025 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+0.90D+E+0.90H 2.025 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 12.727 psi 12.727 psi 12.727 psi 12.727 psi 12.727 psi 75 psi 0.1697 OK +1.20D+0.50Lr+1.60L+1.60H 29.495 psi 29.495 psi 29.495 psi 29.495 psi 29.495 psi 75 psi 0.3933 OK +1,20D+1.60L+0.50S+1.60H 29,495 psi 29.495 psi 29.495 psi 29.495 psi 29.495 psi 75 psi 0.3933 OK +1.20D+1.60Lr+0.50L+1,60H 16.717 psi 16.717 psi 16,717 DSi 16.717 psi 16.717 psi 75 psi 0.2229 OK +1.20D+1,60Lr+0.50W+1.60H 10.909 Dsi 10.909 psi 10.909 psi 10.909 Dsi 10.909 Dsi 75 Dsi 0.1455 OK +1.20D+0.50L+1,60S+1.60H 16.717 psi 16.717 Dsi 16.717 Dsi 16.717 psi 16.717 psi 75 Dsi 0.2229 OK +1.20D+1.60S+0.50W+1.60H 10.909 Dsi 10.909 psi 10.909 Dsi 10.909 Dsi 10.909 Dsi 75 Dsi 0.1455 OK +1,20D+0,50Lr+0.50L+W+1,60H 16.717 psi 16.717 psi 16.717 psi 16.717 DSi 16.717 Dsi 75 Dsi 0.2229 OK +1.20D+0.50L+0.50S+W+1.60H 16.717 psi 16.717 psi 16.717 psi 16.717 psi 16.717 Dsi 75 Dsi 0.2229 OK +1.20D+0.50L+0.20S+E+1.60H 16.717 Dsi 16.717 psi 16.717 psi 16.717 Dsi 16.717 Dsi 75 Dsi 0.2229 OK +0.90D+W+0.90H 8.182 Dsi 8.182 Dsi 8.182 Dsi 8.182 psi 8.182 Dsi 75 Dsi 0,1091 OK +0.90D+E+0.90H 8.182 psi 8.182 psi 8.182 psi 8.182 psi 8.182 Dsi 75 Dsi 0.1091 .OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. 11rmted.27 neI*,m1e 1 54Nti1 General Footing File=c:1DOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9.Ver.6.0.25 0.s0: ASSOCIATES Description; A.B.5_2A Punching Shear All units k _ Load Combination... Vu PhI*Vn Vu I Phi`Vn Status +1.40D+1.60H 49.231 Dsi 1500si 0.3282 OK +1.20D+0.50Lr+1.60L+1.60H 114.092 Dsi 150Dsi 0,7606 OK +1.20D+1.60L+0.50S+1.60H 114,092 Dsi 150Dsi 0.7606 OK +1.20D+1.60Lr+0.50L+1.60H 64.665 Dsi 150Dsi 0.4311 OK +1.20D+1.60Lr+0.50W+1.60H 42.198 Dsi 150osi 0,2813 OK +1.20D+0.50L+1.60S+1.60H 64.665 Dsi 150Dsi 0.4311 OK +1,20D+1.60S+0.50W+1.60H 42.198 Dsi 150osi 0.2813 OK +1.20D+0.50Lr+0.50L+W+1.60H 64.665 Dsi 150osi 0.4311 OK +1.20D+0.50L+0.50S+W+1.60H 64.665 Dsi 150osi 0.4311 OK +1.20D+0.50L+0.20S+E+1.60H 64.665 psi 150osi 0.4311 OK +0.90D+W+0.90H 31.649 Dsi 150Dsi 0.211 OK +0.90D+E+0.90H 31.649 Dsi 150osi 0.211 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pone•2 0EG,2016 1,:,,,, General Footing File=c:IDOCUME-11ClintonVNYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.025 i.00: DESIGN ASSOCIATES Description: J_3 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) - 350.0 pci Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. - 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. - Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 000180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft ? Footing Thicknes = 14.0 in I r Pedestal dimensions.., x - px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in a Rebar Centerline to Edge of Concrete... 0 at Bottom of footing = 3.0 in to u Reinforcing Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 r..., Reinforcing BarSizf = # 5 �C•I•;Y Bandwidth Distribution Check (ACI 15.4.4.2) - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load — 18.0 23.0 k OB:Overburden = ksf M-xx Z - k-ft M-zz = k-ft V-x = k. V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printer':27 DEC 2016 _Wtl General FootingFile=c:1DOCUME-11ClintunWYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.19832015,Build:6.15.12.9,Ver:6.0.25 KW-06008130ASSOCIATES Description: J_3 DESIGN SUMMARY s- . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9107 Soil Bearing 2.732 ksf 3.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4920 Z Flexure(+X) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0,4920 Z Flexure(-X) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1,60H PASS 0.4920 X Flexure(+Z) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4920 X Flexure(-Z) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1,60H PASS 0.3933 1-way Shear(+X) 29.495 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3933 1-way Shear(-X) 29.495 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3933 1-way Shear(+Z) 29.495 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3933 1-way Shear(-Z) 29,495 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.7606 2-way Punching 114.092 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 30 n/a 0.0 1.294 1.294 n/a n/a 0,431 X-X.+D+L+H 3.0 n/a 0.0 2.732 2.732 n/a nla 0.911 X-X,+D+Lr+H 3.0 n/a 0.0 1.294 1.294 n/a n/a 0.431 X-X.+D+S+H 3.0 n/a 0.0 1.294 1,294 n/a n/a 0.431 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0.791 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0,791 X-X,+D+0.60W+H 3.0 n/a 0.0 1.294 1.294 n/a n/a 0 431 X-X,+D+0.70E+H 3.0 n/a 0.0 1.294 1.294 n/a n/a 0.431 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0.791 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0.791 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0.791 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.7765 0.7765 n/a n/a 0,259 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.7765 0.7765 n/a n/a 0.259 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 1.294 1.294 0,431 Z-Z.+D+L+H 3.0 00 n/a n/a n/a 2.732 2.732 0.911 Z-Z.+D+Lr+H 3.0 00 n/a n/a n/a 1.294 1.294 0.431 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 1.294 1.294 0,431 Z-Z.+D+0.750Lr+0.750L+H 3.0 00 n/a n/a n/a 2.372 2.372 0.791 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 2.372 2.372 0.791 Z-Z,+D+0.60W+H 3.0 00 n/a n/a n/a 1.294 1.294 0,431 Z-Z,+D+0,70E+H 3.0 00 n/a n/a n/a 1.294 1.294 0.431 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 00 n/a n/a n/a 2.372 2.372 0.791 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 0.0 n/a n/a n/a 2,372 2.372 0,791 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 0.0 n/a n/a n/a 2.372 2.372 0.791 Z-Z,+0.60D+0.60W+0.60H 3.0 0.0 n/a n/a n/a 0.7765 0.7765 0.259 Z-Z,+0.60D+0.70E+0.60H 30 0,0 n/a n/a n/a 0.7765 0.7765 0,259 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnted:27 DEC 2016. :54PM General FootingFile=c:VMUME-11ClintonNYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015.Bwkf:6.t5.12.9,Ver.6:o.25 KW-06008130ASSOCIATES Description: J_3 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 3150 +Z Bottom 0.3024 Min Temp% 0,310 14,836 OK X-X,+1.40D+1.60H 3150 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?r:rlec:2I OEC 2016 i:S�Ptd General FootingFile=c:1DOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 - i.Qi: DESIGN Description: J_3 Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? in^2 1n^2 in^2 k-ft X-X,+1.20D+0.50Lr+1.60L+1.60H 7.30 +Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7.30 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60L+0.50S+1.60H 7.30 +Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X.+1.20D+1.60L+0.50S+1.60H 7.30 -Z Bottom 0.3024 Min TemD% 0,310 14.836 OK X-X,+1.20D+1,60Lr+0.50L+1.60H 4.138 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 4.138 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.70 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.70 -Z Bottom 0.3024 Min TemD% 0,310 14,836 OK X-X,+1.20D+0.50L+1.60S+1.60H 4.138 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50L+1.60S+1.60H 4.138 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.70 +Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.70 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 4.138 +Z Bottom 0.3024 Min Temo% 0,310 14,836 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 4.138 -Z Bottom 0.3024 Min Temp% 0,310 14.836 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 4.138 +Z Bottom 0.3024 Min Temo% 0,310 14.836 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 4.138 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0,50L+0,20S+E+1.60H 4.138 +Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 4.138 -Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X,+0.90D+W+0.90H 2.025 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+0.90D+W+0.90H 2.025 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+0,90D+E+0.90H 2.025 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X.+0.90D+E+0.90H 2.025 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.40D+1.60H 3.150 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.40D+1.60H 3.150 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1,20D+0.50Lr+1.60L+1.60H 7.30 -X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 7.30 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 7.30 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 7.30 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50L+1,60H 4.138 -X Bottom 0,3024 Min TemD% 0.310 14.836 OK Z-Z,+1,20D+1.60Lr+0.50L+1.60H 4.138 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 2.70 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 2.70 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 4.138 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 4.138 +X Bottom 0.3024 Min TemD% 0.310 14,836 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.70 -X Bottom 0.3024 Min TemD% 0,310 14.836 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.70 +X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 4.138 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 4.138 +X Bottom 0.3024 Min TemD% 0.310 14,836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 4.138 -X Bottom 0.3024 Min Temo% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 4.138 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.20S+E+1,60H 4.138 -X Bottom 0.3024 Min Temo% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 4.138 +X Bottom 0.3024 Min TemD% 0.310 14.836 -OK Z-Z,+0.90D+W+0.90H 2.025 -X Bottom 0.3024 Min Temo% 0.310 14.836 OK Z-Z,+0.90D+W+0.90H 2.025 +X Bottom 0.3024 Min Temo% 0.310 14.836 OK Z-Z,+0.90D+E+0.90H 2.025 -X Bottom 0.3024 Min TemD% 0,310 14.836 OK Z-Z,+0.90D+E+0.90H 2,025 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi"Vn Status +1.40D+1.60H 12.727 psi 12.727 osi 12.727 Dsi 12.727 psi 12.727 Dsi 75 Dsi 0.1697 OK +1.20D+0.50Lr+1.60L+1.60H 29.495 Dsi 29.495 Dsi 29.495 Dsi 29.495 Dsi 29.495 osi 75 Dsi 0,3933 OK +1.20D+1.60L+0.50S+1.60H 29.495 Dsi 29.495 Dsi 29.495 Dsi 29.495 Dsi 29.495 psi 75 Dsi 0.3933 OK +1.20D+1.60Lr+0.50L+1.60H 16.717 Dsi 16.717 Dsi 16.717 Dsi 16.717 Dsi 16.717 Dsi 75 Dsi 0.2229 OK +1.20D+1.60Lr+0.50W+1.60H 10.909 psi 10.909 Dsi 10.909 Dsi 10.909 Dsi 10.909 Dsi 75 Dsi 0.1455 OK +1.20D+0.50L+1.60S+1.60H 16.717 Dsi 16.717 Dsi 16,717 psi 16.717 psi 16.717 osi 75 Dsi 0.2229 OK +1.20D+1.60S+0.50W+1.60H 10.909 Dsi 10.909 Dsi 10.909 Dsi 10,909 Dsi 10.909 psi 75 Dsi 0.1455 OK +1,20D+0.50Lr+0.50L+W+1.60H 16.717 Dsi 16.717 Dsi 16.717 Dsi 16.717 Dsi 16.717 Dsi 75 Dsi 0.2229 OK +1.20D+0.50L+0.50S+W+1.60H 16.717 psi 16.717 Dsi 16.717 Dsi 16.717 psi 16.717 Dsi 75 Dsi 0.2229 OK +1.20D+0.50L+0.20S+E+1.60H 16.717 Dsi 16.717 Dsi 16.717 Dsi 16.717 Dsi 16.717 Dsi 75 Dsi 0.2229 OK +0.90D+W+0.90H 8,182Dsi 8.182 osi 8.182 osi 8,182Dsi 8,182Dsi 75 osi 0.1091 OK +0,90D+E+0.90H 8.182 Dsi 8.182 Dsi 8.182 Dsi 8.182 Dsi 8.182 Dsi 75 Dsi 0.1091 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pimte#22 DEC 2016. 1501.1 General Footing File=atDOCUME-nGinlonWWYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.19812015,Build:6.15.12.9.Ver.6.0.25 i.10: ASSOCIATES Description: J 3 Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 49.231 psi 150psi 0.3282 OK +1.20D+0.50Lr+1.60L+1.60H 114.092 psi 150osi 0.7606 OK +1.20D+1.60L+0.50S+1.60H 114.092 psi 150psi 0.7606 OK +1.20D+1.60Lr+0,50L+1.60H 64.665 psi 150psi 0.4311 OK +1.20D+1.60Lr+0.50W+1.60H 42.198 psi 150osi 0.2813 OK +1.20D+0.50L+1.60S+1.60H 64.665 psi 150osi 0.4311 OK +1.20D+1.60S+0.50W+1.60H 42.198 psi 150psi 0.2813 OK +1.20D+0.50Lr+0.50L+W+1.60H 64.665 psi 150Dsi 0.4311 OK +1.20D+0.50L+0.50S+W+1.60H 64.665 psi 150osi 0.4311 OK +1.20D+0.50L+0.20S+E+1.60H 64.665 psi 150osi 0.4311 OK +0.90D+W+0.90H 31.649 psi 150Dsi 0.211 OK +0.90D+E+0.90H 31.649 psi 150osi 0.211 OK Title Block Line 1 Project Title: You can change this area Engineer, Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pomw 21 DEC 2016, 154KI General FootingNe=c:1D000ME-11C1inton%MYDOCU-11ENERCA-11795&et6 ENERCALC.INC 1983-2015,Build:6.15.129.Ver:6.025 I:s1 DESIGN ASSOCIATES Description: 6.5,E_3 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0-00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 7.0 ft Length parallel to Z-Z Axis = 7.0 ft Footing Thicknes = 26.0 in Pedestal dimensions... - � x px:parallel to X-X Axis = in pz parallel to Z-Z Axis = in Height - in a Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 ino w Reinforcing 7"o" Bars parallel to X-X Axis Number of Bars = 9.0 Reinforcing Bar Size = 6 Bars parallel to Z-Z Axis Number of Bars = 9.0 1. Reinforcing Bar Siz( _ 6 0-10flan , y�' 9-46B— Bandwidth Distribution Check (AC I 15.4.4.2) t—� Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load - 18.0 23.0 14.0 34.0 k OB;Overburden = _ ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = 10.0 59.0 k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 DEC 2016, 1'K4PM General Footin File=c:1D000ME-11ClintonVAYD000-11ENERCA-117 .ec6 g 958 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0 25 i.i0: ASSOCIATES Description: B.5,E_3 DESIGN SUMMARY s- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9413 Soil Bearing 2.824 ksf 3.0 ksf +0.60D+0.70E+0.60H about X-X axis PASS 1.715 Overturning-X-X 89.483 k-ft 153.428 k-ft +0.60D+0.70E+0.60H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1475 Z Flexure(+X) 8.388 k-ft 56.857 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1475 Z Flexure(-X) 8.388 k-ft 56.857 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0,3121 X Flexure(+Z) 17.747 k-ft 56.857 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1284 X Flexure(-Z) 7.30 k-ft 56.857 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1081 1-way Shear(+X) 8.104 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1081 1-way Shear(-X) 8.104 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.2473 1-way Shear(+Z) 18.548 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.09404 1-way Shear(-Z) 7.053 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1969 2-way Punching 29.530 psi 150.0 psi +1.20D+0.50L+0.20S+E+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6815 0.6815 n/a n/a 0.227 X-X,+D+L+H 3.0 n/a 0.0 1.151 1.151 n/a n/a 0.384 X-X,+D+Lr+H 3.0 n/a 0.0 0.6815 0.6815 n/a n/a 0.227 X-X,+D+S+H 3.0 n/a 0.0 0.6815 0.6815 n/a n/a 0.227 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.034 1.034 n/a n/a 0,345 X-X.+D+0.750L+0.750S+H 3.0 n/a 0.0 1.034 1.034 n/a n/a 0,345 X-X,+D+0.60W+H 3.0 n/a 3.733 0.6293 1.077 n/a n/a 0.359 X-X,+D+0.70E+H 3.0 n/a 18.775 0.0 2.786 n/a n/a 0.929 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 2.055 0.9944 1.330 n/a n/a 0.443 X-X.+D+0.750L+0.750S+0.450W+H 3.0 n/a 2.055 0.9944 1.330 n/a n/a 0,443 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 11.758 0.2434 2.552 n/a n/a 0,851 X-X.+0.60D+0.60W+0.60H 3.0 n/a 5.486 0.3567 0.8040 n/a n/a 0.268 X-X,+0,60D+0.70E+0.60H 3.0 n/a 24.496 0.0 2.824 n/a n/a 0.941 Z-Z.+D+H 3.0 0.0 n/a n/a n/a 0.6815 0,6815 0.227 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 1.151 1.151 0.384 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 0.6815 0.6815 0.227 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 0.6815 0.6815 0.227 Z-Z,+D+0,750Lr+0,750L+H 3.0 0.0 n/a n/a n/a 1.034 1.034 0.345 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 1.034 1.034 0.345 Z-Z,+D+0.60W+H 3.0 0.0 n/a n/a n/a 0.8529 0.8529 0.284 Z-Z,+D+0.70E+H 3.0 0.0 n/a n/a n/a 1.167 1.167 0,389 Z-Z,+D+0,750Lr+0.750L+0.450W+H 3.0 0.0 n/a n/a n/a 1.162 1.162 0,387 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 0.0 n/a n/a n/a 1.162 1.162 0,387 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 0.0 n/a n/a n/a 1.398 1.398 0.466 Z-Z.+0,60D+0.60W+0.60H 3.0 0.0 n/a n/a n/a 0.5803 0.5803 0.193 Z-Z,+0.60D+0.70E+0.60H 3.0 0.0 n/a n/a n/a 0.8946 0.8946 0,298 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+H 13.0 k-ft 146.280 k-ft 11.252 OK X-X,+D+0.70E+H 89.483 k-ft 200.180 k-ft 2.237 OK X-X,+D+0.750Lr+0.750L+0.450W+H 9.750 k-ft 199.305 k-ft 20.442 OK X-X.+D+0.750L+0.750S+0,450W+H 9.750 k-ft 199.305 k-ft 20.442 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Piml-d 27 OR".1016. 1 SKI C7enera� Footing File=c:1DOCUME-11ClintonWYDOCU-I%ENERCA-117958.ec6 ENER(:AIC,INC.19n2015.Build:6.15.12.9.Ver.6.0.25 KW-06008130 Licensee:STRUCTURAL DESIGN-ASSOCIATES Description: B.5,E_3 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H 67.113 k-ft 239.730 k-ft 3.572 OK X-X,+0.60D+0,60W+0.60H 13.0 k-ft 99.528 k-ft 7.656 OK X-X,+0.60D+0.70E+0.60H 89.483 k-ft 153.428 k-ft 1.715 OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z.+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z.+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.60W+H None 0.0 k-ft Infinity OK Z-Z,+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0,60W+0.60H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi`Mn Status k-ft Side? Bot or Top? in^2 inA2 inA2 k-ft X-X,+1.40D+1.60H 3.150 +Z Bottom 0.5616 Min Temp% 0,5657 56.857 OK X-X.+1.40D+1.60H 3.150 -Z Bottom 0.5616 Min Temp% 0.5657 56,857 OK X-X.+1.20D+0.50Lr+1,60L+1.60H 7.30 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7.30 -Z Bottom 0.5616 Min Temp% 0.5657 56,857 OK X-X,+1,20D+1.60L+0.50S+1.60H 7.30 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+1.60L+0.50S+1.60H 7.30 -Z Bottom 0.5616 Min TemD% 0.5657 56.857 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 4.138 +Z Bottom 0.5616 Min TemD% 0.5657 56.857 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 4.138 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 4.349 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 2.801 -Z Bottom 0,5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+1.60S+1.60H 4.138 +Z Bottom 0.5616 Min TemD% 0.5657 56.857 OK X-X,+1.20D+0.50L+1.60S+1.60H 4,138 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60S+0.50W+1.60H 4.349 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.801 -Z Bottom 0,5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 7.435 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 4.340 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 7.435 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 4.340 -Z Bottom 0.5616 Min TemD% 0.5657 56.857 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 17.747 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.5122 -Z Top 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+W+0.90H 5.322 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+W+0.90H 2.228 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+E+0.90H 16.682 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+E+0.90H 1.576 -Z Top 0.5616 Min TemD% 0.5657 56.857 OK Z-Z,+1.40D+1,60H 3.150 -X Bottom 0,5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.40D+1.60H 3.150 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 7.30 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1,20D+0.50Lr+1.60L+1.60H 7.30 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 7.30 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 7.30 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 4.138 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 4.138 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 3.575 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+1,60Lr+0.50W+1.60H 3.575 +X Bottom 0,5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 4.138 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 4.138 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 3.575 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 3.575 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 5.888 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 5.888 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 5.888 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 5.888 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0,50L+0.20S+E+1.60H 8.388 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. 11.mtm T.Dfr.?016 1 ISOM General Footing File=c:IDocuME-1icfintunIMYDOCu=flENERCA-n7959.ec6 ENERCALC.INC.19632015.Build:6.15.12.9.Ver.6.0.25 KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: 6.5,E_3 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in12 inA2 inA2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 8.388 +X Bottom 0.5616 Min Temo% 0.5657 56.857 OK Z-Z,+0.90D+W+0.90H 3.775 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+0.90D+W+0.90H 3.775 +X Bottom 0.5616 Min Tema% 0.5657 56.857 OK Z-Z.+0.90D+E+0.90H 6.275 -X Bottom 0.5616 Min Temo% 0.5657 56.857 OK Z-Z,+0.90D+E+0,90H 6.275 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 3.043 psi 3.043 psi 3.043 psi 3.043 psi 3.043 psi 75 psi 0.04058 OK +1.20D+0.50Lr+1.60L+1.60H 7.053 psi 7.053 psi 7.053 psi 7.053 psi 7.053 psi 75 psi 0.09404 OK +1.20D+1.60L+0,50S+1.60H 7.053 psi 7.053 psi 7.053 psi 7.053 psi 7.053 psi 75 psi 0.09404 OK +1.20D+1.60Lr+0.50L+1.60H 3.998 psi 3.998 osi 3.998 psi 3.998 psi 3.998 psi 75 psi 0.0533 OK +1,20D+1.60Lr+0.50W+1.60H 3.454 psi 3.454 psi 2,594 Dsi 4.314 psi 4.314 psi 75 psi 0.05752 OK +1.20D+0.50L+1.60S+1.60H 3.998 Dsi 3.998 psi 3.998 psi 3.998 Dsi 3.998 psi 75 psi 0.0533 OK +1.20D+1,60S+0.50W+1.60H 3.454 Dsi 3,454 Dsi 2.594 Dsi 4.314 psi 4.314 Dsi 75 psi 0.05752 OK +1.20D+0.50Lr+0.50L+W+1.60H 5.688 psi 5.688 Dsi 3.969 psi 7.408 Dsi 7.408 psi 75 psi 0.09877 OK +1.20D+0.50L+0.50S+W+1.60H 5.688 psi 5.688 psi 3.969 psi 7,408 Dsi 7.408 Dsi 75 psi 0.09877 OK +1.20D+0.50L+0.20S+E+1.60H 8.104 psi 8.104 Dsi 1.714 psi 18.548 psi 18.548 psi 75 Dsi 0,2473 OK +0.90D+W+0.90H 3.647 Dsi 3.647 Dsi 1.928 Dsi 5.367 Dsi 5.367 osi 75 psi 0.07156 OK +0.90D+E+0.90H 6.063 osi 6.063 osi 1.673 osi 17.983 Dsi 17.983 Dsi 75 osi 0.2398 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status_ +1.40D+1.60H 11.062 osi 150osi 0.07375 OK +1.20D+0.50Lr+1.60L+1.60H 25.637 osi 150osi 0.1709 OK +1.20D+1.60L+0.50S+1.60H 25.637 psi 150osi 0.1709 OK +1.20D+1.60Lr+0.50L+1.60H 14.53 psi 150DSI 0.09687 OK +1,20D+1.60Lr+0.50W+1.60H 12.555 Dsi 150osi 0.0837 OK +1.20D+0.50L+1.60S+1,60H 14.53 psi 150psi 0.09687 OK +1.20D+1,60S+0.50W+1.60H 12.555 Dsi 150osi 0.0837 OK +1.20D+0.50Lr+0.50L+W+1.60H 2O.676 osi 150osi 0.1378 OK +1.20D+0.50L+0.50S+W+1.60H 2O.676 osi 150osi 0.1378 OK +1.20D+0.50L+0.20S+E+1.60H 29.53 osi 150Dsi 0.1969 OK +0.90D+W+0.90H 13.257 osi 150osi 0.08838 OK +0.90D+E+0.90H 22.689 Dsi 150osi 0.1513 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prr!�m 27 OK 2016 1 420M General Footing File=c:1DOCUME-11Clinton\MYDOCU-11ENERCA-117956.ec6 ENERCALC,INC.19632015,Build:6.15.12.9.Ver.6.0.25 i.►0ASSOCIATES Description: J.9_1,3 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 30 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. 000180 when footing base is below = ft Min.Overturning Safety Factor - 1 0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft Z Footing Thicknes = 14.0 in Pedestal dimensions... x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in n Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in r q o Reinforcing 4"�0" Bars parallel to X-X Axis Number of Bars = 4 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4 — Reinforcing Bar Siz( _ # 5 A --- — Bandvvidth Distribution Check (ACI 15.4.4.2) - - -- - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E N P:Column Load - 8.0 3.0 12.0 k OB:Overburden = ksf_ M-xx = - - - - k-ft M-zz = k-ft V-x = 3.0 1.0 14.0 k V-z k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, vnmod'27 DEC 2016, 1 ?PV General FootingFile=c:IDOCUME-11ClintonWYDOCU-11ENERCA-117958.ec6 ENERAL ,CNC 1983-2015,Build:6.15.12.9,Ver.6.0.25 i:ii: eASSOCIATES Description. J.9-1,3 DESIGN SUMMARY Min.Ratio Rom Applied Capacity Governing Load Combination PASS 0.8633 Soil Bearing 2.590 ksf 3.0 ksf +D+0.70E+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.191 Overturning-Z-Z 13.533 k-ft 29.648 k-ft +0.60D+0.70E+0.60H FAIL 0.5112 Sliding-X-X 11.60 k 5.930 k +0.60D+0.70E+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3749 Z Flexure(+X) 5.562 k-ft 14.836 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0,07023 Z Flexure(-X) 1.042 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1946 X Flexure(+Z) 2.888 k-ft 14.836 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1946 X Flexure(-Z) 2.888 k-ft 14.836 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0,1556 1-way Shear(+X) 11.667 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1556 1-way Shear(-X) 11,667 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1556 1-way Shear(+Z) 11.667 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1556 1-way Shear(-Z) 11,667 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.3011 2-way Punching 45.166 psi 150.0 psi +1.20D+0.50L+0.20S+E+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 3.0 n/a 0.0 0.6692 0.6692 n/a n/a 0,223 X-X,+D+L+H 3.0 n/a 0.0 0.8567 0.8567 n/a n/a 0,286 X-X,+D+Lr+H 3.0 n/a 0.0 0.6692 0.6692 n/a n/a 0.223 X-X,+D+S+H 3.0 n/a 0.0 0,6692 0.6692 n/a n/a 0.223 X-X.+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.8098 0.8098 n/a n/a 0,270 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 0.8098 0.8098 n/a n/a 0,270 X-X,+D+0.60W+H 3.0 n/a 0.0 0.6692 0.6692 n/a n/a 0.223 X-X,+D+0.70E+H 3.0 n/a 0.0 1,194 1.194 n/a n/a 0.398 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 0.8098 0.8098 n/a n/a 0.270 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 0.8098 0.8098 n/a n/a 0.270 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1,204 1.204 n/a n/a 0.401 X-X.+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.4015 0.4015 n/a nla 0.134 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.9265 0.9265 n/a n/a 0,309 Z-Z.+D+H 3.0 3.923 n/a n/a n/a 0.3465 0.9918 0,331 Z-Z,+D+L+H 3.0 4,086 n/a n/a n/a 0.4265 1.287 0.429 Z-Z.+D+Lr+H 3.0 3.923 n/a n/a n/a 0.3465 0.9918 0.331 Z-Z,+D+S+H 3.0 3.923 n/a n/a n/a 0.3465 0.9918 0,331 Z-Z,+D+0.750Lr+0.750L+H 3.0 4.052 n/a n/a n/a 0.4065 1.213 0.404 Z-Z,+D+0.750L+0.750S+H 3.0 4.052 n/a n/a n/a 0.4065 1.213 0.404 Z-Z,+D+0.60W+H 3.0 3.923 n/a n/a n/a 0.3465 0.9918 0.331 Z-Z,+D+0.70E+H 3.0 9.379 n/a n/a n/a 0.0 2.590 0.863 Z-Z.+D+0.750Lr+0.750L+0.450W+H 3.0 4.052 n/a n/a n/a 0.4065 1.213 0,404 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 4.052 n/a n/a n/a 0.4065 1.213 0.404 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 8.070 n/a n/a n/a 0.009622 2,397 0.799 Z-Z.+0.60D+0.60W+0.60H 3.0 3.923 n/a n/a n/a 0.2079 0.5951 0,198 Z-Z,+0.60D+0.70E+0.60H 3.0 10.955 n/a n/a n/a 0.0 2.250 0.750 Overtuming Stability Rotation Axis& _Load Combination... Overturning Moment Resisting Moment Stability Ratio Status _ X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pnnted:2(DEC 2016 i:42PFA General FootingFile=c:1DOCUME-11ClintonWYDOCU�-11ENERCA-117958.ec6 ENERCALC,INC.19a2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 DESIGN Description: J.9_1,3 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability_Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.601-1 None 0.0 k-ft Infinity OK X-X.+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 3.50 k-ft 21,413 k-ft 6.118 OK Z-Z,+D+L+H 4.667 k-ft 27.413 k-ft 5.874 OK Z-Z,+D+Lr+H 3.50 k-ft 21.413 k-ft 6.118 OK Z-Z,+D+S+H 3.50 k-ft 21.413 k-ft 6.118 OK Z-Z,+D+0.750Lr+0.750L+H 4.375 k-ft 25.913 k-ft 5.923 OK Z-Z,+D+0.750L+0.750S+H 4.375 k-ft 25.913 k-ft 5.923 OK Z-Z,+D+0.60W+H 3.50 k-ft 21.413 k-ft 6.118 OK Z-Z,+D+0.70E+H 14.933 k-ft 38.213 k-ft 2.559 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 4.375 k-ft 25.913 k-ft 5.923 OK Z-Z,+D+0.750L+0.750S+0.450W+H 4.375 k-ft 25.913 k-ft 5.923 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 12.950 k-ft 38.513 k-ft 2.974 OK Z-Z,+0.60D+0.60W+0.60H 2.10 k-ft 12.848 k-ft 6.118 OK Z-Z,+0.60D+0.70E+0.60H 13.533 k-ft 29.648 k-ft 2.191 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X,+D+H 3.0 k 4.283 k 1.428 OK X-X,+D+L+H 4.0 k 5.483 k 1.371 OK X-X.+D+Lr+H 3.0 k 4.283 k 1.428 OK X-X,+D+S+H 3.0 k 4,283 k 1.428 OK X-X,+D+0.750Lr+0.750L+H 3.750 k 5.183 k 1.382 OK X-X,+D+0.750L+0.750S+H 3.750 k 5.183 k 1.382 OK X-X,+D+0.60W+H 3.0 k 4.283 k 1.428 OK X-X,+D+0.70E+H 12.80 k 7.643 k 0.5971 No Good! X-X.+D+0.750Lr+0.750L+0.450W+H 3.750 k 5.183 k 1.382 OK X-X,+D+0.750L+0.750S+0.450W+H 3,750 k 5.183 k 1.382 OK X-X,+D+0.750L+0.750S+0.5250E+H 11.10 k 7.703 k 0.6939 No Good! X-X,+0.60D+0.60W+0.60H 1.80 k 2.570 k 1.428 OK X-X,+0.60D+0.70E+0.60H 11.60 k 5.930 k 0.5112 No Good! Z-Z,+D+H 0.0 k 4.283 k No Slidina OK Z-Z,+D+L+H 0.0 k 5.483 k No Slidina OK Z-Z,+D+Lr+H 0.0k 4.283 k No S"d',, OK Z-Z,+D+S+H 0.0 k 4.283 k No Slidina OK Z-Z.+D+0.750Lr+0.750L+H 0.0 k 5.183 k No Slidina OK Z-Z,+D+0,750L+0.750S+H 0.0 k 5.183 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.450W+H 0.0 k 5.183 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.5250E+H 0.0 k 7.703 k No Slidina OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 2.570 k No Slidina OK Z-Z,+0.60D+0.70E+0.60H 0.0 k 5.930 k No Slidina OK Z-Z,+D+0.60W+H 0.0 k 4.283 k No Slidina OK Z-Z,+D+0.70E+H 0.0 k 7.643 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 0.0 k 5.183 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? in^2 inA2 inA2 k-ft X-X.+1.40D+1.60H 1.40 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.40D+1.60H 1.40 -Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 1.80 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.80 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1,60L+0.50S+1.60H 1.80 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.80 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 1.388 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.388 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.20 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.20 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.388 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1,20D+0.50L+1.60S+1.60H 1.388 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X.+1.20D+1.60S+0.50W+1.60H 1.20 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. OwIN.27 DEC 20W 1'OKI General Footing File=c:1DOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC 14832015 Build:6.15129.Ver.6.0.25- 'Lie,#: KW-06 130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description. J,9.1.3 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.20D+1.60S+0.50W+1.60H 1.20 -Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1,388 +Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.388 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.388 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.388 -Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 2.888 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 2.888 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+0.90D+W+0,90H 0.90 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X.+0.90D+W+0.90H 0.90 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+0.90D+E+0.90H 2.40 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+0.90D+E+0,90H 2.40 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.40D+1.60H 0.7877 -X Bottom 0.3024 Min Temo% 0.310 14.836 OK Z-Z,+1.40D+1,60H 2.012 +X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.042 -X Bottom 0.3024 Min Temp% 0,310 14.836 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.558 +X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60L+0,50S+1.60H 1.042 -X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2.558 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.7897 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 1.985 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.6751 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.725 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+1.60S+1,60H 0.7897 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.985 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0.6751 -X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z,+1.20D+1,60S+0.50W+1.60H 1.725 +X Bottom 0.3024 Min Temp% 0,310 14.836 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 0,7897 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.985 +X Bottom 0.3024 Min Temp% 0,310 14.836 OK Z-Z,+1.20D+0.50L+0.50S+W+1,60H 0.7897 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.985 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.2845 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 5,562 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+0.90D+W+0,90H 0.5064 -X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z.+0.90D+W+0.90H 1.294 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+0.90D+E+0.90H 0.05813 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+0.90D+E+0.90H 4.928 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu Q+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 5.657 psi 5.657 psi 5,657 psi 5.657 psi 5.657 psi 75 psi 0.07542 OK +1.20D+0.50Lr+1.60L+1.60H 7.273 psi 7.273 psi 7.273 psi 7,273 psi 7.273 psi 75 psi 0.09697 OK +1.20D+1.60L+0.50S+1.60H 7.273 psi 7.273 psi 7.273 psi 7.273 psi 7.273 psi 75 psi 0.09697 OK +1.20D+1.60Lr+0.50L+1.60H 5,606 psi 5.606 psi 5.606 psi 5.606 psi 5.606 psi 75 psi 0.07475 OK +1.20D+1.60Lr+0.50W+1.60H 4.848 psi 4.848 psi 4.848 psi 4.848 psi 4.848 Dsi 75 psi 0.06465 OK +1.20D+0.50L+1.60S+1.60H 5.606 psi 5.606 Dsi 5.606 Dsi 5.606 psi 5.606 psi 75 psi 0.07475 OK +1.20D+1.60S+0.50W+1.60H 4.848 psi 4.848 Dsi 4.848 psi 4,848 psi 4.848 psi 75 Dsi 0.06465 OK +1.20D+0.50Lr+0.50L+W+1.60H 5.606 Dsi 5.606 psi 5.606 psi 5.606 psi 5.606 Dsi 75 psi 0.07475 OK +1.20D+0.50L+0.50S+W+1.60H 5.606 Dsi 5.606 Dsi 5.606 psi 5.606 psi 5.606 psi 75 psi 0.07475 OK +1.20D+0,50L+0.20S+E+1.60H 11.667 Dsi 11.667 psi 11.667 Dsi 11.667 psi 11.667 Dsi 75 Dsi 0.1556 OK +0.90D+W+0.90H 3.636 Dsi 3.636 psi 3.636 Dsi 3.636 Dsi 3.636 psi 75 psi 0.04849 OK +0.90D+E+0.90H 9.696 psi 9.696 psi 9.697 Dsi 9.697 Dsi 9.697 Dsi 75 psi 0.1293 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 21.881 Dsi 150osi 0.1459 OK +1.20D+0.50Lr+1.60L+1.60H 28.132 psi 150Dsi 0.1875 OK +1.20D+1.60L+0.50S+1.60H 28.132 psi 150usi 0.1875 OK +1,20D+1.60Lr+0.50L+1.60H 21.685 psi 150osi 0.1446 OK +1.20D+1.60Lr+0.50W+1.60H 18.755 psi 150Dsi 0.125 OK +1.20D+0.50L+1.60S+1.60H 21.685 psi 150Dsi 0.1446 OK +1.20D+1.60S+0.50W+1.60H 18.755 psi 150osi 0.125 OK +1.20D+0,50Lr+0.50L+W+1.60H 21.685 psi 150psi 0.1446 OK +1,20D+0.50L+0.50S+W+1.60H 21.685 psi 150osi 0.1446 OK +1.20D+0.50L+0.20S+E+1.60H 45.166 Dsi 150Dsi 0.3011 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pri*C:27 DEC�615,i:42PM General FootingHe=c:1DOCUME-11Clinton%WDOCU-11ENERCA-117956.ec6 ENERCALC,INC.1963.2015.Build:6.15.12.9.Ver.6.0.25 i.00: ASSOCIATES Description: 19_1,3 Punching Shear All units k Load Combination..._ _ Vu Phi*Vn Vu I Phi*Vn Status +0.90D+W+0.90H 14.066 psi 150Dsi 0.09377 OK +0.90D+E+0.90H 37.616 psi 150nsi 0.2508 OK Structural Design Associates 2802 Rockefeller Ave. Everett, WA 98201 -3774 Phone: (425) 339-0293 Fax: (425) 252-0916 STRUCTURAL CALCULATIONS STEEL BLDG FOUNDATION SDA Job # 7958 SC0VIN �°E w^syiycTO 3,43388�' S1�N,4 MC Z 9 2016 TOP CLUB AIRCRAFT Arlington, WA December 27, 2016 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. General Footing File=c:wOCUME-11ClinionlMYDOCU-IIENERCA-lnnse:ec6 ENERCALC,INC.19n2015,Build:6.15.12.9,Ver:6.0.25 1:11: •Wren • Ifulli Description : Al Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 ;1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.50 ft Length parallel to Z-Z Axis = 4.50 ft Footing Thicknes = 14.0 in ip Pedestal dimensions... x� px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in i a Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in q Reinforcing a's W Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Siz( _ # 5 ;. ' 5 65 Bx,s Bandwidth Distribution Check (AC I 15,4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 20.0 2.0 22.0 13.0 6.0 1.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 2.0 1.0 1.0 3.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. _ ?rimed:27 DEC 2C16 4211M General Footin File=c:1DOCUME-11ClintonlMYDOCU-11ENERCA-117956.ec6 g ENERCALC,INC.19632015.Build:6.15.12.9,Ver.6.0.25 0.0t DESIGN • Description: Al DESIGN SUMMARY i- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9843 Soil Bearing 2.953 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 11.350 Overturning-Z-Z 3.50 k-ft 39.725 k-ft +0.60D+0.60W+0.60H PASS 2,354 Sliding-X-X 3.0 k 7.062 k +0.60D+0.60W+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5356 Z Flexure(+X) 8.796 k-ft 16.422 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4646 Z Flexure(-X) 7.629 k-ft 16.422 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.5001 X Flexure(+Z) 8.213 k-ft 16.422 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.5001 X Flexure(-Z) 8.213 k-ft 16.422 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4424 1-way Shear(+X) 33.182 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4424 1-way Shear(-X) 33,182 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4424 1-way Shear(+Z) 33.182 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4424 1-way Shear(-Z) 33.182 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.8688 2-way Punching 130.314 psi 150.0 psi +1.20D+1.60L+0.50S+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 3.0 n/a 0.0 1.157 1.157 n/a n/a 0,386 X-X,+D+L+H 3.0 n/a 0.0 2.243 2.243 n/a n/a 0748 X-X,+D+Lr+H 3.0 n/a 0.0 1.256 1.256 n/a n/a 0.419 X-X,+D+S+H 3.0 n/a 0.0 1.799 1.799 n/a n/a 0.600 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 2.046 2.046 n/a n/a 0,682 X-X.+D+0.750L+0.750S+H 3.0 n/a 0.0 2.453 2.453 n/a n/a 0.818 X-X,+D+0.60W+H 3.0 n/a 0.0 1.335 1.335 n/a n/a 0.445 X-X,+D+0,70E+H 3.0 n/a 0.0 1.191 1.191 n/a n/a 0.397 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 2.179 2.179 n/a n/a 0,726 X-X.+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 2.586 2.586 n/a n/a 0,862 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 2.479 2.479 n/a n/a 0.826 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.8719 0.8719 n/a n/a 0291 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.7287 0.7287 n/a n/a 0.243 Z-Z,+D+H 3.0 1.195 n/a n/a n/a 1.006 1.308 0.436 Z-Z,+D+L+H 3.0 0.9246 n/a n/a n/a 2.017 2.470 0.823 Z-Z,+D+Lr+H 3.0 1.101 n/a n/a n/a 1,105 1.407 0.469 Z-Z.+D+S+H 3.0 1.153 n/a n/a n/a 1.572 2.025 0,675 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.9294 n/a n/a n/a 1.838 2.253 0,751 Z-Z,+D+0.750L+0.750S+H 3.0 0.9864 n/a n/a n/a 2.189 2.718 0.906 Z-Z,+D+0.60W+H 3.0 1.969 n/a n/a n/a 1.048 1.622 0.541 Z-Z,+D+0.70E+H 3.0 1.161 n/a n/a n/a 1.040 1.342 0.447 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 1.301 n/a n/a n/a 1.869 2.489 0,830 Z-Z,+D+0,750L+0.750S+0.450W+H 3.0 1.296 n/a n/a n/a 2,220 2.953 &984 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 0.9761 n/a n/a n/a 2.215 2.743 0,914 Z-Z,+0.60D+0.60W+0.60H 3.0 2.379 n/a n/a n/a 0.6453 1.098 0,366 Z-Z,+0.60D+0.70E+0.60H 3.0 1.139 n/a n/a n/a 0.6380 0.8193 0,273 Overtuming Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. Prnii=,d 27 DEC 2016 i 42?NI General FOOtlrl File=c:IDOCUME-llClintonlMYDOCU-11ENERCA-117958ec6 ENERCALC,INC 1983-2015,Build:615.12 9.Ver.6 0.25 i.se: ASSOCIATES Description: Al Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.601-1 None 0.0 k-ft Infinity OK Z-Z.+D+H 2.333 k-ft 52.708 k-ft 22.589 OK Z-Z.+D+L+H 3.50 k-ft 102.208 k-ft 29.202 OK Z-Z,+D+Lr+H 2.333 k-ft 57.208 k-ft 24.518 OK Z-Z,+D+S+H 3.50 k-ft 81,958 k-ft 23.416 OK Z-Z,+D+0.750Lr+0.750L+H 3.208 k-ft 93.208 k-ft 29.052 OK Z-Z,+D+0,750L+0.750S+H 4.083 k-ft 111.770 k-ft 27.372 OK Z-Z,+D+0.60W+H 4.433 k-ft 60.808 k-ft 13.716 OK Z-Z,+D+0.70E+H 2.333 k-ft 54.283 k-ft 23.264 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 4.783 k-ft 99.283 k-ft 20.756 OK Z-Z,+D+0.750L+0.750S+0.450W+H 5.658 k-ft 117.845 k-ft 20.827 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 4.083 k-ft 112.951 k-ft 27.662 OK Z-Z,+0.60D+0.60W+0.60H 3.50 k-ft 39.725 k-ft 11.350 OK Z-Z.+0.60D+0.70E+0.60H 1.40 k-ft 33.20 k-ft 23.714 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X.+D+H 2.0 k 9.370 k 4.685 OK X-X.+D+L+H 3.0 k 18.170 k 6.057 OK X-X,+D+Lr+H 2.0 k 10.170 k 5.085 OK X-X,+D+S+H 3.0 k 14,570 k 4.857 OK X-X,+D+0.750Lr+0.750L+H 2.750 k 16.570 k 6.026 OK X-X.+D+0.750L+0.750S+H 3.50 k 19.870 k 5.677 OK X-X,+D+0.60W+H 3.80 k 10.810 k 2.845 OK X-X,+D+0.70E+H 2.0 k 9.650 k 4.825 OK X-X,+D+0.750Lr+0.750L+0,450W+H 4.10 k 17.650 k 4.305 OK X-X,+D+0.750L+0.750S+0.450W+H 4.850 k 20.950 k 4.320 OK X-X,+D+0.750L+0.750S+0.5250E+H 3.50 k 20.080 k 5.737 OK X-X,+0.60D+0.60W+0.60H 3.0 k 7.062 k 2.354 OK X-X,+0.60D+0.70E+0.60H 1.20 k 5.902 k 4.918 OK Z-Z,+D+H 0.0 k 9.370 k No Slidino OK Z-Z,+D+L+H 0.0 k 18.170 k No Slidina OK Z-Z,+D+Lr+H 0.0 k 10.170 k No Slidino OK Z-Z,+D+S+H 0.0 k 14.570 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+H 0.0 k 16.570 k No Slidina OK Z-Z,+D+0.750L+0.750S+H 0.0 k 19.870 k No Slidina OK Z-Z,+D+0,750L+0.750S-F0.450W+H 0.0 k 20.950 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.5250E+H 0.0 k 20.080 k No Slidina OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 7.062 k No Slidina OK Z-Z,+0.60D+0.70E+0.60H 0.0 k 5.902 k No Slidina OK Z-Z,+D+0.60W+H 0.0 k 10.810 k No Slidina OK Z-Z,+D+0,70E+H 0.0 k 9.650 k No Slidina OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 0.0 k 17.650 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 3.50 +Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.40D+1.60H 3.50 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X.+1.20D+0,50Lr+1.60L+1.60H 7.525 +Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7.525 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X.+1.20D+1.60L+0.50S+1.60H 8.213 +Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+1.60L+0.50S+1.60H 8.213 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+1.60Lr+0.50L+1,60H 4.775 +Z Bottom 0.3024 Min Temp% 0.3444 16,422 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 4.775 -Z Bottom 0,3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 3.775 +Z Bottom 0.3024 Min Temp% 0.3444 16,422 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 3.775 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+0.50L+1.60S+1.60H 6.975 +Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+0,50L+1.60S+1.60H 6.975 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+1.60S+0,50W+1.60H 5.975 +Z Bottom 0.3024 Min TemD% 0.3444 16.422 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnt d 2'DEC 2Ci6 1 12;'t' General Footing File=c:1DOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Dewdption: Al Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 in^2 k-ft X-X,+1,20D+1.60S+0.50W+1.60H 5.975 -Z Bottom 0.3024 Min Temo% 0.3444 16.422 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 5.250 +Z Bottom 0,3024 Min Temo% 0.3444 16.422 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 5.250 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+0,50L+0.50S+W+1.60H 5.938 +Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+0.50L+0,50S+W+1.60H 5.938 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 4.825 +Z Bottom 0.3024 Min TemD% 0.3444 16.422 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 4.825 -Z Bottom 0.3024 Min Temp% 0.3444 16,422 OK X-X,+0.90D+W+0,90H 3.0 +Z Bottom 0.3024 Min TemD% 0.3444 16.422 OK X-X,+0.90D+W+0,90H 3.0 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X.+0.90D+E+0.90H 2.375 +Z Bottom 0.3024 Min Temo% 0.3444 16.422 OK X-X,+0.90D+E+0.90H 2.375 -Z Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+1.40D+1.60H 3.137 -X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z.+1.40D+1.60H 3.863 +X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 7.007 -X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 8,043 +X Bottom 0.3024 Min Temp% 0.3444 16.422 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 7.629 -X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 8,796 +X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z.+1.20D+1,60Lr+0.50L+1.60H 4.399 -X Bottom 0.3024 Min Temp% 0.3444 16.422 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 5.151 +X Bottom 0.3024 Min TemD% 0.3444 16.422 OK Z-Z.+1.20D+1,60Lr+0.50W+1.60H 3.270 -X Bottom 0.3024 Min Temp% 0.3444 16.422 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 4.280 +X Bottom 0.3024 Min TemD% 0.3444 16.422 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 6.392 -X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+1,20D+0.50L+1.60S+1.60H 7,558 +X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 5.262 -X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 6.688 +X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1,60H 4.485 -X Bottom 0.3024 Min Temp% 0.3444 16.422 OK Z-Z,+1.20D+0,50Lr+0,50L+W+1.60H 6.015 +X Bottom 0.3024 Min Temp% 0.3444 16.422 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 5.108 -X Bottom 0.3024 Min TemD% 0.3444 16.422 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 6.767 +X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 4.423 -X Bottom 0.3024 Min Temp% 0.3444 16.422 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 5.227 +X Bottom 0.3024 Min Temo% 0,3444 16.422 OK Z-Z,+0,90D+W+0.90H 2.378 -X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+0.90D+W+0.90H 3.622 +X Bottom 0.3024 Min Temp% 0.3444 16.422 OK Z-Z,+0.90D+E+0.90H 2.142 -X Bottom 0.3024 Min Temo% 0,3444 16.422 OK Z-Z,+0.90D+E+0.90H 2.608 +X Bottom 0.3024 Min Temo% 0.3444 16.422 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 14.141 osi 14.141 psi 14.141 psi 14.141 Dsi 14.141 psi 75 osi 0.1886 OK +1.20D+0.50Lr+1.60L+1.60H 30.404 osi 30.404 osi 30.404 osi 30.404 Dsi 30.404 osi 75 psi 0.4054 OK +1.20D+1.60L+0.50S+1.60H 33.182 psi 33.182 osi 33.182 osi 33.182 osi 33.182 psi 75 psi 0.4424 OK +1.20D+1.60Lr+0.50L+1.60H 19.293 osi 19.293 psi 19.293 osi 19.293 Dsi 19.293 psi 75 psi 0.2572 OK +1.20D+1.60Lr+0.50W+1.60H 15.253 psi 15,253 psi 15.253 osi 15.253 osi 15,253 psi 75 osi 0.2034 OK +1.20D+0.50L+1.60S+1.60H 28,182 psi 28.182 Dsi 28.182 psi 28.182 osi 28.182 osi 75 osi 0.3758 OK +1.20D+1.60S+0.50W+1.60H 24.141 osi 24.141 psi 24.141 osi 24.141 psi 24.141 Dsi 75 osi 0.3219 OK +1,20D+0,50Lr+0.50L+W+1.60H 21.212 psi 21.212 psi 21.212 osi 21.212 osi 21.212 osi 75 osi 0.2828 OK +1.20D+0.50L+0.50S+W+1.60H 23.99 osi 23.99 osi 23.99 psi 23.99 osi 23.99 Dsi 75 Dsi 0.3199 OK +1.20D+0.50L+0.20S+E+1.60H 19.495 psi 19,495 osi 19.495 osi 19.495 psi 19,495 osi 75 psi 0.2599 OK +0.90D+W+0.90H 12.121 osi 12.121 psi 12.121 osi 12.121 psi 12.121 psi 75 osi 0.1616 OK +0.90D+E+0.90H 9.596 osi 9.596 Dsi 9.596 Dsi 9.596 osi 9.596 osi 75 osi 0.1279 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 55.537 Dsi 150osi 0.3702 OK +1.20D+0.50Lr+1.60L+1.60H 119.405 psi 150osi 0.796 OK +1.20D+1.60L+0.50S+1.60H 130.314 psi 150osi 0.8688 OK +1,20D+1.60Lr+0.50L+1.60H 75.769 osi 150osi 0.5051 OK +1.20D+1.60Lr+0,50W+1,60H 59.901 psi 150Dsi 0.3993 OK +1.20D+0.50L+1.60S+1.60H 110.678 psi 150Dsi 0.7379 OK +1.20D+1.60S+0.50W+1.60H 94.81 psi 150osi 0.6321 OK +1,20D+0.50Lr+0.50L+W+1.60H 83.306 osi 150osi 0.5554 OK +1.20D+0.50L+0.50S+W+1.60H 94.215 osi 150osi 0.6281 OK +1.20D+0.50L+0.20S+E+1.60H 76.562 psi 150osi 0.5104 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. PuMed 27 DEC 2016, 1 420M General FootingFile=c:1DOCUME-11ClinlonWYDOCU-11ENERCA-117958.ec6 ENERCALC.INC.1983-2015.Build:6.15.12 9.Ved.0.25 i.00: ASSOCIATES Description: Al Punching Shear All units k Load Combination... Vu Phi`Vn Vu I Phi'Vn Status +0.90D+W+0,90H 47.603 osi 150osi 0.3174 OK +0.90D+E+0.90H 37.686 Dsi 150osi 0.2512 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr:ntee 27 DK?016 1 4301d General Footing File=c:VDOCUME-11ClinlonlMYDOCU-11ENERCA-117958.ec6 _ ENERCALC,INC 1983-2015,Build:6.15.12.9,Ver:6.0 25 KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: C1 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850,0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0 750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. - Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thicknes = 140 in - Pedestal dimensions... - x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in m Rebar Centerline to Edge of Concrete... i at Bottom of footing = 3.0 in i o N W Reinforcing Bars parallel to X-X Axis Number of Bars - 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Sizf = # 5 IYa �r Bandwidth Distribution Check (,4C115.4.4,2) " - - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 23.0 4.0 24.0 13.0 10.0 1.0 k OB:Overburden = _ ksf M-xx = k-ft M-zz = k-ft V-x = 1.0 1.0 4.0 k V-z - k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr.-Me,27 DEC,2016 430M General FootingFile=c:wOCUME•11ClinionNYDOCU-11ENERCA-1v95s.ec6 ENERCALC,INC.1983-2015,Build:615.12.9,Ver.6.0.25 Lic'#: KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: C1 DESIGN SUMMARY Design • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8583 Soil Bearing 2.575 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 15.955 Overturning-Z-Z 3.50 k-ft 55,844 k-ft +0.60D+0.60W+0,60H PASS 2,978 Sliding-X-X 3.0 k 8,935 k 40.60D+0.60W460H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0,6328 Z Flexure(+X) 9.389 k-ft 14.836 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.5888 Z Flexure(-X) 8.736 k-ft 14.836 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.6108 X Flexure(+Z) 9.063 k-ft 14.836 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.6108 X Flexure(-Z) 9.063 k-ft 14.836 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4638 1-way Shear(+X) 34.785 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4638 1-way Shear(-X) 34.785 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4638 1-way Shear(+Z) 34.785 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4638 1-way Shear(-Z) 34.785 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.9587 2-way Punching 143.802 psi 150.0 psi +1.20D+1.60L+0.50S+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 3.0 n/a 0.0 1.089 1.089 n/a n/a 0.363 X-X,+D+L+H 3.0 n/a 0.0 2,049 2.049 n/a n/a 0,683 X-X,+D+Lr+H 3.0 n/a 0.0 1.249 1.249 n/a n/a 0.416 X-X,+D+S+H 3.0 n/a 0.0 1.609 1.609 n/a n/a 0.536 X-X,+D+0,750Lr+0.750L+H 3.0 n/a 0.0 1.929 1.929 n/a n/a 0.643 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 2,199 2.199 n/a n/a 0.733 X-X,+D+0.60W+H 3.0 n/a 0.0 1.329 1.329 n/a n/a 0,443 X-X,+D+0.70E+H 3.0 n/a 0.0 1.117 1.117 n/a n/a 0.372 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 2.109 2.109 n/a n/a 0.703 X-X.+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 2.379 2.379 n/a n/a 0793 X-X,+D+0.750L+0,750S+0.5250E+H 3.0 n/a 0.0 2.220 2.220 n/a n/a 0.740 X-X.+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.8935 0.8935 n/a n/a 0.298 X-X.+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.6815 0.6815 n/a n/a 0.227 Z-Z,+D+H 3.0 0.5142 n/a n/a n/a 1.034 1.144 0.381 Z-Z,+D+L+H 3.0 0.5466 n/a n/a n/a 1.939 2.159 0.720 Z-Z,+D+Lr+H 3.0 0.4483 n/a n/a n/a 1.194 1.304 0.435 Z-Z,+D+S+H 3.0 0.3480 n/a n/a n/a 1.554 1.664 0.555 Z-Z.+D+0.750Lr+0.750L+H 3.0 0.5080 n/a n/a n/a 1.833 2.026 0,675 Z-Z.+D+0.750L+0.750S+H 3.0 0.4456 n/a n/a n/a 2.103 2.296 0.765 Z-Z,+D+0.60W+H 3.0 1.432 n/a n/a n/a 1.142 1.516 0.505 Z-Z,+D+0.70E+H 3.0 0.5013 n/a n/a n/a 1.062 1.172 0.391 Z-Z.+D+0.750Lr+0.750L+0.450W+H 3.0 0.9426 n/a n/a n/a 1.914 2.305 0.768 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 0.8356 n/a n/a n/a 2.184 2.575 0.858 Z-Z,+D+0,750L+0,750S+0.5250E+H 3.0 0.4414 n/a n/a nla 2.124 2.317 0.772 Z-Z.+0.60D+0.60W+0.60H 3.0 1.880 n/a n/a n/a 0.7283 1.059 0,353 Z-Z,+0.60D+0.70E+0.60H 3.0 0.4930 n/a n/a n/a 0.6485 0.7145 0,238 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0,750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. Printed:21 DEC.2616,VOW General FOOtin File=c:1DOCUME-11ClintonVvIYDOCU-11ENERCA-117958.ec6 g ENERCALC,INC.198&2015,Build:6.15.12.9.Ver.6.0.25 KW-06008130ASSOCIATES Description: C1 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0,5250E+H None 0.0 k-ft Infinity OK X-X.+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z.+D+H 1.167 k-ft 68.073 k-ft 58.348 OK Z-Z,+D+L+H 2.333 k-ft 128.073 k-ft 54.888 OK Z-Z,+D+Lr+H 1.167 k-ft 78.073 k-ft 66.920 OK Z-Z,+D+S+H 1.167 k-ft 100.573 k-ft 86.205 OK Z-Z.+D+0.750Lr+0.750L+H 2.042 k-ft 120.573 k-ft 59.056 OK Z-Z,+D+0.750L+0.750S+H 2.042 k-ft 137.448 k-ft 67.321 OK Z-Z.+D+0.60W+H 3.967 k-ft 83.073 k-ft 20.943 OK Z-Z,+D+0.70E+H 1.167 k-ft 69.823 k-ft 59.848 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 4.142 k-ft 131.823 k-ft 31.828 OK Z-Z.+D+0.750L+0.750S+0.450W+H 4.142 k-ft 148.698 k-ft 35.903 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2.042 k-ft 138.760 k-ft 67.964 OK Z-Z,+0.60D+0.60W+0.60H 3.50 k-ft 55.844 k-ft 15.955 OK Z-Z,+0.60D+0.70E+0.60H 0.70 k-ft 42.594 k-ft 60.848 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X,+D+H 1.0 k 10.892 k 10.892 OK X-X,+D+L+H 2.0 k 20,492 k 10.246 OK X-X,+D+Lr+H 1.0 k 12.492 k 12.492 OK X-X.+D+S+H 1.0 k 16.092 k 16.092 OK X-X,+D+0.750Lr+0.750L+H 1.750 k 19.292 k 11.024 OK X-X,+D+0.750L+0.750S+H 1.750 k 21.992 k 12.567 OK X-X,+D+0.60W+H 3.40 k 13.292 k 3.909 OK X-X,+D+0.70E+H 1.0 k 11.172 k 11.172 OK X-X,+D+0.750Lr+0.750L+0.450W+H 3.550 k 21.092 k 5.941 OK X-X,+D+0.750L+0.750S+0.450W+H 3.550 k 23.792 k 6.702 OK X-X.+D+0.750L+0.750S+0.5250E+H 1.750 k 22.202 k 12.687 OK X-X,+0.60D+0.60W+0.60H 3.0 k 8.935 k 2.978 OK X-X,+0.60D+0.70E+0.60H 0.60 k 6.815 k 11.358 OK Z-Z,+D+H 0.0 k 10.892 k No Sliding OK Z-Z,+D+L+H 0.0 k 20.492 k No Slidina OK Z-Z.+D+Lr+H 0.0 k 12.492 k No Slidina OK Z-Z.+D+S+H 0.0 k 16.092 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+H 0.0 k 19.292 k No Slidina OK Z-Z.+D+0.750L+0.750S+H 0.0 k 21.992 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.450W+H 0.0 k 23.792 k No Slidina OK Z-Z.+D+0.750L+0.750S+0.5250E+H 0.0 k 22.202 k No Slidina OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 8.935 k No Slidina OK Z-Z,+0.60D+0.70E+0.60H 0.0 k 6.815 k No Slidina OK Z-Z,+D+0.60W+H 0.0 k 13.292 k No Slidina OK Z-Z,+D+0.70E+H 0.0 k 11.172 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 0.0 k 21.092 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 inA2 in^2 k-ft X-X,+1.40D+1.60H 4.025 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.40D+1.60H 4.025 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 8.50 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 8.50 -Z Bottom 0.3024 Min TemD% 0.310 14,836 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.063 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.063 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 5.750 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 5.750 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 4.875 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 4.875 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X.+1.20D+0.50L+1.60S+1.60H 7,550 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50L+1.60S+1.60H 7.550 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X.+1.20D+1.60S+0.50W+1.60H 6.675 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. General Footing File=c:ID000ME-11Clinton\MYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1988-2015.Build:6.15.12.9.Ver.6.0.25 0:i0: ASSOCIATES Description C1 Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 in^2 in^2 k-ft X-X,+1.20D+1.60S+0,50W+1.60H 6.675 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 6.450 +Z Bottom 0,3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 6.450 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50L+0,50S+W+1.60H 7.013 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 7.013 -Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 5.40 +Z Bottom 0,3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 5.40 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X.+0.90D+W+0.90H 3.838 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+0.90D+W+0.90H 3.838 -Z Bottom 0.3024 Min TemD% 0.310 14,836 OK X-X,+0.90D+E+0.90H 2.713 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+0.90D+E+0.90H 2.713 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.40D+1.60H 3.862 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.40D+1.60H 4.188 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+0,50Lr+1.60L+1.60H 8.173 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 8.827 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 8.736 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 9.389 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 5.552 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50L+1,60H 5.948 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z.+1.20D+1.60Lr+0.50W+1,60H 4.502 -X Bottom 0.3024 Min TemD% 0,310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 5.248 +X Bottom 0.3024 Min TemD% 0,310 14.836 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 7,352 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+0.50L+1.60S+1,60H 7.748 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1,60S+0.50W+1.60H 6.302 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1,20D+1.60S+0.50W+1.60H 7.048 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 5,785 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 7.115 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z.+1.20D+0.50L+0,50S+W+1.60H 6.348 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 7.677 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 5.202 -X Bottom 0,3024 Min TemD% 0.310 14,836 OK Z-Z,+1,20D+0.50L+0.20S+E+1.60H 5.598 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z.+0.90D+W+0.90H 3.266 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+0.90D+W+0.90H 4.409 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+0.90D+E+0.90H 2.608 -X Bottom 0.3024 Min Temp% 0,310 14.836 OK Z-Z,+0.90D+E+0.90H 2.817 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 15.449 Dsi 15,449 Dsi 15.449 osi 15.449 Dsi 15.449 Dsi 75 Dsi 0.206 OK +1.20D+0.50Lr+1.60L+1.60H 32.626 Dsi 32.626 psi 32.626 Dsi 32,626 osi< 32.626 Dsi 75 Dsi 0.435 OK +1.20D+1.60L+0,50S+1.60H 34.785 Dsi 34.785 psi 34.785 Dsi 34.785 Dsi 34.785 Dsi 75 Dsi 0.4638 OK +1.20D+1.60Lr+0.50L+1.60H 22.071 Dsi 22.071 Dsi 22.071 Dsi 22,071 Dsi 22.071 Dsi 75 Dsi 0.2943 OK +1.20D+1.60Lr+0.50W+1.60H 18,712 Dsi 18.712 Dsi 18,712 Dsi 18.712 psi 18.712 Dsi 75 Dsi 0.2495 OK +1.20D+0.50L+1.60S+1.60H 28.98 Dsi 28,98 Dsi 28.98 Dsi 28.98 Dsi 28.98 Dsi 75 Dsi 0.3864 OK +1.20D+1.60S+0.50W+1.60H 25.621 Dsi 25.621 Dsi 25.621 Dsi 25.621 Dsi 25.621 Dsi 75 Dsi 0.3416 OK +1,20D+0.50Lr+0,50L+W+1.60H 24.758 Dsi 24,758 Dsi 24.758 Dsi 24.758 Dsi 24.758 Dsi 75 Dsi 0.3301 OK +1.20D+0.50L+0.50S+W+1.60H 26.917 Dsi 26.917 psi 26.917 Dsi 26.917 Dsi 26.917 Dsi 75 Dsi 0.3589 OK +1.20D+0.50L+0.20S+E+1,60H 2O.727 Dsi 20.727 Dsi 20.727 Dsi 20.727 psi 20,727 Dsi 75 psi 0.2764 OK +0.90D+W+0.90H 14.73 Dsi 14.73 Dsi 14.73 Dsi 14.73 Dsi 14,73 Dsi 75 Dsi 0.1964 OK +0.90D+E+0.90H 10.412 Dsi 10,412 Dsi 10.412 Dsi 10.412 Dsi 10.412 Dsi 75 Dsi 0.1388 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 63.868 Dsi 150Dsi 0.4258 OK +1.20D+0.50Lr+1.60L+1.60H 134.876 Dsi 150osi 0.8992 OK +1.20D+1.60L+0.50S+1.60H 143.802 Dsi 150Dsi 0.9587 OK +1.20D+1.60Lr+0.50L+1.60H 91.24 Dsi 150Dsi 0.6083 OK +1.20D+1.60Lr+0.50W+1.60H 77.355 Dsi 150osi 0.5157 OK +1.20D+0.50L+1.60S+1.60H 119.802 Dsi 150Dsi 0.7987 OK +1.20D+1.60S+0.50W+1.60H 105.917 Dsi 150Dsi 0.7061 OK +1,20D+0.50Lr+0,50L+W+1.60H 102.347 Dsi 1500si 0.6823 OK +1.20D+0.50L+0.50S+W+1.60H 111.273 Dsi 150osi 0.7418 OK +1.20D+0.50L+0.20S+E+1.60H 85.686 Dsi 150osi 0.5712 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr:ntea:27 DEC 2C1-3, !-43PM General FootingFile=c:ID000ME-11Clinton\MYDOCU-11ENERCA-117956.ec6 ENERCALC,INC.1963-2015,Build:6.15.129,Ver:6.0,25 00: ASSOCIATES Description: C1 Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +0.90D+1A1+0,90H 60.893 psi 150psi 0.406 OK +0.90D+E+0.90H 43.041 psi 150osi 0.2869 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID using the"Settings'menu item Project Descr: and then using the"Printing& Title Block"selection. Prnled_27 OK 2016 General Footing File=c:IDOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.19n2015,Build:6.15.129.Ver:6.025 KW-060081 30 Licensee : STRUCTURAL DESIGN ASSOCIATES Description: E1 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 000180 when footing base is below = ft Min,Overturning Safety Factor = 1.0 :1 Min,Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thicknes = 16.0 in Pedestal dimensions... � x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... C at Bottom of footing = 3.0 in �o -N � I I Reinforcing __ 5'01 Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6 0 Reinforcing Bar Sizt = # 5 Bandwidth Distribution Check (AICI 15.4.41) — Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 26.0 50 24.0 14.0 11.0 1.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 1.0 10 5.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Ormted:27 DEC 016 i 43PM General Footin File=c:1DOCUME-1\ClintonWYDOCU-11ENERCA-117958.ec6 _ g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 DESIGN ASSOCIATES , Description: E1 DESIGN SUMMARY !r- . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9410 Soil Bearing 2.823 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 13.073 Overturning-Z-Z 4.80 k-ft 62.750 k-ft +0.60D+0.60W+0.60H PASS 2.789 Sliding-X-X 3,60 k 10,040 k +0.60D+0.60W+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4731 Z Flexure(+X) 9.948 k-ft 21.029 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4376 Z Flexure(-X) 9.202 k-ft 21.029 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4553 X Flexure(+Z) 9.575 k-ft 21.029 k-ft +1.20D+1.60L+0.50S+1,60H PASS 0,4553 X Flexure(-Z) 9.575 k-ft 21.029 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0,3710 1-way Shear(+X) 27.825 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.3710 1-way Shear(-X) 27.825 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.3710 1-way Shear(+Z) 27.825 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.3710 1-way Shear(-Z) 27.825 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.7143 2-way Punching 107.144 psi 150.0 psi +1.20D+1.60L+0.50S+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 3.0 n/a 0.0 1.233 1.233 n/a n/a 0,411 X-X+D+L+H 3.0 n/a 0.0 2.193 2,193 n/a n/a 0,731 X-X,+D+Lr+H 3.0 n/a 0.0 1.433 1.433 n/a n/a 0.478 X-X,+D+S+H 3.0 n/a 0.0 1.793 1.793 n/a n/a 0.598 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 2.103 2.103 n/a n/a 0.701 X-X.+D+0,750L+0.750S+H 3.0 n/a 0.0 2.373 2.373 n/a n/a 0.791 X-X,+D+0,60W+H 3.0 n/a 0.0 1.497 1.497 n/a n/a 0.499 X-X,+D+0.70E+H 3.0 n/a 0.0 1.261 1.261 n/a n/a 0.420 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 2.301 2.301 n/a n/a 0.767 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 2.571 2.571 n/a n/a 0.857 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 2.394 2.394 n/a n/a 0,798 X-X+0.60D+0.60W+0.60H 3.0 n/a 0.0 1.004 1,004 n/a n/a 0,335 X-X.+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.7680 0.7680 n/a n/a 0.256 Z-Z,+D+H 3.0 0.5189 n/a n/a n/a 1.170 1.296 0.432 Z-Z,+D+L+H 3.0 0.5836 n/a n/a n/a 2.067 2.319 0.773 Z-Z,+D+Lr+H 3.0 0.4465 n/a n/a n/a 1.370 1.496 0.499 Z-Z,+D+S+H 3.0 0.3569 n/a n/a n/a 1,730 1.856 0,619 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.5325 n/a n/a n/a 1.993 2.213 0,738 Z-Z,+D+0.750L+0,750S+H 3.0 0.4719 n/a n/a n/a 2.263 2.483 0,828 Z-Z,+D+0.60W+H 3.0 1.710 n/a n/a n/a 1.246 1.749 0.583 Z-Z,+D+0,70E+H 3.0 0.5074 n/a n/a n/a 1.198 1.324 0.441 Z-Z.+D+0.7501_r+0.750L+0.450W+H 3.0 1.112 n/a nla n/a 2.050 2,553 0,851 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 0,9956 n/a n/a n/a 2.320 2.823 0,941 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 0.4678 n/a n/a n/a 2.284 2.504 0.835 Z-Z,+0.60D+0.60W+0.60H 3.0 2.295 n/a n/a n/a 0.7774 1.231 0,410 Z-Z,+0.60D+0.70E+0.60H 3.0 0.50 n/a n/a n/a 0.7302 0.8058 0 269 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X.+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+H None 0.0 k-ft Infinity OK X-X.+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0,750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. PRmlou.27 D[r 2015 1 43Prd General FootingFile=c:IDOCUME-11ClintonNYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.19a2015.Build:6.15.12.9.Ver.6.0.25 KW-06008130 - ASSOCIATES Description: E1 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X.+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 1.333 k-ft 77.083 k-ft 57.813 OK Z-Z.+D+L+H 2,667 k-ft 137.083 k-ft 51.406 OK Z-Z,+D+Lr+H 1.333 k-ft 89,583 k-ft 67.188 OK Z-Z,+D+S+H 1.333 k-ft 112.083 k-ft 84.063 OK Z-Z,+D+0.750Lr+0.750L+H 2.333 k-ft 131.458 k-ft 56.339 OK Z-Z,+D+0.750L+0.750S+H 2.333 k-ft 148,333 k-ft 63.571 OK Z-Z,+D+0.60W+H 5.333 k-ft 93.583 k-ft 17.547 OK Z-Z,+D+0.70E+H 1.333 k-ft 78.833 k-ft 59.125 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 5.333 k-ft 143.833 k-ft 26.969 OK Z-Z,+D+0.750L+0.750S+0.450W+H 5.333 k-ft 160.708 k-ft 30.133 OK Z-Z.+D+0.750L+0.750S+0.5250E+H 2.333 k-ft 149.646 k-ft 64.134 OK Z-Z,+0.60D+0.60W+0.60H 4.80 k-ft 62.750 k-ft 13.073 OK Z-Z.+0.60D+0.70E+0.60H 0.80 k-ft 48.0 k-ft 60.0 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X.+D+H 1.0 k 12.333 k 12.333 OK X-X,+D+L+H 2.0 k 21.933 k 10.967 OK X-X.+D+Lr+H 1.0 k 14.333 k 14.333 OK X-X,+D+S+H 1.0 k 17.933 k 17.933 OK X-X,+D+0.750Lr+0.750L+H 1.750 k 21.033 k 12.019 OK X-X,+D+0.750L+0.750S+H 1.750 k 23.733 k 13.562 OK X-X,+D+0.60W+H 4.0 k 14.973 k 3.743 OK X-X,+D+0.70E+H 1.0 k 12.613 k 12.613 OK X-X,+D+0.750Lr+0.750L+0.450W+H 4.0 k 23.013 k 5.753 OK X-X,+D+0.750L+0.750S+0.450W+H 4.0 k 25.713 k 6.428 OK X-X.+D+0.750L+0.750S+0.5250E+H 1.750 k 23.943 k 13.682 OK X-X,+0.60D+0.60W+0.60H 3.60 k 10.040 k 2.789 OK X-X.+0.60D+0.70E+0.60H 0.60 k 7.680 k 12.80 OK Z-Z,+D+H 0.0 k 12.333 k No Slidina OK Z-Z,+D+L+H 0.0 k 21.933 k No Slidina OK Z-Z,+D+Lr+H 0.0 k 14.333 k No Slidina OK Z-Z.+D+S+H 0.0 k 17.933 k No Slidina OK Z-Z.+D+0.750Lr+0.750L+H 0.0 k 21.033 k No Slidina OK Z-Z,+D+0.750L+0.750S+H 0.0 k 23.733 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.450W+H 0.0 k 25.713 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.5250E+H 0.0 k 23.943 k No Slidina OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 10.040 k No Slidina OK Z-Z.+0.60D+0.70E+0.60H 0.0 k 7.680 k No Slidina OK Z-Z,+D+0.60W+H 0.0 k 14.973 k No Slidina OK Z-Z,+D+0.70E+H 0.0 k 12.613 k No Slidina OK Z-Z,+D+0.750Lr+0.750LA.450W+H 0.0 k 23.013 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? in12 in^2 in"2 k-ft X-X,+1.40D+1.60H 4.550 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1,40D+1.60H 4.550 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 9.013 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 9.013 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.575 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X.+1.20D+1.60L+0.50S+1.60H 9.575 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 6.40 +Z Bottom 0.3456 Min TemD% 0.3720 21.029 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 6.40 -Z Bottom 0.3456 Min TemD% 0.3720 21.029 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 5.588 +Z Bottom 0.3456 Min TemD% 0.3720 21.029 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 5.588 -Z Bottom 0.3456 Min TemD% 0.3720 21.029 OK X-X.+1.20D+0.50L+1.60S+1.60H 8.20 +Z Bottom 0.3456 Min TemD% 0.3720 21,029 OK X-X,+1.20D+0.50L+1.60S+1,60H 8.20 -Z Bottom 0.3456 Min TemD% 0.3720 21.029 OK X-X.+1.20D+1.60S+0.50W+1.60H 7.388 +Z Bottom 0.3456 Min TemD% 0,3720 21.029 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the'Settings"menu item Project Descr: - and then using the"Printing& Title Block"selection. _ Printed:2;DEC 2016, 43?M General FootingFile=c:1D0CUME-11Clinton\MYD0CU-11ENERCA-117958.ec6 ENERCALC,INC-10-2615,Build:6.115.12.9,Ver:6.0.25 E.Ef' ! ASSOCIATES Description: E1 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in"2 inA2 in"2 k-ft X-X,+1.20D+1.60S+0.50W+1.60H 7.388 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 7.088 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 7.088 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 7.650 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1.20D+0.50L+0,50S+W+1.60H 7.650 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 5.875 +Z Bottom 0.3456 Min TemD% 0,3720 21.029 OK X-X.+1.20D+0.50L+0.20S+E+1,60H 5.875 -Z Bottom 0.3456 Min TemD% 0.3720 21.029 OK X-X,+0.90D+W+0,90H 4.30 +Z Bottom 0.3456 Min Temp% 0.3720 21,029 OK X-X,+0.90D+W+0.90H 4.30 -Z Bottom 0.3456 Min TemD% 0.3720 21.029 OK X-X,+0.90D+E+0.90H 3.050 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+0.90D+E+0.90H 3.050 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.40D+1.60H 4.363 -X Bottom 0.3456 Min TemD% 0.3720 21.029 OK Z-Z,+1.40D+1.60H 4.737 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 8.639 -X Bottom 0,3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 9.386 +X Bottom 0.3456 Min TemD% 0.3720 21.029 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 9.202 -X Bottom 0.3456 Min TemD% 0.3720 21.029 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 9.948 +X Bottom 0.3456 Min TemD% 0.3720 21,029 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 6.173 -X Bottom 0.3456 Min TemD% 0.3720 21.029 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 6.627 +X Bottom 0.3456 Min Temp% 0.3720 21,029 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 5.094 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 6.081 +X Bottom 0.3456 Min Temp% 0.3720 21,029 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 7.973 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 8.427 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 6.894 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1,20D+1.60S+0.50W+1.60H 7.881 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 6.194 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+0.50Lr+0,50L+W+1.60H 7.981 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z.+1.20D+0,50L+0.50S+W+1.60H 6.757 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 8.543 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1,20D+0.50L+0.20S+E+1.60H 5.648 -X Bottom 0,3456 Min Temp% 0.3720 21.029 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 6.102 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+0,90D+W+0.90H 3.514 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z.+0.90D+W+0,90H 5.086 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+0.90D+E+0.90H 2.930 -X Bottom 0.3456 Min Temp% 0.3720 21,029 OK Z-Z.+0.90D+E+0,90H 3.170 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 13.222 psi 13.222 psi 13.222 Dsi 13.222 psi 13.222 Dsi 75 psl 0.1763 OK +1.20D+0.50Lr+1.60L+1.60H 26.19 Dsi 26.19 Dsi 26.19 Dsi 26.19 psi 26.19 psi 75 Dsi 0.3492 OK +1.20D+1.60L+0.50S+1.60H 27.825 psi 27.825 psi 27.825 psi 27.825 Dsi 27.825 psi 75 psi 0.371 OK +1.20D+1.60Lr+0,50L+1.60H 18.598 Dsi 18,598 Dsi 18.598 Dsi 18,598 psi 18.598 Dsi 75 psi 0,248 OK +1.20D+1.60Lr+0.50W+1.60H 16.237 psi 16.237 Dsi 16.237 Dsi 16.237 Dsi 16.237 Dsi 75 psi 0.2165 OK +1.20D+0.50L+1.60S+1.60H 23,829 Dsi 23,829 Dsi 23.829 Dsi 23.829 Dsi 23.829 psi 75 Dsi 0.3177 OK +1.20D+1,60S+0.50W+1.60H 21.468 Dsi 21,468 Dsi 21.468 Dsi 21.468 Dsi 21.468 Dsi 75 psi 0.2862 OK +1.20D+0.50Lr+0.50L+W+1,60H 2O.596 Dsi 20.596 psi 20.596 Dsi 20,596 Dsi 20.596 psi 75 Dsi 0.2746 OK +1.20D+0.50L+0.50S+W+1.60H 22.231 Dsi 22.231 psi 22.231 Dsi 22.231 psi 22.231 psi 75 psi 0.2964 OK +1,20D+0.50L+0.20S+E+1.60H 17.073 psi 17.073 psi 17.073 psi 17.073 Dsi 17.073 psi 75 Dsi 0.2276 OK +0.90D+W+0.90H 12.496 Dsi 12.496 psi 12.496 Dsi 12.496 psi 12.496 psi 75 psi 0.1666 OK +0.90D+E+0.90H 8,863 psi 8.863 psi 8.863 Dsi 8.863 psi 8.863 Dsi 75 Dsi 0.1182 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1,40D+1.60H 50,915 Dsi 150Dsi 0.3394 OK +1.20D+0.50Lr+1.60L+1.60H 100.85 psi 150psi 0.6723 OK +1.20D+1.60L+0.50S+1.60H 107.144 psi 150osi 0.7143 OK +1.20D+1.60Lr+0.50L+1.60H 71.616 psi 150osi 0.4774 OK +1.20D+1.60Lr+0.50W+1.60H 62.524 psi 150Dsi 0.4168 OK +1.20D+0.50L+1.60S+1.60H 91.758 psi 150Dsi 0.6117 OK +1.20D+1.60S+0.50W+1.60H 82.666 psi 150osi 0.5511 OK +1.20D+0.50Lr+0.50L+W+1.60H 79.309 Dsi 150osi 0.5287 OK +1.20D+0.50L+0.50S+W+1.60H 85.604 psi 150osi 0.5707 OK +1.20D+0,50L+0.20S+E+1.60H 65.741 Dsi 150osi 0.4383 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Protect Descr: and then using the"Printing& Title Block"selection. ?rmteo:27 DEC)016, 1 43PM General Footin File=c'tDOCUME-1lClintonWYDOCU-11ENERCA-117958.ec6 _ g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 DESIGN ASSOCIATES Description: Et Punching Shear All units k Load Combination... Vo Phi'Vn Vu I Phi`Vn Status +0.90D+W+0.90H 48.117 nsi 150nsi 0,3208 OK +0.90D+E+0.90H 34.13 osi 150osi 0.2275 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Pimte,2-,,DEC M-16 i 43PF.1 General Footing File=c:1DOCUME-11Clinton\MYDOCU-11ENERCA-117956.ec6 ENERCALC,INC 1983-2015,Build:6.15.12.9,Ver:6 0.25 0.r3: DESIGN ASSOCIATES Description: G1 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 7.0 ft Length parallel to Z-Z Axis 7.0 ft z Footing Thicknes = 26.0 in I I i i Pedestal dimensions... px:parallel to X-X Axis = in -71 pz:parallel to Z-Z Axis = ;n Height = in a Rebar Centerline to Edge of Concrete... I I 0D at Bottom of footing = 30 in W Reinforcing T Bars parallel to X-X Axis Number of Bars = 9.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 9.0 -6 - Reinforcing Bar Sizf = # o goon � .eer,. "^:`'_•�' Bandwidth Distribution Check (ACI 15.4.4,2) . Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E N P:Column Load 24.0 4.0 24.0 14.0 19.0 34.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x - 1.0 1 0 1 0 1.0 5.0 8.0 k V-z = 6.0 57.0 k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection General FootingFile=c:MOCUME-11ClintonlMYDOCU-11ENERCA-1V956.ec6 ENERCALC.INC.1983-2015,Build.6.15.12.9,Ver.6.0.25 i 0fASSOCIATES Description: G1 DESIGN SUMMARY E- . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9550 Soil Bearing 2.865 ksf 3.0 ksf +D+0.750L+0.750S+0.5250E+H about X- PASS 1.921 Overturning-X-X 86.450 k-ft 166.028 k-ft +0.60D+0.70E+0.60H PASS 12,359 Overturning-Z-Z 13.433 k-ft 166.028 k-ft +0.60D+0.70E+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1975 Z Flexure(+X) 11.232 k-ft 56.857 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1541 Z Flexure(-X) 8.764 k-ft 56.857 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.3263 X Flexure(+Z) 18.551 k-ft 56.857 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1631 X Flexure(-Z) 9.275 k-ft 56.857 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1250 1-way Shear(+X) 9.372 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1250 1-way Shear(-X) 9.372 psi 75.0 psi +1.20D+0,50L+0.20S+E+1.60H PASS 0.2562 1-way Shear(+Z) 19.214 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1195 1-way Shear(-Z) 8.961 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.2272 2-way Punching 34.074 psi 150.0 psi +1.20D+0.50L+0.20S+E+1.60H Detailed Results Soil Beadng. Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 3.0 n/a 0.0 0.8040 0.8040 n/a n/a 0.268 X-X,+D+L+H 3.0 n/a 0.0 1.294 1.294 n/a n/a 0.431 X-X,+D+Lr+H 3.0 n/a 0.0 0.8856 0.8856 n/a n/a 0.295 X-X,+D+S+H 3.0 n/a 0.0 1.090 1.090 n/a n/a 0 363 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.233 1.233 n/a n/a 0.411 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.386 1.386 n/a n/a 0.462 X-X,+D+0.60W+H 3.0 n/a 1.843 0.9024 1.171 n/a n/a 0.390 X-X.+D+0.70E+H 3.0 n/a 16.416 0.0 2.797 n/a n/a 0.932 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 1.018 1.306 1.508 n/a n/a 0.503 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0,9183 1.459 1.661 n/a n/a 0.554 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 9.074 0.6346 2.865 n/a n/a 0.955 X-X,+0.60D+0.60W+0.60H 3.0 n/a 2,672 0.5809 0.8492 n/a n/a 0.283 X-X,+0.60D+0.70E+0.60H 3.0 n/a 21.869 0.0 2.662 n/a n/a 0.887 Z-Z.+D+H 3.0 0.660 n/a n/a n/a 0.7667 0.8412 0.280 Z-Z,+D+L+H 3.0 0.8203 n/a n/a n/a 1.219 1.368 0.456 Z-Z,+D+Lr+H 3.0 1.198 n/a n/a n/a 0.8111 0.9601 0.320 Z-Z,+D+S+H 3.0 0.9739 n/a n/a n/a 1.015 1.164 0.388 Z-Z.+D+0.750Lr+0.750L+H 3.0 1.076 n/a n/a n/a 1.139 1.326 0.442 Z-Z,+D+0.750L+0.750S+H 3.0 0.9574 n/a n/a n/a 1.292 1.479 0.493 Z-Z,+D+0.60W+H 3.0 2.047 n/a n/a n/a 0.8875 1.186 0,395 Z-Z,+D+0.70E+H 3.0 2.715 n/a n/a n/a 1.044 1.536 0.512 Z-Z.+D+0.750Lr+0.750L+0.450W+H 3.0 1.791 n/a n/a n/a 1.230 1.584 0.528 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 1.616 n/a n/a n/a 1.383 1.737 0.579 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 2.032 n/a n/a n/a 1.50 2.0 0.667 Z-Z,+0.60D+0.60W+0.60H 3.0 2.672 n/a n/a n/a 0.5809 0.8492 0.283 Z-Z,+0.60D+0.70E+0.60H 3.0 3.398 n/a n/a n/a 0.7370 1.199 0.400 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X.+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H 7.80 k-ft 177.780 k-ft 22.792 OK X-X,+D+0.70E+H 86.450 k-ft 221.180 k-ft 2.558 OK X-X.+D+0.750Lr+0.750L+0.450W+H 5.850 k-ft 241.305 k-ft 41.249 OK X-X,+D+0.750L+0.750S+0.450W+H 5.850 k-ft 267.555 k-ft 45.736 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Noto 27 DEC 2016 143K1 General Footing File=c:IDOCUME-11ClinlonlMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015.Build:6.15.12.9,Ver.6.0.25 KW-00008130ASSOCIATES Description: G1 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H 64.838 k-ft 300.105 k-ft 4.629 OK X-X.+0.60D+0.60W+0.60H 7.80 k-ft 122.628 k-ft 15.722 OK X-X,+0.60D+0.70E+0.60H 86.450 k-ft 166.028 k-ft 1.921 OK Z-Z,+D+H 2.167 k-ft 137.880 k-ft 63.637 OK Z-Z.+D+L+H 4.333 k-ft 221,880 k-ft 51.203 OK Z-Z,+D+Lr+H 4.333 k-ft 151.880 k-ft 35.049 OK Z-Z,+D+S+H 4.333 k-ft 186,880 k-ft 43.126 OK Z-Z,+D+0.750Lr+0,750L+H 5.417 k-ft 211.380 k-ft 39.024 OK Z-Z,+D+0.750L+0.750S+H 5.417 k-ft 237.630 k-ft 43.870 OK Z-Z,+D+0.60W+H 8.667 k-ft 177.780 k-ft 20.513 OK Z-Z,+D+0.70E+H 14.30 k-ft 221.180 k-ft 15.467 OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 10.292 k-ft 241.305 k-ft 23.447 OK Z-Z,+D+0.750L+0.750S+0.450W+H 10.292 k-ft 267.555 k-ft 25.997 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 14.517 k-ft 300.105 k-ft 20.673 OK Z-Z,+0.60D+0.60W+0.60H 7.80 k-ft 122.628 k-ft 15.722 OK Z-Z,+0.60D+0.70E+0.60H 13.433 k-ft 166.028 k-ft 12.359 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? in12 inA2 in^2 k-ft X-X,+1.40D+1.60H 4.20 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.40D+1.60H 4.20 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 8.650 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 8.650 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.275 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+1.60L+0.50S+1.60H 9.275 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 5.90 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 5.90 -Z Bottom 0.5616 Min Temp% 0.5657 56,857 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 6.052 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 5.123 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+1.60S+1.60H 7.90 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+1.60S+1.60H 7.90 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+1.60S+0.50W+1.60H 8.052 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60S+0.50W+1.60H 7.123 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 8.653 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 6.797 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 9.278 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 7.422 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 18.551 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 0.9130 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+W+0.90H 6.003 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+W+0,90H 4,147 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 .OK X-X,+0.90D+E+0.90H 16.481 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+E+0.90H 1.158 -Z Too 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.40D+1.60H 3.983 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.40D+1.60H 4.417 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 8.139 -X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 9.161 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 8.764 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 9.786 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 5.389 -X Bottom 0.5616 Min Temp% 0,5657 56.857 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 6.411 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1,60Lr+0.50W+1.60H 4.767 -X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 6.408 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 7.389 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 8.411 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 6.767 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 8.408 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 6.611 -X Bottom 0.5616 Min Temp% 0,5657 56.857 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 8,839 +X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Z-Z.+1.20D+0,50L+0.50S+W+1.60H 7.236 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 9,464 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 8.168 -X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. Printed 27 DEC 2C1G i:43PNI General FootingFile=c:IDOCUME-11ClintonlMYDOCU-11ENERCA�-117958.ec6 _ ENERCALG INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 Lic. KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: G1 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in12 inA2 inA2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 11.232 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+0.90D+W+0.90H 4.162 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+0.90D+W+0,90H 5.988 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+0.90D+E+0.90H 5.573 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+0.90D+E+0.90H 8.327 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 4.058 psi 4.058 psi 4.058 psi 4.058 psi 4.058 psi 75 psi 0.05411 OK +1.20D+0.50Lr+1.60L+1.60H 8.357 psi 8.357 psi 8.357 psi 8.357 psi 8.357 osi 75 Dsi 0,1114 OK +1.20D+1.60L+0.50S+1.60H 8.961 psi 8.961 psi 8.961 psi 8.961 psi 8.961 psi 75 psi 0.1195 OK +1.20D+1.60Lr+0.50L+1.60H 5.7 psi 5.7 Dsi 5.7 psi 5.7 psi 5.7 psi 75 psi 0.07601 OK +1.20D+1.60Lr+0.50W+1.60H 5.399 psi 5.399 Dsi 4.883 Dsi 5.914 Dsi 5.914 psi 75 psi 0.07886 OK +1.20D+0.50L+1.60S+1.60H 7.633 Dsi 7,633 Dsi 7.633 psi 7.633 Dsi 7.633 Dsi 75 Dsi 0.1018 OK +1.20D+1,60S+0.50W+1.60H 7.331 Dsi 7.331 psi 6.815 Dsi 7.847 Dsi 7.847 Dsi 75 psi 0.1046 OK +1.20D+0.50Lr+0.50L+W+1.60H 7.464 Dsi 7.464 Dsi 6,432 Dsi 8.496 Dsi 8.496 Dsi 75 Dsi 0.1133 OK +1.20D+0.50L+0.50S+W+1,60H 8.068 Dsi 8,068 psi 7.036 Dsi 9.099 Dsi 9.099 Dsi 75 psi 0.1213 OK +1.20D+0.50L+0.20S+E+1.60H 9.372 psi 9.372 Dsi 0.3941 Dsi 19.214 psi 19.214 psi 75 Dsi 0.2562 OK +0.90D+W+0.90H 4,903 Dsi 4.903 psi 3.872 psi 5,935 Dsi 5.935 Dsi 75 psi 0.07914 OK +0.90D+E+0.90H 6.715 Dsi 6.715 Dsi 1.673 Dsi 17.467 Dsi 17.467 Dsi 75 Dsi 0.2329 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 14.75 psi 150psi 0.09833 OK +1.20D+0.50Lr+1,60L+1.60H 30.378 osi 150osi 0.2025 OK +1.20D+1.60L+0,50S+1.60H 32.573 osi 150usi 0.2172 OK +1.20D+1.60Lr+0.50L+1.60H 2O.72 osi 150Dsi 0.1381 OK +1.20D+1.60Lr+0.50W+1.60H 19.623 psi 150osi 0.1308 OK +1.20D+0.50L+1.60S+1.60H 27.744 Dsi 150psi 0.185 OK +1.20D+1.60S+0.50W+1.60H 26.646 Dsi 150osi 0.1776 OK +1.20D+0.50Lr+0.50L+W+1.60H 27.129 Dsi 150osi 0.1809 OK +1.20D+0.50L+0.50S+W+1.60H 29.324 Dsi 150osi 0.1955 OK +1.20D+0.50L+0.20S+E+1.60H 34.074 Dsi 150Dsi 0.2272 OK +0.90D+W+0.90H 17.823 Dsi 150psi 0.1188 OK +0.90D+E+0.90H 24.701 osi 150psi 0.1647 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID; using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. General Footing File=c:ID000ME-11Clinton\MYDOCU-11ENERCA-11795&ec6 ENERCALC,INC 1963-2015,Build:6.15.12.9,Ver:6.0.25 KW-06008130 Licensee: Description: A Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear ; No Dimensions Width parallel to X-X Axis = 7.0 ft Length parallel to Z-Z Axis = 7.0 ft Footing Thicknes = 26.0 in Pedestal dimensions... px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in o Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in _ AF Reinforcing ? '--- Bars parallel to X-X Axis Number of Bars = 9.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 9.0 Reinforcing Bar SizE _ # 6 " Bandwidth Distribution Check (ACI 15.4.4.2) - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 25.0 5.0 24.0 15.0 21.0 34.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 1.0 1.0 50 8.0 k V-z = 6.0 57.0 k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. ?rnlec:2.7 0Ei,2016, 1,43PM General FootingFile= 1D000ME-11CGntonWYDOCU-11ENERCA-117958ec6 ENERCALC,INC.196&2015,Build:6.15.12.9,Ver.6.0.25 i:i0: DESIGN ASSOCIATES Description: A DESIGN SUMMARY Ie- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9670 Soil Bearing 2.901 ksf 3.0 ksf +D+0.750L+0.750S+0.5250E+H about X- PASS 1.945 Overturning-X-X 86.450 k-ft 168.128 k-ft +0.60D+0.70E+0.60H PASS 12.516 Overturning-Z-Z 13.433 k-ft 168.128 k-ft +0.60D+0.70E+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2001 Z Flexure(+X) 11.376 k-ft 56.857 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1592 Z Flexure(-X) 9.054 k-ft 56.857 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.3292 X Flexure(+Z) 18.717 k-ft 56.857 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1669 X Flexure(-Z) 9.488 k-ft 56.857 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0,1272 1-way Shear(+X) 9.541 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1272 1-way Shear(-X) 9.541 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.2583 1-way Shear(+Z) 19.372 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1222 1-way Shear(-Z) 9,167 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.2312 2-way Punching 34.684 psi 150.0 psi +1.20D+0.50L+0.20S+E+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.8244 0.8244 n/a n/a 0.275 X-X,+D+L+H 3.0 n/a 0.0 1.314 1.314 n/a n/a 0.438 X-X.+D+Lr+H 3.0 n/a 0.0 0.9264 0.9264 n/a n/a 0.309 X-X,+D+S+H 3.0 n/a 0.0 1.130 1.130 n/a n/a 0.377 X-X.+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1,268 1.268 n/a n/a 0,423 X-X,+D+0.750L+0,750S+H 3.0 n/a 0.0 1.421 1.421 n/a n/a 0.474 X-X.+D+0.60W+H 3.0 n/a 1.766 0.9473 1.216 n/a n/a 0,405 X-X,+D+0.70E+H 3.0 n/a 16.160 0.0 2.814 n/a n/a 0,938 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.9805 1.360 1.562 n/a n/a 0.521 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.8876 1.514 1.715 n/a n/a 0,572 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 8.893 0.6703 2.901 n/a n/a 0,967 X-X.+0.60D+0,60W+0.60H 3.0 n/a 2.541 0.6176 0.8859 n/a n/a 0.295 X-X.+0.60D+0.70E+0.60H 3.0 n/a 21.596 0.0 2,660 n/a n/a 0,887 Z-Z.+D+H 3.0 0.6437 n/a n/a n/a 0.7871 0.8616 0,287 Z-Z,+D+L+H 3.0 0.8075 n/a n/a n/a 1.240 1.389 0.463 Z-Z,+D+Lr+H 3.0 0.5728 n/a n/a n/a 0.8891 0.9637 0.321 Z-Z,+D+S+H 3.0 0.4694 n/a n/a n/a 1.093 1.168 0,389 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.7322 n/a n/a n/a 1.203 1.333 0.444 Z-Z,+D+0.750L+0.750S+H 3.0 0.6533 n/a n/a n/a 1.356 1.487 0.496 Z-Z.+D+0.60W+H 3.0 1.962 n/a n/a n/a 0.9324 1.231 0.410 Z-Z,+D+0.70E+H 3.0 2.673 n/a n/a n/a 1.064 1.556 0.519 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 1.453 n/a n/a n/a 1.312 1.610 0,537 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 1.315 n/a n/a n/a 1.465 1.763 0.588 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 1.768 n/a n/a n/a 1.564 2.007 0.669 Z-Z,+0.60D+0.60W+0.60H 3.0 2.541 n/a n/a n/a 0.6176 0.8859 0.295 Z-Z.+0.60D+0.70E+0.60H 3.0 3.356 n/a n/a n/a 0.7493 1.211 0.404 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinitv OK X-X.+D+0.750Lr+0.750L+H None 0.0 k-ft Infinitv OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinitv OK X-X,+D+0.60W+H 7.80 k-ft 185.480 k-ft 23.779 OK X-X,+D+0.70E+H 86.450 k-ft 224.680 k-ft 2.599 OK X-X,+D+0.750Lr+0.750L+0.450W+H 5.850 k-ft 250.580 k-ft 42.834 OK X-X,+D+0.750L+0.750S+0.450W+H 5,850 k-ft 276.830 k-ft 47.321 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr, and then using the"Printing& Title Block'selection. _ ?rr4ac:27 DEC 2016 1 43?IA General Footing File=c:ID000ME-11ClintonlMYDOCU-AENERCA-117958.ec6 111111 ENERCALC.INC_1983-2015,Build:6.15 12.9.Ver:6.0.25 KW-06008130 - ASSOCIATES Description: 11 Overtuming Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H 64.838 k-ft 306.230 k-ft 4.723 OK X-X.+0.60D+0.60W+0.60H 7.80 k-ft 128.928 k-ft 16.529 OK X-X,+0.60D+0.70E+0.60H 86.450 k-ft 168.128 k-ft 1.945 OK Z-Z,+D+H 2.167 k-ft 141.380 k-ft 65,252 OK Z-Z,+D+L+H 4.333 k-ft 225.380 k-ft 52.011 OK Z-Z,+D+Lr+H 2.167 k-ft 158.880 k-ft 73.329 OK Z-Z,+D+S+H 2.167 k-ft 193.880 k-ft 89.483 OK Z-Z,+D+0.750Lr+0.750L+H 3.792 k-ft 217.505 k-ft 57.364 OK Z-Z,+D+0.750L+0.750S+H 3.792 k-ft 243.755 k-ft 64.287 OK Z-Z.+D+0.60W+H 8.667 k-ft 185.480 k-ft 21.401 OK Z-Z,+D+0.70E+H 14.30 k-ft 224.680 k-ft 15.712 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 8.667 k-ft 250.580 k-ft 28.913 OK Z-Z,+D+0.750L+0.750S+0.450W+H 8.667 k-ft 276.830 k-ft 31.942 OK Z-Z,+D+0,750L+0.750S+0.5250E+H 12.892 k-ft 306.230 k-ft 23.754 OK Z-Z,+0.60D+0.60W+0.60H 7.80 k-ft 128.928 k-ft 16.529 OK Z-Z,+0.60D+0.70E+0.60H 13.433 k-ft 168.128 k-ft 12.516 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? inA2 in^2 inA2 k-ft X-X,+1.40D+1.60H 4.375 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.40D+1.60H 4.375 -Z Bottom 0,5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 8.863 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 8.863 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.488 +Z Bottom 0.5616 Min TemD% 0.5657 56.857 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.488 -Z Bottom 0.5616 Min TemD% 0.5657 56.857 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 6.250 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60Lr+0,50L+1,60H 6.250 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 6.527 +Z Bottom 0.5616 Min Temp% 0.5657 56,857 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 5.598 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+1.60S+1.60H 8.250 +Z Bottom 0,5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50L+1.60S+1.60H 8.250 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60S+0.50W+1.60H 8.527 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+1.60S+0.50W+1.60H 7,598 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 9.116 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 7.259 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 9.741 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 -OK X-X,+1.20D+0,50L+0.50S+W+1.60H 7.884 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 18.717 +Z Bottom 0.5616 Min Temp% 0,5657 56.857 OK X-X,+1,20D+0.50L+0,20S+E+1.60H 1.077 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+W+0.90H 6.366 +Z Bottom 0,5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+W+0.90H 4.509 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+E+0.90H 16.546 +Z Bottom 0.5616 Min TemD% 0.5657 56.857 OK X-X,+0.90D+E+0.90H 1.093 -Z Top 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.40D+1.60H 4.158 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.40D+1.60H 4.592 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 8.429 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+0.50Lr+1,60L+1.60H 9.296 +X Bottom 0.5616 Min TemD% 0.5657 56.857 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 9.054 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 9.921 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1,20D+1.60Lr+0.50L+1.60H 5.987 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 6.513 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 5.490 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 6.635 +X Bottom 0,5616 Min Temp% 0.5657 56,857 OK Z-Z,+1.20D+0.50L+1.60S+1,60H 7.987 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1,20D+0.50L+1.60S+1.60H 8.513 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 7.490 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60S+0.50W+1,60H 8.635 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 7.151 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 9.224 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0,50L+0.50S+W+1.60H 7.776 -X Bottom 0.5616 Min Temp% 0,5657 56.857 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 9.849 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 8.374 -X Bottom 0.5616 Min Temp% 0,5657 56.857 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr:nled.27 DEC,2016 1°43P1.1 General FootingFile=c:1DOCUME-11ClintonWYDOCU-11ENERCA-1�7958ec6 ENERCAV,INC.19832015,Build:6.15.12.9,Ver.6.0.25 Lic.#:KW-06008130 Licenses:STRUCTURAL DESIGN ASSOCIATES Description: it Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z,+1.20D+0,50L+0,20S+E+1.60H 11.376 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+0.90D+W+0.90H 4,525 -X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Z-Z,+0.90D+W+0.90H 6.350 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+0.90D+E+0.90H 5.686 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+0.90D+E+0.90H 8.440 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 4.227 Dsi 4.227 Dsi 4.227 Dsi 4.227 Dsi 4.227 Dsi 75 Dsi 0.05636 OK +1,20D+0.50Lr+1.60L+1,60H 8.563 Dsi 8.563 Dsi 8.563 Dsi 8.563 Dsi 8.563 Dsi 75 Dsi 0.1142 OK +1.20D+1.60L+0.50S+1.60H 9.167 Dsi 9.167 Dsi 9.167 Dsi 9.167 Dsi 9.167 Dsi 75 Dsi 0.1222 OK +1.20D+1.60Lr+0.50L+1.60H 6.039 Dsi 6.039 Dsi 6.039 Dsi 6.039 Dsi 6.039 osi 75 Dsi 0.08052 OK +1.20D+1.60Lr+0.50W+1.60H 5.857 Dsi 5.857 osi 5.342 Dsi 6.373 osi 6.373 osi 75 osi 0.08498 OK +1.20D+0.50L+1.60S+1.60H 7.971 Dsi 7.971 osi 7.971 osi 7.971 Dsi 7.971 Dsi 75 Dsi 0.1063 OK +1.20D+1,60S+0.50W+1.60H 7.79 osi 7,79 osi 7.274 Dsi 8.306 osi 8.306 osi 75 Dsi 0.1107 OK +1.20D+0.50Lr+0.50L+W+1.60H 7.911 osi 7.911 Dsi 6,879 osi 8.942 osi 8.942 psi 75 Dsi 0.1192 OK +1.20D+0.50L+0.50S+W+1.60H 8.514 Dsi 8.514 osi 7.483 Dsi 9.546 osi 9.546 osi 75 Dsi 0.1273 OK +1.20D+0.50L+0.20S+E+1.60H 9.541 Dsi 9,541 osi 0.2382 osi 19.372 Dsi 19.372 osi 75 Dsi 0.2583 OK +0.90D+W+0,90H 5.254 osi 5.254 osi 4,222 Dsi 6.285 osi 6.285 osi 75 Dsi 0.08381 OK +0.90D+E+0.90H 6.824 Dsi 6.824 Dsi 1,673 Dsi 17.509 osi 17.509 osi 75 Dsi 0.2335 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 15.364 osi 150osi 0.1024 OK +1.20D+0.50Lr+1.60L+1.60H 31,124 Dsi 150osi 0,2075 OK +1.20D+1,60L+0.50S+1.60H 33.319 Dsi 150Dsi 0.2221 OK +1.20D+1,60Lr+0.50L+1.60H 21.949 psi 150osi 0.1463 OK +1.20D+1.60Lr+0.50W+1.60H 21.291 osi 150osi 0.1419 OK +1.20D+0.50L+1.60S+1.60H 28.973 osi 150Dsi 0.1932 OK +1,20D+1.60S+0.50W+1.60H 28.314 psi 150osi 0.1888 OK +1,20D+0.50Lr+0.50L+W+1,60H 28.753 Dsi 150Dsi 0.1917 OK +1.20D+0.50L+0.50S+W+1.60H 30.948 osi 150osi 0.2063 OK +1.20D+0.50L+0,20S+E+1.60H 34.684 Dsi 150Dsi 0.2312 OK +0.90D+W+0.90H 19.096 psi 150osi 0.1273 OK +0.90D+E+0.90H 25.071 osi 150osi 0.1671 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID; using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pnntee:21 OEC2016, 1*43M General Footing File=c:IDOCUME-11ClintonWYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES , Description: L1 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 ;1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft Z Footing Thicknes = 12.0 in Pedestal dimensions... X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in m Rebar Centerline to Edge of Concrete... W at Bottom of footing = 3.0 in o n Reinforcing 3 W Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 r Reinforcing BarSizE _ # 5 3-k5Bars 1,,,..;- E," (� 3-#5Bars j'• . Bandwidth Distribution Check (ACI 15.4.41) - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 7.0 5.0 1.0 17.0 11.0 1.0 k OB:Overburden = _ ksf_ M-xx = k-ft M-zz = k-ft V-x = 2.0 1.0 1.0 3.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. PrnLed:27 DEC 2016, r43Ph; General FootingFile=c:MOCUME-11ClintonlMYDOCU-PENERCA-1i7958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 Licensee: Description: L1 DESIGN SUMMARY mnnwmz • � Min.Ratio Kom Applied Capacity Governing Load Combination PASS 0.9290 Soil Bearing 2.787 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-1- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 6.922 Overturning-Z-Z 3.0 k-ft 20.765 k-ft +0.60D+0.60W+0.60H PASS 1.582 Sliding-X-X 3.0 k 4.746 k +0.60D+0.60W+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5702 Z Flexure(+X) 5.923 k-ft 10.388 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.4190 Z Flexure(-X) 4.352 k-ft 10.388 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.4946 X Flexure(+Z) 5.138 k-ft 10.388 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0,4946 X Flexure(-Z) 5.138 k-ft 10.388 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.4108 1-way Shear(+X) 30.807 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.4108 1-way Shear(-X) 30.807 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.4108 1-way Shear(+Z) 30.807 psi 75.0 psi +1.20D+1,60S+0.50W+1.60H PASS 0,4108 1-way Shear(-Z) 30.807 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.8119 2-way Punching 121.778 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.7164 0.7164 n/a n/a 0.239 X-X,+D+L+H 3.0 n/a 0.0 0.7981 0.7981 n/a n/a 0,266 X-X,+D+Lr+H 3.0 n/a 0.0 1.125 1.125 n/a n/a 0.375 X-X.+D+S+H 3.0 n/a 0.0 2.104 2.104 n/a n/a 0.701 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.084 1.084 n/a n/a 0.361 X-X.+D+0.750L+0.750S+H 3.0 n/a 0.0 1.818 1.818 n/a n/a 0.606 X-X,+D+0.60W+H 3.0 n/a 0.0 1.255 1.255 n/a n/a 0.418 X-X,+D+0.70E+H 3.0 n/a 0.0 0.7736 0.7736 n/a n/a 0.258 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.488 1.488 n/a n/a 0.496 X-X.+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 2.223 2.223 n/a n/a 0.741 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.861 1.861 n/a n/a 0.620 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.9686 0.9686 n/a n/a 0.323 X-X,+0.60D+0.70E+0.60H 3,0 n/a 0.0 0.4870 0.4870 n/a n/a 0,162 Z-Z.+D+H 3.0 2.735 n/a n/a n/a 0.4412 0.9916 0.331 Z-Z,+D+L+H 3.0 2.455 n/a n/a n/a 0.5228 1.073 0.358 Z-Z,+D+Lr+H 3.0 2.613 n/a n/a n/a 0.7118 1.537 0.512 Z-Z,+D+S+H 3.0 1.397 n/a n/a n/a 1.691 2.517 0.839 Z-Z,+D+0.750Lr+0.750L+H 3.0 2.486 n/a n/a n/a 0.7054 1.462 0,487 Z-Z,+D+0.750L+0.750S+H 3.0 1.481 n/a n/a n/a 1.440 2.197 0.732 Z-Z,+D+0.60W+H 3.0 2.966 n/a n/a n/a 0.7323 1.778 0.593 Z-Z,+D+0.70E+H 3.0 2.533 n/a n/a n/a 0.4984 1.049 0.350 Z-Z.+D+0.750Lr+0.750L+0.450W+H 3.0 2.699 n/a n/a n/a 0.9237 2.052 0.684 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 1.807 n/a n/a n/a 1.658 2.787 0.929 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 1.447 n/a n/a n/a 1.483 2.240 0.747 Z-Z,+0.60D+0,60W+0.60H 3.0 3.034 n/a n/a n/a 0.5558 1.381 0.460 Z-Z,+0.60D+0.70E+0.60H 3.0 2.414 n/a n/a n/a 0.3219 0.6521 0.217 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X.+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Punted:27 DEC 2016 1 43PNI General FootingFile=0D000ME-11Gio WYDOCU-11ENERCA-M 56.ea6 ENERCALC,INC.19a2015,Build:6.15.12.9,Ver.6.0.25 Lic i:ii: DESIGN ASSOCIATES Description: L1 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0,60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2.0 k-ft 15.358 k-ft 7.679 OK Z-Z,+D+L+H 2.0 k-ft 17,108 k-ft 8.554 OK Z-Z,+D+Lr+H 3.0 k-ft 24.108 k-ft 8.036 OK Z-Z.+D+S+H 3.0 k-ft 45.108 k-ft 15.036 OK Z-Z,+D+0.750Lr+0.750L+H 2.750 k-ft 23.233 k-ft 8.449 OK Z-Z.+D+0.750L+0.750S+H 2.750 k-ft 38.983 k-ft 14.176 OK Z-Z,+D+0.60W+H 3.80 k-ft 26.908 k-ft 7.081 OK Z-Z,+D+0.70E+H 2.0 k-ft 16.583 k-ft 8.292 OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 4.10 k-ft 31.896 k-ft 7.780 OK Z-Z,+D+0.750L+0.750S+0.450W+H 4,10 k-ft 47.646 k-ft 11,621 OK Z-Z.+D+0.750L+0.750S+0.5250E+H 2.750 k-ft 39.902 k-ft 14.510 OK Z-Z,+0.60D+0.60W+0.60H 3.0 k-ft 20.765 k-ft 6.922 OK Z-Z,+0.60D+0.70E+0.60H 1.20 k-ft 10.440 k-ft 8.70 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X,+D+H 2.0 k 3.511 k 1.755 OK X-X,+D+L+H 2.0 k 3.911 k 1.955 OK X-X.+D+Lr+H 3.0 k 5.511 k 1.837 OK X-X,+D+S+H 3.0 k 10,311 k 3.437 OK X-X,+D+0.750Lr+0.750L+H 2.750 k 5.311 k 1.931 OK X-X,+D+0.750L+0.750S+H 2.750 k 8.911 k 3.240 OK X-X,+D+0.60W+H 3,80 k 6.151 k 1.619 OK X-X,+D+0.70E+H 2.0 k 3.791 k 1.895 OK X-X.+D+0.750Lr+0.750L+0.450W+H 4.10 k 7.291 k 1.778 OK X-X,+D+0,750L+0.750S+0.450W+H 4.10 k 10.891 k 2.656 OK X-X,+D+0.750L+0.750S+0.5250E+H 2.750 k 9.121 k 3.317 OK X-X,+0.60D+0.60W+0.60H 3.0 k 4.746 k 1,582 OK X-X,+0.60D+0.70E+0.60H 1.20 k 2.386 k 1.989 OK Z-Z,+D+H 0.0 k 3.511 k No Slidina OK Z-Z,+D+L+H 0.0 k 3.911 k No Slidina OK Z-Z,+D+Lr+H 0.0 k 5.511 k No Slidina OK Z-Z,+D+S+H 0.0 k 10.311 k No Slidina OK Z-Z.+D+0.750Lr+0.750L+H 0.0 k 5.311 k No Slidina OK Z-Z,+D+0.750L+0.750S+H 0.0 k 8.911 k No Slidina OK Z-Z.+D+0.750L+0.750S+0.450W+H 0.0 k 10.891 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.5250E+H 0.0 k 9.121 k No Slidina OK Z-Z,+0,60D+0.60W+0.60H 0.0 k 4.746 k No Slidina OK Z-Z,+0.60D+0.70E+0.60H 0.0 k 2.386 k No Slidina OK Z-Z,+D+0.60W+H 0.0 k 6.151 k No Slidina OK Z-Z.+D+0.70E+H 0.0 k 3.791 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 0.0 k 7.291 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 1.225 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.40D+1.60H 1.225 -Z Bottom 0.2592 Min Temo% 0.2657 10.388 OK X-X,+1,20D+0.50Lr+1.60L+1.60H 1,563 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 1.563 -Z Bottom 0,2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.313 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.313 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1,20D+1.60Lr+0.50L+1.60H 2.113 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 2.113 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1,60Lr+0.50W+1.60H 2.738 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.738 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50L+1.60S+1.60H 4.513 +Z Bottom 0,2592 Min Temo% 0.2657 10.388 OK X-X.+1.20D+0.50L+1.60S+1.60H 4.513 -Z Bottom 0,2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60S+0.50W+1.60H 5.138 +Z Bottom 0,2592 Min Temo% 0.2657 10.388 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr:*,O;27 OEC.2016, NVIVI General Footing File=c:IDOCUME-11ClintonlMYOOCU-11ENERCA-11795dec8 ENERCALC,INC.19n2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130ASSOCIATES Description: L1 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? 012 inA2 inA2 k-ft X-X,+1.20D+1.60S+0.50W+1.60H 5.138 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 2.80 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 2.80 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 3.550 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50L+0.50S+W+1,60H 3.550 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.663 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 1.663 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+0.90D+W+0,90H 2.163 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+0.90D+W+0,90H 2.163 -Z Bottom 0,2592 Min Temp% 0.2657 10.388 OK X-X,+0,90D+E+0.90H 0.9125 +Z Bottom 0.2592 Min Temp% 0,2657 10.388 OK X-X,+0.90D+E+0.90H 0.9125 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.40D+1.60H 0.8251 -X Bottom 0.2592 Min TemD% 0,2657 10.388 OK Z-Z,+1.40D+1.60H 1.625 +X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.148 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 1.977 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.898 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+1.20D+1.60L+0,50S+1.60H 2.727 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.541 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.684 +X Bottom 0.2592 Min Temp% 0,2657 10.388 OK Z-Z,+1.20D+1.60Lr+0.50W+1,60H 1.952 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z.+1.20D+1.60Lr+0,50W+1.60H 3.523 +X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 3.941 -X Bottom 0,2592 Min Temp% 0.2657 10.388 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 5.084 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1,20D+1.60S+0.50W+1.60H 4.352 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1,20D+1.60S+0.50W+1.60H 5.923 +X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1,60H 1.957 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 3.643 +X Bottom 0,2592 Min Temp% 0.2657 10,388 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.707 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 4.393 +X Bottom 0.2592 Min TemD% 0,2657 10.388 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.291 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 2.034 +X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+0.90D+W+0,90H 1.477 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+0.90D+W+0,90H 2.848 +X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+0.90D+E+0.90H 0.6554 -X Bottom 0.2592 Min Temp% 0.2657 10,388 OK Z-Z,+0.90D+E+0.90H 1.170 +X Bottom 0.2592 Min TemD% 0.2657 10,388 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 7.346 psi 7.346 Dsi 7.346 Dsi 7.346 Dsi 7,346 Dsi 75 psi 0.09794 OK +1.20D+0.50Lr+1.60L+1.60H 9.369 Dsi 9.369 Dsi 9.369 psi 9.369 Dsi 9.369 Dsi 75 Dsi 0.1249 OK +1.20D+1.60L+0.50S+1.60H 13.867 Dsi 13.867 Dsi 13.867 Dsi 13.867 Dsi 13,867 psi 75 psi 0.1849 OK +1.20D+1.60Lr+0.50L+1.60H 12.668 Dsi 12.668 Dsi 12.668 Dsi 12.668 Dsi 12.668 Dsi 75 Dsi 0.1689 OK +1,20D+1.60Lr+0.50W+1,60H 16.415 Dsi 16.415 Dsi 16.415 Dsi 16,415 Dsi 16.415 Dsi 75 psi 0.2189 OK +1.20D+0.50L+1.60S+1.60H 27.059 Dsi 27.059 Dsi 27.059 Dsi 27,059 psi 27.059 psi 75 Dsi 0.3608 OK +1.20D+1.60S+0.50W+1.60H 30.807 Dsi 30.807 Dsi 30.807 Dsi 30.807 psi 30.807 Dsi 75 Dsi 0.4108 OK +1.20D+0.50Lr+0.50L+W+1.60H 16.79 psi 16.79 psi 16,79 psi 16.79 Dsi 16.79 Dsi 75 Dsi 0.2239 'OK +1.20D+0.50L+0.50S+W+1.60H 21.287 Dsi 21.287 Dsi 21.287 Dsi 21.287 psi 21.287 psi 75 Dsi 0.2838 OK +1,20D+0.50L+0.20S+E+1,60H 9.969 Dsi 9.969 Dsi 9.969 psi 9.969 Dsi 9.969 psi 75 Dsi 0.1329 OK +0.90D+W+0.90H 12.967 psi 12,967 psi 12.967 psi 12.967 Dsi 12.967 Dsi 75 psi 0.1729 OK +0.90D+E+0.90H 5.472 Dsi 5.472 Dsi 5.472 Dsi 5.472 psi 5.472 Dsi 75 Dsi 0.07296 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 29.037 Dsi 150osi 0.1936 OK +1.20D+0.50Lr+1.60L+1.60H 37.037 psi 150Dsi 0.2469 OK +1.20D+1.60L+0.50S+1.60H 54.815 psi 150Dsi 0.3654 OK +1.20D+1.60Lr+0.50L+1.60H 50.074 Dsi 150Dsi 0.3338 OK +1.20D+1.60Lr+0,50W+1.60H 64.889 psi 150osi 0.4326 OK +1.20D+0.50L+1.60S+1.60H 106.963 Dsi 150Dsi 0.7131 OK +1.20D+1.60S+0,50W+1,60H 121.778 psi 150Dsi 0.8119 OK +1.20D+0.50Lr+0.50L+W+1.60H 66.37 Dsi 150psi 0.4425 OK +1.20D+0.50L+0.50S+W+1,60H 84.148 Dsi 150nsi 0.561 OK +1.20D+0.50L+0.20S+E+1.60H 39.407 Ni 150osi 0.2627 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printee:27 DEC 2015,1'43KM General FootingFile=c:1D000ME--11GintonNYD000-11ENERCA-1N9%OC6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 Lic,#:KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: L1 Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +0.90D+W+0,901-1 51.259 0si 150i)si 0.3417 OK, +0.90D+E+0.90H 21.63 osi 150osi 0.1442 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. PrMe6:2.71)EC?016, 1,45Pri General Footing File=c:IDOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1963-2015,Bui1d:6.15.12.9.Ver:6.0.25 0:00: r DESIGN ASSOCIATES Description: M1 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeft. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. - Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 ;1 Min.Sliding Safety Factor - 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis - 3.0 ft z Footing Thicknes = 12.0 in I Pedestal dimensions... yt? - x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in m CL Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in o N_ I I Reinforcing s' Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 - Reinforcing Bar Siz( _ # 5 ,..,� Bandwidth Distribution Check (AC I 15.4.4.2) -� Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 4.0 2.0 1.0 8.0 3.0 1.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 2.0 1.0 1.0 2.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?rnlec:27 DEC 2016 145?M General FootingFile=c:IDOCUME-11GintonWYD000-11ENERCA-177%8.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 0.E1: E DESIGN ASSOCIATES Description: M1 DESIGN SUMMARY i- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7623 Soil Bearing 2.287 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 3.114 Overturning-Z-Z 2.40 k-ft 7.475 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2674 Z Flexure(+X) 3.221 k-ft 12.046 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1325 Z Flexure(-X) 1.596 k-ft 12.046 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1982 X Flexure(+Z) 2.388 k-ft 12.046 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0.1982 X Flexure(-Z) 2.388 k-ft 12.046 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0.1965 1-way Shear(+X) 14,738 psi 75.0 psi +1.20D+1.60S+0.50W+1,60H PASS 0.1965 1-way Shear(-X) 14.738 psi 75.0 psi +1.20D+1.60S+0,50W+1.60H PASS 0.1965 1-way Shear(+Z) 14.738 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,1965 1-way Shear(-Z) 14.738 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.3716 2-way Punching 55.741 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing _ Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0,5894 0.5894 n/a n/a 0.197 X-X.+D+L+H 3.0 n/a 0.0 0.7006 0.7006 n/a n/a 0.234 X-X,+D+Lr+H 3.0 n/a 0.0 0.8117 0.8117 n/a n/a 0.271 X-X,+D+S+H 3.0 n/a 0.0 1.478 1.478 n/a nla 0.493 X-X.+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.8394 0.8394 n/a n/a 0,280 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.339 1.339 n/a n/a 0.446 X-X.+D+0.60W+H 3.0 n/a 0.0 0.7894 0.7894 n/a n/a 0.263 X-X.+D+0.70E+H 3.0 n/a 0.0 0.6672 0.6672 n/a n/a 0.222 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 0.9894 0.9894 n/a n/a 0.330 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.489 1.489 n/a n/a 0.496 X-X,+D+0.750L+0.750S+0,5250E+H 3.0 n/a 0.0 1.398 1.398 n/a n/a 0.466 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.5537 0.5537 n/a n/a 0.185 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.4314 0.4314 n/a n/a 0,144 Z-Z,+D+H 3.0 4.524 n/a n/a n/a 0.1524 1.026 0.342 Z-Z.+D+L+H 3.0 3.807 n/a n/a n/a 0.2635 1.138 0.379 Z-Z.+D+Lr+H 3.0 4.928 n/a n/a n/a 0.1561 1.467 0.489 Z-Z,+D+S+H 3.0 2.706 n/a n/a n/a 0.8228 2.134 0.711 Z-Z,+D+0.750Lr+0.750L+H 3.0 4.368 n/a n/a n/a 0.2385 1,440 0,480 Z-Z,+D+0.750L+0.750S+H 3.0 2.737 n/a n/a n/a 0.7385 1.940 0.647 Z-Z.+D+0.60W+H 3.0 5.405 n/a n/a n/a 0.09019 1.489 0.496 Z-Z,+D+0.70E+H 3.0 3.997 n/a n/a n/a 0.2302 1.104 0,368 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 4.919 n/a n/a n/a 0.1919 1.787 0,596 Z-Z,+D+0.750L+0,750S+0.450W+H 3.0 3.267 n/a n/a n/a 0.6919 2.287 0.762 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 2.623 n/a n/a n/a 0.7969 1.999 0.666 Z-Z,+0.60D+0.60W+0.60H 3.0 5.780 n/a n/a n/a 0.02922 1.078 0.359 Z-Z,+0.60D+0.70E+0,60H 3.0 3.708 n/a n/a n/a 0.1692 0.6937 0,231 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X.+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0,750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Inf nity OK X-X.+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0,750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Prolect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. W10,11 V ty.,- 1 45pt.1 General FootingFile=c'%DOCUME-1lOintonWYD000-11ENERCA-1t7958.ec6 1111 ENERCALC,INC.19n2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 DESIGN ASSOCIATES Description: M1 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0,750L+0.750S+0,5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X.+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2.0 k-ft 7,958 k-ft 3.979 OK Z-Z,+D+L+H 2.0 k-ft 9.458 k-ft 4.729 OK Z-Z,+D+Lr+H 3.0 k-ft 10.958 k-ft 3.653 OK Z-Z.+D+S+H 3.0 k-ft 19.958 k-ft 6.653 OK Z-Z,+D+0.750Lr+0.750L+H 2.750 k-ft 11.333 k-ft 4.121 OK Z-Z.+D+0,750L+0.750S+H 2,750 k-ft 18.083 k-ft 6.575 OK Z-Z,+D+0.60W+H 3.20 k-ft 10.658 k-ft 3.330 OK Z-Z,+D+0.70E+H 2.0 k-ft 9.008 k-ft 4,504 OK Z-Z.+D+0,750Lr+0.750L+0.450W+H 3,650 k-ft 13,358 k-ft 3.660 OK Z-Z,+D+0.750L+0.750S+0.450W+H 3.650 k-ft 20.108 k-ft 5.509 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2.750 k-ft 18.870 k-ft 6.862 OK Z-Z.+0.60D+0.60W+0.60H 2.40 k-ft 7.475 k-ft 3,114 OK Z-Z,+0.60D+0.70E+0.60H 1.20 k-ft 5.825 k-ft 4.854 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 0.70 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.40D+1.60H 0.70 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50Lr+1,60L+1.60H 0.9250 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.9250 -Z Bottom 0,2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.30 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.30 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.063 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.063 -Z Bottom 0.2592 Min Temp% 0.310 12,046 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 1.188 +Z Bottom 0,2592 Min Temo% 0.310 12.046 OK X-X.+1,20D+1.60Lr+0.50W+1.60H 1.188 -Z Bottom 0.2592 Min Temo% 0.310 12.046 OK X-X.+1.20D+0.50L+1.60S+1.60H 2.263 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.263 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60S+0.50W+1.60H 2,388 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.388 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.163 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.163 -Z Bottom 0,2592 Min Temp% 0,310 12.046 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.538 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.538 -Z Bottom 0,2592 Min Temp% 0,310 12.046 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 0.9875 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.9875 -Z Bottom 0.2592 Min Temo% 0.310 12.046 OK X-X,+0.90D+W+0.90H 0.8250 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D+W+0.90H 0.8250 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X.+0.90D+E+0.90H 0.5750 +Z Bottom 0,2592 Min Temp% 0.310 12.046 OK X-X,+0.90D+E+0.90H 0.5750 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.40D+1.60H 0.2335 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1,40D+1.60H 1.167 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+1.20D+0,50Lr+1.60L+1.60H 0.4418 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.408 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.8168 -X Bottom 0.2592 Min Temp% 0.310 12,046 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.783 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 0.3960 -X Bottom 0,2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.729 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.3544 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60Lr+0.50W+1,60H 2.021 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.596 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 2.929 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.554 -X Bottom 0.2592 Min TemD% 0.310 12.046 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 3.221 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.3461 -X Bottom 0.2592 Min TemD% 0,310 12.046 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1,979 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 0.7211 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.354 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 0.5543 -X Bottom 0.2592 Min TemD% 0.310 12.046 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pnoted:27 DE C.2616, 1:45PM General Footin File=c:tDMUME-11CliotonlMYD000-11ENERCA-117958.ec6 g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130ASSOCIATES Description: M1 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 in^2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.421 +X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z.+0.90D+W+0,90H 0.1918 -X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z,+0.90D+W+0.90H 1.458 +X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z.+0.90D+E+0.90H 0.2751 -X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z,+0.90D+E+0.90H 0.8749 +X Bottom 0.2592 Min Temo% 0.310 12.046 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 4.321 Dsi 4.321 osi 4.321 osi 4.321 osi 4.321 osi 75 osi 0,05761 OK +1.20D+0.50Lr+1.60L+1.60H 5.71 osi 5.71 psi 5.71 osi 5,71 Dsi 5.71 psi 75 osi 0.07613 OK +1.20D+1.60L+0.50S+1.60H 8.025 Dsi 8.025 osi 8.025 Dsi 8.025 Dsi 8.025 osi 75 Dsi 0.107 OK +1.20D+1.60Lr+0,50L+1.60H 6.559 osi 6.559 osi 6,559 osi 6.559 osi 6.559 psi 75 osi 0.08745 OK +1.20D+1.60Lr+0.50W+1.60H 7.33 Dsi 7.33 osi 7.33 Dsi 7,33 osi 7.33 osi 75 osi 0.09774 OK +1.20D+0.50L+1.60S+1.60H 13.966 osi 13.966 Dsi 13,966 osi 13.966 Dsi 13.966 Dsi 75 Dsi 0,1862 OK +1.20D+1.60S+0.50W+1.60H 14.738 psi 14.738 osi 14.738 Dsi 14.738 psi 14.738 osi 75 osi 0.1965 OK +1.20D+0.50Lr+0.50L+W+1.60H 7.176 osi 7.176 osi 7.176 osi 7.176 osi 7.176 osi 75 osi 0.09568 OK +1.20D+0.50L+0.50S+W+1.60H 9,491 osi 9.491 Dsi 9.491 osi 9.491 osi 9.491 Dsi 75 Dsi 0.1265 OK +1.20D+0.50L+0.20S+E+1.60H 6.096 psi 6.096 osi 6.096 osi 6.096 osi 6.096 osi 75 osi 0,08128 OK +0.90D+W+0.90H 5.093 Dsi 5.093 osi 5.093 Dsi 5.093 osi 5.093 psi 75 Dsi 0,0679 OK +0.90D+E+0.90H 3.549 osi 3.549 Dsi 3.549 osi 3.549 osi 3.549 osi 75 osi 0.04733 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 16.343 osi 150Dsi 0.109 OK +1.20D+0.50Lr+1.60L+1.60H 21.596 osi 150osi 0.144 OK +1.20D+1.60L+0.50S+1.60H 30.351 osi 150Dsi 0.2023 OK +1.20D+1.60Lr+0.50L+1.60H 24.806 Dsi 150osi 0.1654 OK +1.20D+1.60Lr+0.50W+1.60H 27.725 osi 150osi 0.1848 OK +1.20D+0.50L+1.60S+1.60H 52.823 osi 150osi 0.3522 OK +1.20D+1.60S+0.50W+1.60H 55.741 osi 150Dsi 0.3716 OK +1.20D+0.50Lr+0.50L+W+1.60H 27.141 Dsi 150Dsi 0.1809 OK +1.20D+0.50L+0.50S+W+1.60H 35.896 osi 150Dsi 0.2393 OK +1.20D+0.50L+0.20S+E+1.60H 23,055 osi 150Dsi 0.1537 OK +0.90D+W+0.90H 19.261 Dsi 150Dsi 0.1284 OK +0.90D+E+0.90H 13.425 osi 150Dsi 0.0895 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnle�2.7 DEC 701.5 1 590A1 General FootingFile=c:1DOCUME-11Clinton\MYDOCU-11ENERCA-117958.ec6 ENERCAM INC-1983-2015,Build:6.15.12 9,Ver.6.0 25 0:00: i DESIGN ASSOCIATES Description: N1 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings , Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0,00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis — 2.50 ft Z Footing Thicknes = 12.0 in Pedestal dimensions... X px:parallel to X-X Axis = 1n iv pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in •o 1 Reinforcing 2 Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizf = # 5 AL Bandwidth Distribution Check (AC I 15.4.41) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 4.0 2.0 0.0 5.0 4.0 1.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 2.0 1.0 1.0 1.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 OK 2016, 1:5 KI General FootingFile=cIDOCUME-flGinlonWYDOCU-11ENERCA-117W.ec6 ENERCALC,INC 1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06006130ASSOCIATES Description: N1 DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9603 Soil Bearing 2.881 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-i PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.878 Overturning-Z-Z 3.0 k-ft 8.633 k-ft +D+Lr+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1918 Z Flexure(+X) 2.750 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.06630 Z Flexure(-X) 0.9503 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1291 X Flexure(+Z) 1.850 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1291 X Flexure(-Z) 1.850 k-ft 14,333 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0,1462 1-way Shear(+X) 10.963 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,1462 1-way Shear(-X) 10.963 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1462 1-way Shear(+Z) 10.963 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1462 1-way Shear(-Z) 10,963 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2771 2-way Punching 41.568 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.7850 0.7850 n/a n/a 0.262 X-X,+D+L+H 3.0 n/a 0.0 0.7850 0.7850 n/a nla 0,262 X-X,+D+Lr+H 3.0 n/a 0.0 1.105 1.105 n/a n/a 0.368 X-X.+D+S+H 3.0 n/a 0.0 1.585 1.585 n/a n/a 0.528 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.025 1.025 n/a n/a 0.342 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.385 1.385 n/a n/a 0.462 X-X.+D+0.60W+H 3.0 n/a 0.0 1.169 1.169 n/a n/a 0,390 X-X,+D+0.70E+H 3.0 n/a 0.0 0.8970 0.8970 n/a n/a 0.299 X-X.+D+0.750Lr+0.75OL+0.450W+H 3.0 n/a 0.0 1.313 1.313 n/a n/a 0,438 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.673 1.673 n/a n/a 0.558 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.469 1.469 n/a n/a 0.490 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.8550 0.8550 n/a n/a 0.285 X-X.+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.5830 0.5830 n/a n/a 0,194 Z-Z,+D+H 3.0 4,892 n/a n/a n/a 0.02980 1.540 0,513 Z-Z,+D+L+H 3.0 4.892 n/a n/a n/a 0.02980 1.540 0.513 Z-Z.+D+Lr+H 3.0 5.213 n/a n/a n/a 0.0 2.239 0.746 Z-Z,+D+S+H 3.0 3.634 n/a n/a n/a 0.4522 2.718 0.906 Z-Z,+D+0.750Lr+0.750L+H 3.0 5.151 n/a n/a n/a 0.0 2.064 0.688 Z-Z,+D+0.750L+0.750S+H 3.0 3.812 n/a n/a n/a 0.3466 2.423 0.808 Z-Z,+D+0.60W+H 3.0 4.270 n/a n/a n/a 0.1872 2.151 0.717 Z-Z,+D+0.70E+H 3.0 4.281 n/a n/a n/a 0.1418 1.652 0,551 Z-Z,+D+0,750Lr+0.750L+0.450W+H 3.0 4.679 n/a n/a n/a 0.1047 2.521 0.840 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 3.672 n/a n/a n/a 0.4647 2.881 0,960 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 3.594 n/a n/a n/a 0.4306 2.507 0,836 Z-Z,+0.60D+0.60W+0.60H 3.0 4.042 n/a n/a n/a 0.1753 1.535 0.512 Z-Z,+0.60D+0.70E+0.60H 3.0 3.952 n/a n/a n/a 0.1299 1.036 0,345 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status - X-X.+D+H None 0.0 k-ft Infinitv OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinitv OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0,750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinitv OK X-X,+D+0,750L+0,750S+0.450W+H None 0.0 k-ft Infinitv OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. PimW 77 DFC 1016, 159PM General FootingFile=c:1DOCUME-11ClintonWYDOCU-11ENERCA-117958.ec6 ENE RCALC.INC.1983-2015,Build:6.15.129.Ver.6.0.25 1.11: 1ASSOCIATES Description: N1 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting_ Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0,60W+0,60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2.0 k-ft 6.133 k-ft 3.066 OK Z-Z,+D+L+H 2.0 k-ft 6.133 k-ft 3.066 OK Z-Z,+D+Lr+H 3.0 k-ft 8.633 k-ft 2.878 OK Z-Z.+D+S+H 3.0 k-ft 12.383 k-ft 4.128 OK Z-Z,+D+0.750Lr+0.750L+H 2.750 k-ft 8.008 k-ft 2.912 OK Z-Z.+D+0.750L+0.750S+H 2.750 k-ft 10.820 k-ft 3.935 OK Z-Z,+D+0.60W+H 2.60 k-ft 9.133 k-ft 3,513 OK Z-Z,+D+0.70E+H 2.0 k-ft 7.008 k-ft 3.504 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.20 k-ft 10.258 k-ft 3.206 OK Z-Z.+D+0.750L+0.750S+0.450W+H 3,20 k-ft 13.070 k-ft 4,084 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2.750 k-ft 11.477 k-ft 4.173 OK Z-Z,+0,60D+0.60W+0.60H 1.80 k-ft 6.680 k-ft 3.711 OK Z-Z,+0.60D+0.70E+0.60H 1.20 k-ft 4.555 k-ft 3.796 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 inA2 in^2 k-ft X-X.+1.40D+1.60H 0.70 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+1.40D+1.60H 0.70 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7250 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0,7250 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.9125 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1,60L+0.50S+1.60H 0.9125 -Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.0 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1,60H 1.0 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.250 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.250 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.60 +Z Bottom 0.2592 Min TemD% 0.3720 14,333 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.60 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.850 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.850 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+0.50L+W+1,60H 1.225 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X.+1.20D+0,50Lr+0.50L+W+1.60H 1.225 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1,413 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.413 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 0.850 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1,60H 0.850 -Z Bottom 0.2592 Min TemD% 0,3720 14.333 OK X-X,+0.90D+W+0,90H 0.950 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 0.950 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+0.90D+E+0.90H 0.5750 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X.+0.90D+E+0.90H 0.5750 -Z Bottom 0,2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.1402 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 1.260 +X Bottom 0.2592 Min TemD% 0.3720 14,333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.1451 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.305 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.3327 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.492 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 0.2010 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1,20D+1.60Lr+0.50L+1.60H 1.801 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.3503 -X Bottom 0.2592 Min TemD% 0.3720 14,333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 2.150 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.8002 -X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 2.40 +X Bottom 0.2592 Min TemD% 0.3720 14,333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.9503 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.750 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.4452 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1.60H 2.005 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1,60H 0.6327 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.192 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1,20D+0.50L+0.20S+E+1.60H 0.3301 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?nnhv6.2;DE.2016. :59PM [General Footing File=clDOCUME-11OintonlMYD000-11ENERCA-1179%.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 0.0O: i DESIGN ASSOCIATES Description: N1 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z.+1.20D+0.50L+0.20S+E+1.60H 1.370 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 0.3902 -X Bottom 0.2592 Min Temo% 0,3720 14.333 OK Z-Z,+0.90D+W+0.90H 1.510 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 0.2151 -X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 0.9349 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1,40D+1.60H 4.148 osi 4.148 osi 4.148 osi 4.148 osi 4.148 psi 75 Dsi 0.05531 OK +1.20D+0.50Lr+1.60L+1.60H 4.296 osi 4.296 psi 4.296 osi 4.296 osi 4.296 osi 75 osi 0.05728 OK +1.20D+1.60L+0.50S+1.60H 5.407 osi 5.407 osi 5.407 osi 5,407 osi 5.407 osi 75 osi 0.0721 OK +1.20D+1.60Lr+0.50L+1.60H 5.926 osi 5.926 osi 5.926 osi 5.926 osi 5.926 osi 75 osi 0,07901 OK +1.20D+1.60Lr+0.50W+1.60H 7.407 osi 7.407 osi 7.407 osi 7.407 psi 7.407 osi 75 osi 0.09877 OK +1.20D+0,50L+1.60S+1.60H 9.481 osi 9.481 osi 9.481 osi 9,481 osi 9.481 psi 75 osi 0.1264 OK +1.20D+1.60S+0.50W+1.60H 10.963 osi 10.963 osi 10.963 osi 10.963 psi 10.963 osi 75 osi 0.1462 OK +1.20D+0.50Lr+0.50L+W+1.60H 7.259 osi 7.259 osi 7.259 psi 7.259 osi 7.259 osi 75 osi 0.09679 OK +1.20D+0.50L+0.50S+W+1.60H 8.37 osi 8.37 osi 8.37 osi 8.37 psi 8.37 osi 75 osi 0.1116 OK +1.20D+0.50L+0.20S+E+1.60H 5.037 Dsi 5.037 osi 5,037 psi 5.037 osi 5.037 osi 75 psi 0.06716 OK +0.90D+W+0,90H 5.63 Dsi 5.63 osi 5.63 osi 5.63 psi 5.63 Dsi 75 osi 0.07506 OK +0.90D+E+0.90H 3.407 psi 3.407 osi 3.407 osi 3.407 psi 3.407 Dsi 75 osi 0.04543 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 15.728 Dsi 150Dsi 0.1049 OK +1.20D+0.50Lr+1.60L+1.60H 16.29 osi. 150Dsi 0.1086 OK +1.20D+1.60L+0.50S+1.60H 2O.503 Dsi 150osi 0.1367 OK +1.20D+1.60Lr+0.50L+1.60H 22.47 Dsi 150Dsi 0.1498 OK +1.20D+1.60Lr+0.50W+1.60H 28.086 Dsi 150osi 0.1872 OK +1.20D+0.50L+1.60S+1.60H 35.951 Dsi 150osi 0,2397 OK +1.20D+1.60S+0.50W+1.60H 41.568 osi 150osi 0.2771 OK +1.20D+0.50Lr+0.50L+W+1.60H 27.525 psi 150Dsi 0.1835 OK +1.20D+0.50L+0.50S+W+1.60H 31.738 osi 150Dsi 0.2116 OK +1.20D+0.50L+0.20S+E+1.60H 19.099 psi 150osi 0.1273 OK +0,90D+W+0.90H 21.346 psi 150osi 0.1423 OK +0.90D+E+0.90H 12.92 psi 150Dsi 0.08613 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. k Printer;:21 DEC 2016 1ARPkd [General Footing File=c:1DOCUME-11ClintonWYDOCU-11ENERCA-117W,.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130Licensee: DESIGN ASSOCIATES Description: A3 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pci Concrete Density = 1450 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0,00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 8.0 ft Length parallel to Z-Z Axis = 8.0 ft Footing Thicknes = 26 0 in i Pedestal dimensions... co px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = In a Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in _ o N_ II W Reinforcing 8Z Bars parallel to X-X Axis Number of Bars = 11.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 11.0 Reinforcing Bar Sizf = # 6 11-&6 Bars - 11-R6Bals -'� Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H _ P:Column Load = 27.0 10.0 22.0 28.0 31.0 69.0 k OB:Overburden = ksf M-xx = = k-ft M-zz k-ft V-x = 5.0 5.0 1.0 11.0 13.0 4.0 k V-z = 8.0 70.0 k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. NoW 7T DEC.V16 1 A6NA1 General Footing He=c:VMUME-1lCMton1MYD0CU-11ENERCA-11 MOAc6 ENERCALC,INC.19n2015,Build:6.15.12.9.Ver.6.0.25 r KW-06008130 DESIGN ASSOCIATES : Description: A3 DESIGN SUMMARY s- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9353 Soil Bearing 2.806 ksf 3.0 ksf +D+0.750L+0.750S+0.5250E+H about X- PASS 2.885 Overturning-X-X 106.167 k-ft 306,256 k-ft +0.60D+0.70E+0.60H PASS 8.011 Overturning-Z-Z 23.40 k-ft 187.456 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2714 Z Flexure(+X) 16.469 k-ft 60.680 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.2147 Z Flexure(-X) 13.031 k-ft 60.680 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.3993 X Flexure(+Z) 24.227 k-ft 60.680 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1820 X Flexure(-Z) 11.046 k-ft 60.680 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.190 1-way Shear(+X) 14.251 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.190 1-way Shear(-X) 14.251 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.3243 1-way Shear(+Z) 24.326 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1420 1-way Shear(-Z) 10.652 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3515 2-way Punching 52.729 psi 150.0 psi +1.20D+0.50L+0.20S+E+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.7360 0.7360 n/a n/a 0.245 X-X.+D+L+H 3.0 n/a 0.0 1.080 1.080 n/a n/a 0.360 X-X,+D+Lr+H 3.0 n/a 0.0 0.8923 0.8923 n/a n/a 0.297 X-X,+D+S+H 3.0 n/a 0.0 1.174 1.174 n/a n/a 0.391 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.111 1.111 n/a n/a 0.370 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.322 1.322 n/a n/a 0.441 X-X,+D+0.60W+H 3.0 n/a 1.899 0.9068 1.147 n/a n/a 0.382 X-X,+D+0.70E+H 3.0 n/a 13.353 0.2673 2.714 n/a n/a 0.905 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 1.10 1.239 1.419 n/a n/a 0.473 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.9497 1.450 1.630 n/a n/a 0.543 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 7.908 0.9704 2.806 n/a n/a 0.935 X-X,+0.60D+0.60W+0.60H 3.0 n/a 2.663 0.6124 0.8521 n/a n/a 0.284 X-X.+0.60D+0.70E+0.60H 3.0 n/a 16.640 0.0 2.421 n/a n/a 0.807 Z-Z,+D+H 3.0 2.760 n/a n/a n/a 0.6112 0.8609 0,287 Z-Z.+D+L+H 3.0 2.257 n/a n/a n/a 0.930 1.230 0.410 Z-Z,+D+Lr+H 3.0 4.553 n/a n/a n/a 0.6426 1.142 0.381 Z-Z.+D+S+H 3.0 5.539 n/a n/a n/a 0.7741 1.573 0,524 Z-Z,+D+0.750Lr+0.750L+H 3.0 3.474 n/a n/a n/a 0.8739 1.348 0.449 Z-Z,+D+0.750L+0.750S+H 3.0 4.302 n/a n/a n/a 0.9724 1.672 0.557 Z-Z,+D+0.60W+H 3.0 5.065 n/a n/a n/a 0.7071 1.346 0.449 Z-Z,+D+0.70E+H 3.0 2.126 n/a n/a n/a 1.296 1.685 0.562 Z-Z.+D+,0.750Lr+0.750L+0.450W+H 3.0 4.692 n/a n/a n/a 0.9458 1.712 0.571 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 5.237 n/a n/a n/a 1.044 2.036 0.679 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 3.464 n/a n/a n/a 1.486 2.290 0.763 Z-Z.+0.60D+0.60W+0.60H 3.0 5.992 n/a n/a n/a 0.4626 1.002 0.334 Z-Z,+0.60D+0.70E+0.60H 3.0 1.970 n/a n/a n/a 1.052 1.341 0.447 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0,750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H 10.40 k-ft 262.827 k-ft 25.272 OK X-X,+D+0.70E+H 106.167 k-ft 381.627 k-ft 3.595 OK X-X,+D+0.750Lr+0.750L+0.450W+H 7.80 k-ft 340.227 k-ft 43.619 OK X-X,+D+0.750L+0.750S+0.450W+H 7.80 k-ft 394.227 k-ft 50.542 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block'selection. Pant 71 DEC M16. 1:46Wd General FootingFile=c.00CUME-IkointonNYDOCU-11ENERCA-117958.w6 ENERCALC,INC 1983-2015,Buiki:6.15.12.9,Ver.6.0.25 KW-06008130ASSOCIATES Description: A3 Overturning Stability Rotation Axis& Load Combination... Overtuming Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H 79.625 k-ft 483.327 k-ft 6,070 OK X-X,+0.60D+0.60W+0.60H 10.40 k-ft 187.456 k-ft 18.025 OK X-X,+0.60D+0.70E+0.60H 106.167 k-ft 306.256 k-ft 2.885 OK Z-Z,+D+H 10.833 k-ft 188.427 k-ft 17.393 OK Z-Z,+D+L+H 13.0 k-ft 276.427 k-ft 21.264 OK Z-Z,+D+Lr+H 21.667 k-ft 228.427 k-ft 10.543 OK Z-Z,+D+S+H 34.667 k-ft 300.427 k-ft 8.666 OK Z-Z.+D+0,750Lr+0.750L+H 2O.583 k-ft 284.427 k-ft 13.818 OK Z-Z,+D+0.750L+0.750S+H 30.333 k-ft 338.427 k-ft 11.157 OK Z-Z,+D+0.60W+H 27.733 k-ft 262.827 k-ft 9.477 OK Z-Z,+D+0,70E+H 16.90 k-ft 381.627 k-ft 22,581 OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 33.258 k-ft 340.227 k-ft 10.230 OK Z-Z,+D+0.750L+0.750S+0.450W+H 43.008 k-ft 394.227 k-ft 9.166 OK Z-Z.+D+0.750L+0.750S+0.5250E+H 34,883 k-ft 483.327 k-ft 13.856 OK Z-Z,+0,60D+0.60W+0.60H 23.40 k-ft 187.456 k-ft 8.011 OK Z-Z,+0.60+0.70E+0.601-1 12.567 k-ft 306.256 k-ft 24.371 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in^2 inA2 in^2 k-ft X-X,+1.40D+1.60H 4.725 +Z Bottom 0.5616 Min TemD% 0.6050 60,680 OK X-X,+1.40D+1.60H 4.725 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 9.075 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 9.075 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+1.60L+0.50S+1,60H 10.20 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+1.60L+0.50S+1.60H 10.20 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 7.425 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 7,425 -Z Bottom 0.5616 Min TemD% 0.6050 60,680 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 8,529 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 7.446 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X.+1.20D+0.50L+1.60S+1.60H 11.025 +Z Bottom 0.5616 Min Temp% 0.6050 60.680 OK X-X.+1.20D+0.50L+1.60S+1.60H 11.025 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+1.60S+0.50W+1.60H 12.129 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+1.60S+0.50W+1.60H 11.046 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 11.008 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 8.842 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 12.133 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+0.50L+0.50S+W+1,60H 9.967 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 24,227 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 5.273 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X.+0.90D+W+0.90H 7.996 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X.+0.90D+W+0.90H 5.829 -Z Bottom 0.5616 Min Temp% 0.6050 60.680 OK X-X.+0.90D+E+0.90H 21.141 +Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X,+0.90D+E+0.90H 2.185 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.40D+1.60H 3.777 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z.+1.40D+1.60H 5.673 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1,20D+0.50Lr+1.60L+1.60H 7.708 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 10.442 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 8.427 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 11.973 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1,20D+1.60Lr+0.50L+1.60H 5.462 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 9,388 +X Bottom 0,5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 5,212 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z.+1.20D+1.60Lr+0.50W+1,60H 10.763 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1,20D+0.50L+1.60S+1,60H 7.762 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 14.288 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 7.513 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 15.662 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 6.947 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 12.903 +X Bottom 0,5616 Min TemD% 0.6050 60.680 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 7.666 -X Bottom 0.5616 Min TemD% 0.6050 60,680 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 14.434 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 13.031 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 DEC:2016, '-46P M General FootingFile=c:OGCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 11111 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-0660-8130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: A3 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z.+1.20D+0.50L+0.20S+E+1.60H 16,469 +X Bottom 0.5616 Min Temp% 0.6050 60.680 OK Z-Z,+0.90D+W+0,90H 4,543 -X Bottom 0.5616 Min Temp% 0,6050 60.680 OK Z-Z,+0.90D+W+0.90H 9.282 +X Bottom 0.5616 Min Temp% 0,6050 60.680 OK Z-Z,+0.90D+E+0.90H 10.512 -X Bottom 0.5616 Min Temp% 0.6050 60.680 OK Z-Z,+0.90D+E+0.90H 12.813 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 4.565 osi 4.565 Dsi 4.565 Dsi 4.565 Dsi 4.565 Dsi 75 Dsi 0,06087 OK +1,20D+0.50Lr+1.60L+1.60H 8.768 psi 8.768 psi 8.768 Dsi 8.768 osi 8.768 psi 75 Dsi 0.1169 OK +1.20D+1.60L+0.50S+1.60H 9,855 osi 9,855 osi 9.855 Dsi 9.855 Dsi 9.855 osi 75 osi 0.1314 OK +1.20D+1.60Lr+0,50L+1.60H 7.174 psi 7.174 Dsi 7.174 osi 7,174 osi 7.174 psi 75 Dsi 0.09565 OK +1.20D+1.60Lr+0.50W+1.60H 7.717 osi 7.717 Dsi 7.142 Dsi 8.293 Dsi 8.293 osi 75 osi 0.1106 OK +1.20D+0.50L+1.60S+1.60H 10.652 Dsi 10.652 Dsi 10.652 Dsi 10.652 osi 10.652 psi 75 osi 0.142 OK +1.20D+1.60S+0.50W+1.60H 11.196 osi 11.196 Dsi 10.62 Dsi 11.771 Dsi 11.771 osi 75 osi 0,157 OK +1.20D+0.50Lr+0.50L+W+1.60H 9.589 Dsi 9.589 psi 8.438 osi 10,741 osi 10.741 osi 75 osi 0,1432 'OK +1.20D+0.50L+0.50S+W+1.60H 10.676 Dsi 10.676 osi 9.525 Dsi 11.828 osi 11.828 osi 75 Dsi 0.1577 OK +1.20D+0.50L+0.20S+E+1.60H 14.251 osi 14.251 Dsi 4.177 osi 24.326 osi 24.326 osi 75 osi 0.3243 OK +0.90D+W+0.90H 6.679 Dsi 6.679 osi 5.527 Dsi 7.83 osi 7.83 osi 75 Dsi 0.1044 OK +0.90D+E+0.90H 11.268 psi 11.268 osi 1.193 Dsi 21.344 Dsi 21.344 Dsi 75 Dsi 0.2846 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 16.891 Dsi 150Dsi 0.1126 OK +1.20D+0.50Lr+1.60L+1.60H 32.442 psi 150osi 0.2163 OK +1.20D+1.60L+0.50S+1.60H 36.464 osi 150Dsi 0.2431 OK +1.20D+1,60Lr+0.50L+1.60H 26.543 psi 150osi 0.177 OK +1.20D+1.60Lr+0.50W+1.60H 28,554 Dsi 150osi 0.1904 OK +1.20D+0.50L+1.60S+1.60H 39.413 osi 150Dsi 0.2628 OK +1.20D+1.60S+0.50W+1.60H 41.424 psi 150osi 0.2762 OK +1.20D+0.50Lr+0.50L+W+1.60H 35.481 osi 150osi 0.2365 OK +1.20D+0.50L+0.50S+W+1.60H 39.502 osi 150Dsi 0.2633 OK +1.20D+0.50L+0.20S+E+1.60H 52.729 osi 150Dsi 0.3515 OK +0.90D+W+0.90H 24.711 Dsi 150osi 0.1647 OK +0.90D+E+0.90H 41.692 osi 150Dsi 0.2779 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ifinlN T[*..(,2016.1-%PM General FootingFile=c1D000ME-11OintmWYD000-1tENERCA-1179WA" ENERCALC,INC.19a2015,Build:6.15.12.9.Ver.6.0.25 1:11: ASSOCIATES Description: G3 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 250 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1 0 : 1 Min.Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 6.0 ft Length parallel to Z-Z Axis - 6.0 ft Footing Thicknes = 180 in Pedestal dimensions... � _x px:parallel to X-X Axis = in l pz:parallel to Z-Z Axis = in Height - in m CL Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in , �o w Reinforcing s o Bars parallel to X-X Axis Number of Bars = 8.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 8.0 Reinforcing Bar Siz1 = # 5 9-0 5B.. ; Bandwidth Distribution Check (ACI 15.4.4.2) — - " . '"°, "• - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 35.0 16.0 24.0 34.0 24.0 2.0 k OB:Overburden = ksf — -— — — — . _—......— M xx k-ft M-zz = k-ft V-x k - V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?ranted:27 DEC 2016, 1 An?M LGerleral Footing File=c:IDOCUME-11ClintonWYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.198&2015.Build:6.15.12.9.Vec6.0 25 0.i0: Licensee: DESIGN ASSOCIATES Description G3 DESIGN SUMMARY is- . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8993 Soil Bearing 2.698 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5019 Z Flexure(+X) 13.550 k-ft 26.996 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.5019 Z Flexure(-X) 13.550 k-ft 26.996 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.5019 X Flexure(+Z) 13.550 k-ft 26.996 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0,5019 X Flexure(-Z) 13.550 k-ft 26.996 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.4015 1-way Shear(+X) 30.111 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4015 1-way Shear(-X) 30.111 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4015 1-way Shear(+Z) 30.111 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4015 1-way Shear(-Z) 30.111 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.7708 2-way Punching 115.627 psi 150.0 psi +1.20D+0.50L+1,60S+1,60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 1.190 1.190 n/a n/a 0.397 X-X,+D+L+H 3.0 n/a 0.0 1.856 1.856 n/a n/a 0,619 X-X.+D+Lr+H 3.0 n/a 0.0 1.634 1.634 n/a n/a 0.545 X-X,+D+S+H 3.0 n/a 0.0 2.134 2.134 n/a n/a 0.711 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 2.023 2.023 n/a n/a 0.674 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 2.398 2.398 n/a n/a 0.799 X-X,+D+0.60W+H 3.0 n/a 0.0 1.590 1.590 n/a n/a 0.530 X-X.+D+0.70E+H 3.0 n/a 0.0 1.229 1.229 n/a n/a 0.410 X-X,+D+0.750Lr+0,750L+0.450W+H 3.0 n/a 0.0 2.323 2,323 n/a n/a 0.774 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 2.698 2.698 n/a n/a 0.899 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 2.427 2.427 n/a n/a 0,809 X-X,+0,60D+0.60W+0.60H 3.0 n/a 0.0 1.114 1.114 n/a n/a 0.371 X-X.+0.60D+0.70E+0.60H 3.0 nla 0.0 0.7527 0.7527 n/a n/a 0.251 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 1.190 1.190 0.397 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 1.856 1.856 0.619 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 1.634 1.634 0.545 Z-Z,+D+S+H 3,0 0.0 n/a n/a n/a 2.134 2.134 0.711 Z-Z.+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 2.023 2.023 0.674 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 2.398 2.398 0,799 Z-Z,+D+0.60W+H 3.0 0.0 n/a n/a n/a 1.590 1.590 0.530 Z-Z.+D+0.70E+H 3.0 0.0 n/a n/a n/a 1.229 1.229 0.410 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 0.0 n/a n/a n/a 2.323 2.323 0,774 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 0.0 n/a n/a n/a 2.698 2.698 0.899 Z-Z,+D+0.750L+0,750S+0.5250E+H 3.0 0.0 n/a n/a n/a 2.427 2.427 0.809 Z-Z,+0.60D+0.60W+0,60H 3.0 0.0 n/a n/a n/a 1.114 1.114 0.371 Z-Z,+0.60D+0.70E+0.60H 3.0 0.0 n/a n/a n/a 0.7527 0.7527 0.251 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 OEG 2016. :4nPM General FootingFile=c:roOCUME-ilGlnimNYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130ASSOCIATES Description: r j Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 6.125 +Z Bottom 0.3888 Min Temp% 0,4133 26.996 OK X-X,+1.40D+1.60H 6,125 -Z Bottom 0.3888 Min Temp% 0.4133 26,996 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prntee:27 i)EC 2016, 146Pf.1 General FootingFile=c:IDOCUME-11Ginton\MYDOCU-11ENERCA-1V958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.0.25 1:11: ASSOCIATES Description: G3 Footing Flexure Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X.+1.20D+0.50Lr+1.60L+1.60H 11.050 +Z Bottom 0.3888 Min Temp% 0.4133 26,996 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 11.050 -Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X.+1.20D+1.60L+0.50S+1.60H 12,175 +Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+1.20D+1.60L+0.50S+1.60H 12.175 -Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+1.20D+1.60Lr+0,50L+1.60H 9.950 +Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 9.950 -Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 9.950 +Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 9.950 -Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+1.20D+0.50L+1.60S+1.60H 13.550 +Z Bottom 0.3888 Min TemD% 0.4133 26.996 OK X-X,+1.20D+0.50L+1.60S+1,60H 13.550 -Z Bottom 0.3888 Min TemD% 0.4133 26.996 OK X-X,+1.20D+1.60S+0.50W+1.60H 13.550 +Z Bottom 0.3888 Min TemD% 0.4133 26.996 OK X-X.+1.20D+1.60S+0.50W+1.60H 13.550 -Z Bottom 0.3888 Min TemD% 0.4133 26.996 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 10.750 +Z Bottom 0.3888 Min TemD% 0,4133 26.996 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 10.750 -Z Bottom 0.3888 Min TemD% 0.4133 26.996 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 11.875 +Z Bottom 0.3888 Min Temo% 0.4133 26.996 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 11.875 -Z Bottom 0.3888 Min TemD% 0,4133 26.996 OK X-X,+1.20D+0.50L+0,20S+E+1.60H 7.850 +Z Bottom 0.3888 Min Temo% 0.4133 26.996 OK X-X.+1.20D+0,50L+0.20S+E+1.60H 7.850 -Z Bottom 0.3888 Min TemD% 0,4133 26.996 OK X-X,+0.90D+W+0,90H 6.938 +Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+0.90D+W+0,90H 6.938 -Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+0.90D+E+0.90H 4.188 +Z Bottom 0.3888 Min Temo% 0.4133 26.996 OK X-X,+0.90D+E+0.90H 4.188 -Z Bottom 0.3888 Min TemD% 0.4133 26.996 OK Z-Z,+1.40D+1,60H 6.125 -X Bottom 0.3888 Min TemD% 0.4133 26.996 OK Z-Z,+1,40D+1.60H 6.125 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 11.050 -X Bottom 0.3888 Min TemD% 0.4133 26.996 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 11.050 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 12.175 -X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1,20D+1.60L+0.50S+1,60H 12.175 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 9.950 -X Bottom 0.3888 Min TemD% 0.4133 26.996 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 9.950 +X Bottom 0,3888 Min Temp% 0.4133 26,996 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 9.950 -X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 9.950 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 13.550 -X Bottom 0.3888 Min TemD% 0.4133 26.996 OK Z-Z,+1.20D+0.50L+1,60S+1.60H 13.550 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z.+1.20D+1,60S+0.50W+1.60H 13.550 -X Bottom 0.3888 Min TemD% 0.4133 26.996 OK Z-Z,+1.20D+1.60S+0,50W+1.60H 13.550 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 10.750 -X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1,60H 10.750 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1,20D+0.50L+0.50S+W+1.60H 11,875 -X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z.+1.20D+0,50L+0.50S+W+1.60H 11.875 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 7.850 -X Bottom 0.3888 Min TemD% 0,4133 26.996 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 7.850 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+0.90D+W+0.90H 6.938 -X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+0.90D+W+0,90H 6.938 +X Bottom 0.3888 Min Temp% 51 0.4133 26.996 OK Z-Z,+0.90D+E+0.90H 4.188 -X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+0.90D+E+0.90H 4.188 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi"Vn Status +1.40D+1.60H 13.611 psi 13.611 psi 13.611 psi 13.611 psi 13.611 psi 75 psi 0.1815 OK +1.20D+0.50Lr+1.60L+1.60H 24.556 psi 24.556 psi 24.556 psi 24.556 psi 24.556 psi 75 psi 0.3274 OK +1.20D+1.60L+0.50S+1.60H 27.056 psi 27.056 Dsi 27.056 Dsi 27.056 psi 27.056 psi 75 Dsi 0.3607 OK +1.20D+1.60Lr+0.50L+1.60H 22.111 Dsi 22.111 psi 22.111 psi 22.111 Dsi 22.111 Dsi 75 Dsi 0.2948 OK +1,20D+1.60Lr+0.50W+1.60H 22.111 Dsi 22.111 Dsi 22,111 Dsi 22.111 Dsi 22.111 psi 75 Dsi 0.2948 OK +1.20D+0.50L+1.60S+1,60H 30.111 Dsi 30.111 psi 30.111 Dsi 30.111 Dsi 30.111 Dsi 75 Dsi 0.4015 OK +1.20D+1.60S+0.50W+1.60H 30.111 psi 30.111 Dsi 30.111 Dsi 30.111 psi 30.111 Dsi 75 Dsi 0.4015 OK +1.20D+0.50Lr+0.50L+W+1.60H 23.889 psi 23.889 Dsi 23.889 psi 23.889 Dsi 23.889 Dsi 75 Dsi 0.3185 OK +1.20D+0.50L+0.50S+W+1.60H 26,389 psi 26.389 Dsi 26.389 Dsi 26.389 Dsi 26.389 psi 75 Dsi 0.3519 OK +1.20D+0.50L+0.20S+E+1.60H 17.444 Dsi 17.444 Dsi 17.444 Dsi 17.444 Dsi 17.444 Dsi 75 psi 0.2326 OK +0.90D+W+0,90H 15.417 Dsi 15.417 Dsi 15,417 Dsi 15.417 Dsi 15.417 Dsi 75 Dsi 0.2056 OK +0.90D+E+0.90H 9.306 Dsi 9.306 Dsi 9.306 psi 9.306 Dsi 9.306 Dsi 75 Dsi 0.1241 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prinjd:27 DES.2016, t46PNI General FootingFile=c:1DOCUME-11ClinbnWYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015.Build:6.15.12.9.%1—r 0.25 KW-06008130ASSOCIATES Description: G3 Punching Shear All units k Load Combination... Vu Phi'Vn Vu I Phi"Vn Status +1.40D+1.60H 52.267 Dsi 150Dsi 0.3484 OK +1.20D+0.50Lr+1.60L+1.60H 94.293 psi 150Dsi 0.6286 OK +1.20D+1.60L+0.50S+1.60H 103.893 Dsi 150Dsi 0.6926 OK +1.20D+1.60Lr+0,50L+1.60H 84.907 Dsi 150Dsi 0.566 OK +1.20D+1.60Lr+0.50W+1.60H 84.907 Dsi 150osi 0.566 OK +1.20D+0.50L+1.60S+1,60H 115.627 Dsi 150Dsi 0.7708 OK +1.20D+1.60S+0.50W+1.60H 115.627 Dsi 150Dsi 0.7708 OK +1.20D+0.50Lr+0.50L+W+1.60H 91.733 Dsi 150Dsi 0,6116 OK +1.20D+0.50L+0.50S+W+1.60H 101.333 Dsi 150Dsi 0.6756 OK +1.20D+0.50L+0.20S+E+1.60H 66.987 psi 150osi 0.4466 OK +0,90D+W+0.90H 59.2 Dsi 150osi 0.3947 OK +0.90D+E+0.90H 35.733 psi 150Dsi 0.2382 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr:ntao'.27 OK'20-5 i 46PN1 General Footing File=c.1DOCUME-11C1inionIMYD000-11ENERCA-117958.w6 11111 ENERCAM INC 1983-2015,Build:6.15.12.9,Ver:6.0 25 KW-08008130 Licensee : STRUCTURAL DESIGN ASSOCIATES Description: M3 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff, = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0.00180 when footing base is below = ft Min,Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 6.0 ft Length parallel to Z-Z Axis . = 6.0 ft Footing Thicknes = 26.0 in I Pedestal dimensions... X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in m Rebar Centerline to Edge of Concrete... i at Bottom of footing = 3.0 in Reinforcing ___ " w Bars parallel to X-X Axis Number of Bars = 8.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 8.0 i Reinforcing Bar Siz( _ # 6 I I,. 0-ffiBcn Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L_ S W E H P:Column Load = 8.0 90 1.0 24.0 28.0 33.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 4.0 50 1 0 11.0 15.0 7.0 k V-z = 8.0 22.0 k Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. Prnted:27 DE;2616, 1APM General Footing File=c:IDOCUME-11ClintonVAYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 0•00: DESIGN ASSOCIATES Description: M3 DESIGN SUMMARY - . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8587 Soil Bearing 2.576 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-i PASS 3.119 Overturning-X-X 33.367 k-ft 104.058 k-ft +0.60D+0.70E+0.60H PASS 3.448 Overturning-Z-Z 24.70 k-ft 85.158 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2232 Z Flexure(+X) 13.147 k-ft 58.898 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.05722 Z Flexure(-X) 3.370 k-ft 58,898 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1691 X Flexure(+Z) 9.959 k-ft 58,898 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1193 X Flexure(-Z) 7.028 k-ft 58.898 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.09152 1-way Shear(+X) 6.864 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.09152 1-way Shear(-X) 6.864 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,1282 1-way Shear(+Z) 9.613 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.08107 1-way Shear(-Z) 6.080 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1736 2-way Punching 26.045 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.5364 0.5364 n/a n/a 0,179 X-X,+D+L+H 3.0 n/a 0.0 0.5642 0.5642 n/a n/a 0,188 X-X.+D+Lr+H 3.0 n/a 0.0 0.7864 0.7864 n/a n/a 0,262 X-X,+D+S+H 3.0 n/a 0.0 1.203 1.203 n/a n/a 0,401 X-X,+D+0.750LrA.750L+H 3.0 n/a 0.0 0.7447 0.7447 n/a n/a 0.248 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.057 1.057 n/a n/a 0,352 X-X,+D+0.60W+H 3.0 n/a 3.456 0.7190 1.287 n/a n/a 0.429 X-X,+D+0.70E+H 3.0 n/a 9.441 0.2667 2.089 n/a n/a 0.696 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 2.375 0.8817 1,308 n/a n/a 0.436 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 1.848 1.194 1.620 n/a n/a 0,540 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 5.422 0.8549 2.222 n/a n/a 0.741 X-X.+0.60D+0.60W+0.60H 3.0 n/a 4.397 0.5044 1.073 n/a n/a 0.358 X-X,+0.60D+0.70E+0.60H 3.0 n/a 11.544 0.05210 1.875 n/a n/a 0,625 Z-Z,+D+H 3.0 5.386 n/a n/a n/a 0,2997 0.7731 0,258 Z-Z.+D+L+H 3.0 6.401 n/a n/a n/a 0.2683 0.8601 0.287 Z-Z,+D+Lr+H 3.0 8.266 n/a n/a n/a 0.2538 1.319 0.440 Z-Z.+D+S+H 3.0 9.005 n/a n/a n/a 0.3153 2.091 0,697 Z-Z,+D+0.750Lr+0.750L+H 3.0 8.243 n/a n/a n/a 0.2417 1.248 0,416 Z-Z,+D+0.750L+0.750S+H 3.0 8.881 n/a n/a n/a 0.2879 1.827 0,609 Z-Z,+D+0,60W+H 3.0 9.360 n/a n/a n/a 0.2337 1.772 0.591 Z-Z.+D+0.70E+H 3.0 5.456 n/a n/a n/a 0.6513 1.705 0,568 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 10.061 n/a n/a n/a 0.1922 1.997 0,666 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 10.136 n/a n/a n/a 0.2384 2.576 0.859 Z-Z,+D+0,750L+0.750S+0.5250E+H 3.0 7,828 n/a n/a n/a 0.5516 2.525 0.842 Z-Z,+0.60D+0.60W+0.601-1 3.0 10.442 n/a n/a n/a 0.1138 1.463 0.488 Z-Z,+0.60D+0.70E+0.60H 3.0 5.472 n/a n/a n/a 0.5315 1.396 0.465 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+H 10.40 k-ft 108.330 k-ft 10.416 OK X-X,+D+0.70E+H 33.367 k-ft 127.230 k-ft 3.813 OK X-X,+D+0.750Lr+0.750L+0.450W+H 7.80 k-ft 118.230 k-ft 15.158 OK X-X,+D+0.750L+0.750S+0.450W+H 7.80 k-ft 151.980 k-ft 19.485 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. wr:ntetl:27 nB]?016 :46?M LGeneral Footing File=c:1DOCUME-11ClintonNYDOCU-11ENERCA-117958.ec6 ENERCALC,INC 19632015,Build:6.15.12.9.Ver6.0.25 0•00 DESIGN ASSOCIATES Description: M3 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H 25.025 k-ft 166.155 k-ft 6.640 OK X-X,+0.60D+0.60W+0.60H 10.40 k-ft 85.158 k-ft 8.188 OK X-X,+0.60D+0.70E+0.60H 33.367 k-ft 104.058 k-ft 3.119 OK Z-Z,+D+H 8.667 k-ft 57.930 k-ft 6.684 OK Z-Z,+D+L+H 10.833 k-ft 60.930 k-ft 5.624 OK Z-Z.+D+Lr+H 19.50 k-ft 84.930 k-ft 4.355 OK Z-Z,+D+S+H 32.50 k-ft 129.930 k-ft 3.998 OK Z-Z,+D+0.750Lr+O.750L+H 18.417 k-ft 80.430 k-ft 4.367 OK Z-Z,+D+0.750L+0.750S+H 28.167 k-ft 114.180 k-ft 4.054 OK Z-Z,+D+0.60W+H 28.167 k-ft 108.330 k-ft 3.846 OK Z-Z,+D+0.70E+H 19.283 k-ft 127.230 k-ft 6.598 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 33.042 k-ft 118,230 k-ft 3.578 OK Z-Z,+D+0.750L+0.750S+0.450W+H 42.792 k-ft 151.980 k-ft 3.552 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 36.129 k-ft 166.155 k-ft 4.599 OK Z-Z,+0.60D+0.60W+0.60H 24.70 k-ft 85.158 k-ft 3.448 OK Z-Z,+0.60D+0.70E+0.60H 15.817 k-ft 104.058 k-ft 6.579 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in^2 inA2 in"2 k-ft X-X,+1.40D+1.60H 1.40 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.40D+1.60H 1.40 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.963 +Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 1.963 -Z Bottom 0.5616 Min Temo% 0.5867 58.898 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.90 +Z Bottom 0.5616 Min Temp% 0,5867 58.898 OK X-X.+1.20D+1.60L+0,50S+1.60H 2.90 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 3,063 +Z Bottom 0.5616 Min Temp% 0,5867 58.898 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 3.063 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 5.472 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 4.028 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X.+1.20D+0.50L+1.60S+1.60H 6.063 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+0,50L+1.60S+1.60H 6.063 -Z Bottom 0.5616 Min TemD% 0,5867 58,898 OK X-X,+1,20D+1.60S+0.50W+1.60H 8.472 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1.60S+0.50W+1.60H 7.028 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 6.769 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 -OK X-X,+1.20D+0.50Lr+0.50L+W+1,60H 3.881 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X.+1.20D+0.50L+0,50S+W+1.60H 7.707 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 4.818 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 9.959 +Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 2.016 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+0.90D+W+0.90H 5.844 +Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+0.90D+W+0,90H 2.956 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+0.90D+E+0.90H 8.996 +Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+0.90D+E+0.90H 1.054 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1.40D+1.60H 0.3892 -X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1.40D+1.60H 2.411 +X Bottom 0.5616 Min Two% 0.5867 58.898 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.3560 -X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.569 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z.+1.20D+1,60L+0.50S+1.60H 0.7520 -X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1,20D+1.60L+0.50S+1.60H 5.048 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.6618 -X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 5.463 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.086 -X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 8.414 +X Bottom 0.5616 Min Temp% 0,5867 58.898 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.929 -X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 10.196 +X Bottom 0.5616 Min Temp% 0,5867 58,898 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.353 -X Bottom 0.5616 Min TemD% 0,5867 58.898 OK Z-Z,+1.20D+1.60S+0.50W+1,60H 13.147 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1,60H 1.209 -X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z.+1.20D+0,50Lr+0.50L+W+1.60H 9.441 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1,20D+0.50L+0.50S+W+1.60H 1.605 -X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z.+1.20D+0,50L+0.50S+W+1.60H 10.920 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 3.370 -X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. _ °rnteu:27 DEC 2016.1:46PM General FootingFile=cOMME-11C1inionlMYDOCU-11ENERCA-1v7%B.eo6 ENERCALC,INC 1983-2015,Build:6.15.129.Ver.6.0.25 i.s0 DESIGN ASSOCIATES Description: M3 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 in^2 k-ft Z-Z.+1.20D+0.50L+0.20S+E+1.60H 8.605 +X Bottom 0.5616 Min Temo% 0.5867 58.898 OK Z-Z,+0,90D+W+0,90H 1.043 -X Bottom 0.5616 Min Temo% 0,5867 58.898 OK Z-Z,+0.90D+W+0.90H 7.757 +X Bottom 0.5616 Min Temo% 0.5867 58.898 OK Z-Z,+0.90D+E+0.90H 3.112 -X Bottom 0.5616 Min Temo% 0.5867 58.898 OK Z-Z,+0.90D+E+0.90H 6.938 +X Bottom 0.5616 Min Temo% 0.5867 58.898 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 1.24 osi 1,24 Dsi 1.24 osi 1.24 psi 1.24 psi 75 osi 0.01653 OK +1.20D+0.50Lr+1.60L+1.60H 1,738 osi 1.738 osi 1.738 osi 1,738 osi 1.738 osi 75 osi 0.02318 OK +1.20D+1.60L+0.50S+1.60H 2.568 osi 2.568 osi 2.568 osi 2.568 osi 2,568 osi 75 osi 0.03425 OK +1.20D+1.60Lr+0.50L+1.60H 2.712 psi 2.712 osi 2.712 osi 2.712 osi 2.712 osi 75 osi 0.03617 OK +1.20D+1.60Lr+0.50W+1.60H 4.207 osi 4.207 psi 3.423 osi 4.99 osi 4.99 osi 75 osi 0.06654 OK +1.20D+0.50L+1.60S+1.60H 5.369 osi 5.369 osi 5.369 osi 5.369 osi 5.369 osi 75 osi 0.07159 OK +1.20D+1.60S+0.50W+1.60H 6.864 osi 6.864 osi 6.08 psi 7.648 osi 7.648 osi 75 osi 0.102 OK +1.20D+0.50Lr+0.50L+W+1.60H 4.716 osi 4.716 osi 3.149 osi 6.283 osi 6.283 osi 75 osi 0.08378 OK +1.20D+0.50L+0.50S+W+1.60H 5.547 osi 5.547 osi 3.979 osi 7.114 osi 7.114 osi 75 osi 0,09485 OK +1.20D+0.50L+0.20S+E+1.60H 5.303 osi 5.303 osi 0.9933 osi 9.613 osi 9.613 osi 75 osi 0.1282 OK +0.90D+W+0,90H 3.897 osi 3.897 osi 2.33 osi 5.464 osi 5.464 osi 75 osi 0.07285 OK +0.90D+E+0.90H 4.45 osi 4.45 osi 0.1408 osi 8.76 osi 8.76 osi 75 psi 0.1168 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1,60H 4.705 osi 150osi 0.03137 OK +1.20D+0.50Lr+1.60L+1.60H 6.595 osi 150osi 0.04397 OK +1.20D+1.60L+0.50S+1.60H 9.746 osi 150osi 0.06497 OK +1.20D+1.60Lr+0.50L+1.60H 10,292 osi 150osi 0.06861 OK +1.20D+1.60Lr+0.50W+1.60H 15.963 osi 150osi 0.1064 OK +1.20D+0.50L+1.60S+1.60H 2O.374 osi 150osi 0.1358 OK +1.20D+1.60S+0.50W+1.60H 26.045 osi 150osi 0.1736 OK +1.20D+0.50Lr+0.50L+W+1.60H 17.895 psi 150osi 0.1193 OK +1.20D+0.50L+0.50S+W+1.60H 21.046 osi 1500si 0.1403 OK +1.20D+0.50L+0.20S+E+1.60H 2O.122 osi 150osi 0,1341 OK +0.90D+W+0.90H 14,787 psi 150osi 0.09858 OK +0.90D+E+0.90H 16.887 osi 150Dsi 0.1126 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. On:rt,, 27 DEC 2016, i,46P61 General Footing File=c:1DOCUME-11ClintonNYDOCU-11ENERCA-1\7958.ec6 ENERCALC,INC 19a2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130ASSOCIATES , Description: A_4 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0,00180 when footing base is below = ft Min.Overturning Safety Factor = 1 0 :1 Min.Sliding Safety Factor = 1.0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 10.0 ft Length parallel to Z-Z Axis — 10.0 ft Footing Thicknes = 26.0 in Pedestal dimensions... x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete.. 19 at Bottom of footing = 3.0 in — zo u Reinforcing — 10 °" w Bars parallel to X-X Axis Number of Bars = 13.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 13.0 Reinforcing Bar SizE _ # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads 0 Lr L S W E H P:Column Load = 38.0 29.0 64.0 70.0 71.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 19.0 22.0 46.0 460 430 9.0 k V-z = 80 70.0 k Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr:nhc:27 OEC 2016, '46PM General FootingFile= OMUME-11CliotonNYDOCU-11ENERCA-11T958.BC6 ENERCALC,INC 1983-2015,Build:6.15.12.9,Ver.6.0.25 i.i0: DESIGN ASSOCIATES Description: A-4 DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9537 Soil Bearing 2.861 ksf 3.0 ksf +D+0,750L+0.750S+0.450W+H about Z-Z- PASS 4.302 Overturning-X-X 106.167 k-ft 456.750 k-ft +0.60D+0.70E+0.60H PASS 2.465 Overturning-Z-Z 140.833 k-ft 347.083 k-ft +D+L+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6202 Z Flexure(+X) 35.644 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1796 Z Flexure(-X) 10.323 k-ft 57.470 k-ft +0.90D+E+0.90H PASS 0.4134 X Flexure(+Z) 23.756 k-ft 57.470 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.3905 X Flexure(-Z) 22.442 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.280 1-way Shear(+X) 20.996 psi 75.0 psi +1.20D+1.60S+0,50W+1,60H PASS 0.280 1-way Shear(-X) 20.996 psi 75.0 psi +1.20D+1.60S+0,50W+1.60H PASS 0,2931 1-way Shear(+Z) 21.981 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.2745 1-way Shear(-Z) 20.589 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.5535 2-way Punching 83.025 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination__... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0,231 X-X.+D+L+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0,231 X-X,+D+Lr+H 3.0 n/a 0.0 0.9842 0.9842 n/a n/a 0.328 X-X,+D+S+H 3.0 n/a 0.0 1.334 1.334 n/a n/a 0.445 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.9117 0.9117 n/a n/a 0,304 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.174 1.174 n/a n/a 0.391 X-X,+D+0.60W+H 3.0 n/a 1.120 1.053 1.176 n/a n/a 0.392 X-X,+D+0.70E+H 3.0 n/a 10.695 0.5648 1.818 n/a n/a 0,606 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.7630 1.181 1.273 n/a n/a 0,424 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0,6285 1.443 1.535 n/a n/a 0,512 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 6.177 1.077 2,017 n/a n/a 0,672 X-X,+0.60D+0.60W+0.60H 3.0 n/a 1.492 0.7751 0.8979 n/a n/a 0.299 X-X,+0.60D+0.70E+0.60H 3.0 n/a 13.946 0.2871 1.540 n/a n/a 0,513 Z-Z,+D+H 3.0 7.116 n/a n/a n/a 0.4513 0.9371 0.312 Z-Z.+D+L+H 3.0 24.346 n/a n/a n/a 0.0 1.543 0.514 Z-Z.+D+Lr+H 3.0 10.832 n/a n/a n/a 0.4601 1,508 0,503 Z-Z.+D+S+H 3.0 12.667 n/a n/a n/a 0.5033 2.165 0.722 Z-Z,+D+0,750Lr+0.750L+H 3.0 19.963 n/a n/a n/a 0.01683 1,807 0,602 Z-Z,+D+0.750L+0.750S+H 3.0 19.486 n/a n/a n/a 0.04923 2.299 0.766 Z-Z,+D+0.60W+H 3.0 10.454 n/a n/a n/a 0,5415 1.687 0.562 Z-Z,+D+0.70E+H 3.0 5.522 n/a n/a n/a 0.8677 1.515 0,505 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 18.938 n/a n/a n/a 0.08448 2.369 0.790 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 18.743 n/a n/a n/a 0.1169 2.861 0,954 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 15.585 n/a n/a n/a 0.3616 2.732 0.911 Z-Z,+0.60D+0.60W+0.60H 3.0 11.562 n/a n/a n/a 0.3610 1.312 0.437 Z-Z.+0.60D+0.70E+0.60H 3.0 5.038 n/a n/a n/a 0.6872 1.140 0,380 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H 10.40 k-ft 557.08 k-ft 53.566 OK X-X.+D+0.70E+H 106.167 k-ft 595.58 k-ft 5.610 OK X-X,+D+0.750Lr-4750L+0.450W+H 7.80 k-ft 613.33 k-ft 78.632 OK X-X,+D+0.750L+0.750S+0.450W+H 7.80 k-ft 744.58 k-ft 95.459 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. AMWl 27 DEC 2016, 1'4611d General Footing File=c:1DOCUME-lCrmImNYDOCU-MNERCA-117966.ec6 ENERCALC,INC.1902016,Build:6.15.12.9,Ver.6.0.25 KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: A_4 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+0.750L+0.750S+0.5250E+H 79.625 k-ft 773,46 k-ft 9.714 OK X-X,+0.60D+0.60W+0.60H 10.40 k-ft 418.250 k-ft 40,216 OK X-X,+0,60D+0.70E+0.601-1 106.167 k-ft 456.750 k-ft 4.302 OK Z-Z,+D+H 41.167 k-ft 347.083 k-ft 8.431 OK Z-Z,+D+L+H 140.833 k-ft 347.083 k-ft 2.465 OK Z-Z.+D+Lr+H 88.833 k-ft 492.083 k-ft 5.539 OK Z-Z,+D+S+H 140.833 k-ft 667.08 k-ft 4.737 OK Z-Z,+D+0.750Lr+0.750L+H 151.667 k-ft 455.833 k-ft 3.005 OK Z-Z,+D+0.750L+0.750S+H 190.667 k-ft 587.08 k-ft 3.079 OK Z-Z,+D+0.60W+H 97.067 k-ft 557.08 k-ft 5.739 OK Z-Z,+D+0.70E+H 54.817 k-ft 595.58 k-ft 10.865 OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 193,592 k-ft 613.33 k-ft 3.168 OK Z-Z,+D+0.750L+0.750S+0.450W+H 232.592 k-ft 744.58 k-ft 3.201 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2O0.904 k-ft 773.46 k-ft 3.850 OK Z-Z,+0.60D+0.60W+0.60H 80.60 k-ft 418.250 k-ft 5.189 OK Z-Z,+0.60D+0.70E+0.60H 38.350 k-ft 456.750 k-ft 11.910 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in12 inA2 inA2 k-ft X-X.+1.40D+1.60H 6.650 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.40D+1.60H 6.650 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7.513 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 7.513 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.70 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+1.60L+0.50S+1.60H 9.70 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50L+1,60H 11.50 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 11.50 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+1.60Lr+0.50W+1.60H 16.308 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 15.442 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+1.60S+1.60H 18.50 +Z Bottom 0.5616 Min TemD% 0.5720 57,470 OK X-X,+1.20D+0.50L+1.60S+1.60H 18.50 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60S+0.50W+1.60H 23.308 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60S+0.50W+1.60H 22.442 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 17.129 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 15.396 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 19.316 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 17,584 -Z Bottom 0.5616 Min TemD% 0,5720 57.470 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 23.756 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 8.594 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+W+0.90H 13.891 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+0.90D+W+0.90H 12.159 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+E+0.90H 2O.731 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+E+0.90H 5.569 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 3.769 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.40D+1.60H 9.531 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.474 -X Too 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 19.790 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+1,60L+0.50S+1.60H 2.749 -X ToD 0.5616 Min TemD% 0.5720 57,470 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 23.117 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 2.727 -X Bottom 0,5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 2O.273 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 7.265 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 24.485 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 5.569 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 31.431 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 10.106 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1,20D+1.60S+0.50W+1.60H 35.644 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 5.454 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 27.071 +X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 6.342 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 30.558 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 9.244 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prntrd:21 0FC 2C16, ,46M.1 General FootingFile=c:OOCUME-11ClintonlMYD000-11ENERCA-iv958.ec6 ENERCALC,INC.1983-2015.Build:6.1512.9,Ver:6.0.25 KW-06008130ASSOCIATES Description: A_4 Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in12 inA2 inA2 k-ft Z-Z.+1.20D+0.50L+0.20S+E+1.60H 23.106 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+W+0.90H 6.516 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+W+0.90H 19.534 +X Bottom 0.5616 Min TemD% 0.5720 57,470 OK Z-Z,+0.90D+E+0,90H 10,323 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+E+0.90H 15.977 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 6,104 Dsi 6.104 Dsi 6.104 Dsi 6.104 Dsi 6.104 Dsi 75 Dsi 0.08139 OK +1.20D+0.50Lr+1.60L+1.60H 6.895 Dsi 6.895 Dsi 6.896 Dsi 6.896 Dsi 6.896 Dsi 75 Dsi 0.09194 OK +1,20D+1.60L+0.50S+1.60H 8.903 Dsi 8.903 Dsi 8,903 Dsi 8.903 Dsi 8.903 Dsi 75 Dsi 0.1187 OK +1.20D+1.60Lr+0.50L+1.60H 10.556 psi 10.556 Dsi 10.556 Dsi 10.556 Dsi 10.556 Dsi 75 Dsi 0.1407 OK +1.20D+1.60Lr+0,50W+1.60H 14.571 Dsi 14.571 Dsi 14.164 Dsi 14.979 Dsi 14.979 Dsi 75 Dsi 0.1997 OK +1.20D+0.50L+1.60S+1.60H 16.981 Dsi 16.981 Dsi 16.981 psi 16.981 psi 16.981 Dsi 75 Dsi 0.2264 OK +1.20D+1.60S+0.50W+1.60H 2O.996 Dsi 20.996 Dsi 20.589 Dsi 21.404 Dsi 21.404 Dsi 75 Dsi 0.2854 OK +1.20D+0.50Lr+0.50L+W+1.60H 14.927 Dsi 14.927 psi 14.112 psi 15.742 psi 15.742 Dsi 75 Dsi 0.2099 OK +1.20D+0.50L+0.50S+W+1.60H 16.935 Dsi 16.935 Dsi 16.119 Dsi 17.75 Dsi 17.75 Dsi 75 Dsi 0.2367 OK +1.20D+0,50L+0.20S+E+1.60H 14.847 Dsi 14.847 Dsi 7.712 Dsi 21.981 Dsi 21.981 Dsi 75 Dsi 0.2931 OK +0.90D+W+0,90H 11.955 Dsi 11,955 Dsi 11.14 Dsi 12.771 Dsi 12.771 Dsi 75 Dsi 0.1703 OK +0.90D+E+0,90H 12.07 Dsi 12.07 Dsi 4.935 Dsi 19.205 Dsi 19.205 Dsi 75 Dsi 0,2561 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 24.136 Dsi 1501)si 0.1609 OK +1.20D+0.50Lr+1.60L+1.60H 27.403 Dsi 150osi 0.1827 OK +1.20D+1.60L+0.50S+1.60H 35.298 Dsi 150Dsi 0.2353 OK +1.20D+1.60Lr+0.50L+1.60H 41.739 osi 150Dsi 0.2783 OK +1.20D+1.60Lr+0.50W+1.60H 57.618 psi 150osi 0.3841 OK +1.20D+0.50L+1.60S+1.60H 67.146 Dsi 150Dsi 0.4476 OK +1.20D+1.60S+0.50W+1.60H 83.025 psi 150Dsi 0.5535 OK +1.20D+0.50Lr+0.50L+W+1.60H 59.025 Dsi 150Dsi 0.3935 OK +1.20D+0.50L+0.50S+W+1.60H 66.964 psi 150Dsi 0.4464 OK +1.20D+0.50L+0.20S+E+1.60H 58.707 psi 150Dsi 0.3914 OK +0.90D+W+0,90H 47.274 Dsi 150Dsi 0.3152 OK +0.90D+E+0.90H 47.728 psi 150osi 0.3182 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 DEC !41,'M General FootingFde=c.OMU►Y+E-riGinimNYDDCU-11ENERCA-1v958.w6 ENERCALC,INC 1983-2015,Build:6.15129,Ver.6.025 KW-060081 30DESIGN Description: A_9 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy;Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on Footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0.00180 when footing base is below = ft Min,Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 10.0 ft Length parallel to Z-Z Axis 10.0 ft Footing Thicknes = 26.0 in Pedestal dimensions,., x px:parallel to X-X Axis = In pz;parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete.,. ro at Bottom of footing = 30 in 4 4] 11 Reinforcing 10 01, Bars parallel to X-X Axis Number of Bars = 13.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 13.0 Reinforcing BarSizf = # 6LA Bandwidth Distribution Check (ACI 15.4.4,2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P;Column Load = 38.0 29.0 64.0 59.0 3.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 19.0 22.0 46.0 46.0 43.0 90 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. !Wted 27 DEi.2C16 i 47PM General FootingFile=c:IDOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC.INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 DESIGN ASSOCIATES Description: A_9 DESIGN SUMMARY i- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9373 Soil Bearing 2.812 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-z- PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.465 Overturning-Z-Z 140.833 k-ft 347.083 k-ft +D+L+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6083 Z Flexure(+X) 34.956 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1639 Z Flexure(-X) 9.419 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.3861 X Flexure(+Z) 22.188 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.3861 X Flexure(-Z) 22.188 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.2715 1-way Shear(+X) 20.365 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2715 1-way Shear(-X) 20.365 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2715 1-way Shear(+Z) 20.365 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2715 1-way Shear(-Z) 20.365 psi 75.0 psi +1.20D+1.60S+0.50W+1,60H PASS 0.5369 2-way Punching 80.529 psi 150.0 psi +1.20D+1.60S+0.50W+1,60H Detailed Results Soil Beadng Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0,231 X-X,+D+L+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0,231 X-X.+D+Lr+H 3.0 n/a 0.0 0.9842 0.9842 n/a n/a 0.328 X-X,+D+S+H 3.0 n/a 0.0 1.334 1.334 n/a n/a 0.445 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.9117 0.9117 n/a n/a 0,304 X-X.+D+0.750L+0,750S+H 3.0 n/a 0.0 1.174 1.174 n/a n/a 0.391 X-X,+D+0.60W+H 3.0 n/a 0.0 1.048 1.048 n/a n/a 0.349 X-X,+D+0.70E+H 3.0 n/a 0.0 0.7152 0.7152 n/a n/a 0.238 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.177 1.177 n/a n/a 0.392 X-X.+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.440 1.440 n/a n/a 0,480 X-X,+D+0.750L+0,750S+0,5250E+H 3.0 n/a 0.0 1.190 1.190 n/a n/a 0.397 X-X.+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.7705 0.7705 n/a n/a 0.257 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.4375 0.4375 n/a n/a 0,146 Z-Z,+D+H 3.0 7.116 n/a n/a n/a 0.4513 0.9371 0.312 Z-Z,+D+L+H 3.0 24.346 n/a n/a n/a 0.0 1.543 0.514 Z-Z,+D+Lr+H 3.0 10.832 n/a n/a n/a 0.4601 1.508 0.503 Z-Z.+D+S+H 3.0 12.667 n/a n/a n/a 0.5033 2.165 0.722 Z-Z,+D+0.750Lr+0.750L+H 3.0 19.963 n/a n/a n/a 0.01683 1.807 0.602 Z-Z,+D+0.750L+0.750S+H 3.0 19.486 n/a n/a n/a 0.04923 2.299 0.766 Z-Z.+D+0.60W+H 3.0 11.113 n/a n/a n/a 0.4755 1.621 0.540 Z-Z,+D+0.70E+H 3.0 9.198 n/a n/a n/a 0.3917 1.039 0,346 Z-Z.+D+0,750Lr+0.750L+0.450W+H 3.0 19.735 n/a n/a n/a 0.03498 2.319 0,773 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 19.387 n/a n/a n/a 0.06738 2.812 0.937 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 20.261 n/a n/a n/a 0.004381 2.375 0,792 Z-Z,+0,60D+0.60W+0.60H 3.0 12.553 n/a n/a n/a 0.2950 1.246 0,415 Z-Z,+0.60D+0.70E+0.60H 3.0 10.519 n/a n/a n/a 0.2112 0.6638 0221 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X.+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0,60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?r:nted:2�DEC?Q1G, -,'4,PM General FootingFile=c.00CUME-11ClinionWIYDOCU-11ENERCA-117958.ec6 _ ENERCALC,INC.1983-2015,Build:6.1512.9,Ver.6.0.25 Lie.#;KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: A_9 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X.+0.60D+0.70E+0,60H None 0.0 k-ft Infinity OK Z-Z,+D+H 41.167 k-ft 347.083 k-ft 8.431 OK Z-Z,+D+L+H 140.833 k-ft 347.083 k-ft 2.465 OK Z-Z,+D+Lr+H 88.833 k-ft 492.083 k-ft 5.539 OK Z-Z,+D+S+H 140.833 k-ft 667.08 k-ft 4.737 OK Z-Z,+D+0.750Lr+0.750L+H 151.667 k-ft 455.833 k-ft 3.005 OK Z-Z,+D+0,750L+0.750S+H 190.667 k-ft 587.08 k-ft 3.079 OK Z-Z,+D+0.60W+H 97,067 k-ft 524.08 k-ft 5.399 OK Z-Z.+D+0.70E+H 54.817 k-ft 357.583 k-ft 6.523 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 193.592 k-ft 588.58 k-ft 3.040 OK Z-Z,+D+0.750L+0.750S+0.450W+H 232.592 k-ft 719.83 k-ft 3.095 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2O0.904 k-ft 594.96 k-ft 2,961 OK Z-Z,+0.60D+0.60W+0.601-1 80.60 k-ft 385.250 k-ft 4.780 OK Z-Z.+0.60D+0.70E+0.60H 38.350 k-ft 218.750 k-ft 5.704 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 6.650 +Z Bottom 0.5616 Min Temo% 0.5720 57.470 OK X-X,+1.40D+1.60H 6.650 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7.513 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+1,60L+1,60H 7.513 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1,60L+0.50S+1.60H 9.70 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.70 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1,20D+1.60Lr+0.50L+1.60H 11.50 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 11.50 -Z Bottom 0,5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0,50W+1.60H 15.188 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 15.188 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0,50L+1,60S+1.60H 18.50 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50L+1.60S+1,60H 18.50 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60S+0.50W+1.60H 22.188 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1,20D+1.60S+0.50W+1.60H 22.188 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 14.888 +Z Bottom 0.5616 Min Temp% 0.5720 57,470 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 14.888 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 17.075 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 17.075 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X.+1.20D+0.50L+0,20S+E+1.60H 7.675 +Z Bottom 0.5616 Min Temp% 0.5720 57,470 OK X-X,+1.20D+0.50L+0,20S+E+1.60H 7.675 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X.+0.90D+W+0,90H 11.650 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+0.90D+W+0.90H 11.650 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+0.90D+E+0.90H 4.650 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+0.90D+E+0.90H 4.650 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 3,769 -X Bottom 0,5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.40D+1.60H 9.531 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.474 -X Top 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.20D+0,50Lr+1.60L+1.60H 19.790 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60L+0,50S+1.60H 2.749 -X Top 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 23.117 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.727 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2O.273 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0,50W+1.60H 6.577 -X Bottom 0.5616 Min Temp% 0.5720 57.470 .OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 23.798 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 5.569 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 31.431 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1,60S+0.50W+1.60H 9.419 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 34.956 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 4.079 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1.60H 25.696 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 4.967 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0,50S+W+1.60H 29.183 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.7436 -X Bottom 0,5616 Min Temp% 0.5720 57.470 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?rant ed:2-1 DEC 2016, ':471'K1 General FootingFile=c:1DOCUME-11ClintonNYD0CU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9.Ver.6.0.25 i.00 DESIGN ASSOCIATES Description: A_9 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in12 inA2 inA2 k-ft Z-Z.+1.20D+0.50L+0.20S+E+1.60H 14.606 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+0.90D+W+0,90H 5.141 -X Bottom 0.5616 Min Temp% 0,5720 57.470 OK Z-Z,+0,90D+W+0.90H 18.159 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+E+0.90H 1.823 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+E+0.90H 7.477 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 6.104 Dsi 6.104 Dsi 6.104 Dsi 6.104 Dsi 6.104 Dsi 75 Dsl 0.08139 OK +1.20D+0.50Lr+1.60L+1.60H 6.895 Dsi 6.895 Dsi 6.896 Dsi 6.896 psi 6.896 Dsi 75 psi 0.09194 OK +1.20D+1.60L+0.50S+1.60H 8.903 Dsi 8.903 Dsi 8,903 Dsi 8.903 Dsi 8.903 Dsi 75 Dsi 0.1187 OK +1.20D+1.60Lr+0.50L+1.60H 10.556 Dsi 10.556 Dsi 10.556 Dsi 10.556 Dsi 10.556 Dsi 75 Dsi 0.1407 OK +1.20D+1.60Lr+0.50W+1.60H 13.94 psi 13.94 Dsi 13,94 psi 13.94 Dsi 13.94 psi 75 Dsi 0.1859 OK +1.20D+0.50L+1.60S+1.60H 16,981 Dsi 16.981 Dsi 16.981 Dsi 16.981 Dsi 16.981 Dsi 75 Dsi 0.2264 OK +1.20D+1.60S+0.50W+1.60H 2O.365 Dsi 20.365 psi 20.365 psi 20.365 Dsi 20.365 Dsi 75 Dsi 0.2715 OK +1.20D+0.50Lr+0.50L+W+1.60H 13.665 Dsi 13.665 Dsi 13.665 Dsi 13.665 psi 13.665 Dsi 75 Dsi 0.1822 OK +1.20D+0.50L+0.50S+W+1.60H 15.673 Dsi 15.673 Dsi 15.673 Dsi 15.673 Dsi 15.673 Dsi 75 Dsi 0.209 OK +1.20D+0.50L+0.20S+E+1.60H 7,045 Dsi 7.045 Dsi 7.045 Dsi 7.045 Dsi 7.045 Dsi 75 Dsi 0,09393 OK +0.90D+W+0.90H 10.693 Dsi 10.693 Dsi 10,693 Dsi 10.693 Dsi 10.693 Dsi 75 Dsi 0.1426 OK +0.90D+E+0.90H 4.268 Dsi 4.268 Dsi 4.268 psi 4.268 Dsi 4.268 Dsi 75 Dsi 0.05691 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 24.136 Dsi 150Dsi 0.1609 OK +1,20D+0.50Lr+1.60L+1.60H 27.403 Dsi 150Dsi 0.1827 OK +1.20D+1.60L+0.50S+1.60H 35.298 Dsi 150Dsi 0.2353 OK +1.20D+1.60Lr+0.50L+1.60H 41.739 Dsi 150osi 0.2783 OK +1.20D+1.60Lr+0.50W+1.60H 55.123 psi 150Dsi 0.3675 OK +1.20D+0.50L+1.60S+1.60H 67.146 Dsi 150Dsi 0.4476 OK +1,20D+1.60S+0.50W+1.60H 80.529 psi 150Dsi 0.5369 OK +1.20D+0.50Lr+0.50L+W+1.60H 54.034 Dsi 150Dsi 0.3602 OK +1.20D+0.50L+0.50S+W+1.60H 61.974 Dsi 150Dsi 0.4132 OK +1.20D+0.50L+0.20S+E+1.60H 27.856 Dsi 150Dsi 0.1857 OK +0.90D+W+0.90H 42.284 Dsi 150Dsi 0.2819 OK +0.90D+E+0.90H 16.877 Dsi 150Dsi 0.1125 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Ppntm:2.DEC?016 1 48PM General FootingFile=c:IDOCUME-11ClintonWYDOCU-11ENERCA-117958.ecb ENERCALC.INC.1903.2015,Build:615.12.9.Ver:6.0.25 �1i.r08130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: A_6,7 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff, = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on Footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 Min.Sliding Safety Factor = 1.0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 10.0 ft Length parallel to Z-Z Axis = 10.0 ft Footing Thicknes = 26.0 in Pedestal dimensions... >g x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in M Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in ._ : Reinforcing Bars parallel to X-X Axis Number of Bars = 13.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 13.0 Reinforcing Bar Siz( _ # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 38.0 29.0 64.0 66.0 23.0 k OB:Overburden = ksf M-xx = k-ft M-zz k-ft V-x = 19.0 220 46.0 46.0 43.0 9.0 k V-z — 8.0 22.0 k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 DEC 2016, 1:48PM General FootingFile=c:1DOCUME-11Clinton\MYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: A_6,7 DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9477 Soil Bearing 2.843 ksf 3.0 ksf +D+0.750L+0,750S+0.450W+H about Z-1 PASS 8.654 Overturning-X-X 33.367 k-ft 288.750 k-ft +0,60D+0.70E+0.60H PASS 2.465 Overturning-Z-Z 140.833 k-ft 347.083 k-ft +D+L+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6159 Z Flexure(+X) 35.394 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1715 Z Flexure(-X) 9.856 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.4012 X Flexure(+Z) 23.058 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.3861 X Flexure(-Z) 22.192 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.2769 1-way Shear(+X) 20.767 psi 75.0 psi +1.20D+1,60S+0.50W+1.60H PASS 0.2769 1-way Shear(-X) 20.767 psi 75.0 psi +1.20D+1,60S+0.50W+1.60H PASS 0.2823 1-way Shear(+Z) 21.175 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2715 1-way Shear(-Z) 20.359 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.5474 2-way Punching 82.117 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable __ Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0.231 X-X,+D+L+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0,231 X-X,+D+Lr+H 3.0 n/a 0.0 0.9842 0.9842 n/a n/a 0,328 X-X,+D+S+H 3.0 n/a 0.0 1.334 1.334 n/a n/a 0.445 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.9117 0.9117 n/a n/a 0.304 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.174 1.174 n/a n/a 0,391 X-X,+D+0.60W+H 3.0 n/a 1.145 1.029 1.152 n/a n/a 0.384 X-X,+D+0.70E+H 3.0 n/a 4.682 0.6583 1.052 n/a n/a 0.351 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.7744 1.163 1.255 n/a n/a 0.418 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.6362 1.425 1.517 n/a n/a 0.506 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 2.319 1.147 1.443 n/a n/a 0.481 X-X,+0.60D+0.60W+0.60H 3.0 n/a 1.536 0.7511 0.8739 n/a n/a 0.291 X-X,+0.60D+0.70E+0.60H 3.0 n/a 6.933 0.3806 0.7744 n/a n/a 0.258 Z-Z,+D+H 3.0 7.116 n/a n/a n/a 0.4513 0.9371 0.312 Z-Z,+D+L+H 3.0 24.346 n/a n/a n/a 0.0 1.543 0.514 Z-Z.+D+Lr+H 3.0 10.832 n/a n/a n/a 0.4601 1.508 0.503 Z-Z,+D+S+H 3.0 12.667 n/a n/a n/a 0,5033 2.165 0.722 Z-Z,+D+0.750Lr+0.750L+H 3.0 19.963 n/a n/a n/a 0.01683 1.807 0.602 Z-Z,+D+0.750L+0.750S+H 3.0 19.486 n/a n/a n/a 0.04923 2.299 0,766 Z-Z,+D+0.60W+H 3.0 10.685 n/a n/a n/a 0.5175 1.663 0.554 Z-Z,+D+0.70E+H 3.0 7.692 n/a n/a n/a 0.5317 1.179 0,393 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 19.220 n/a n/a n/a 0.06648 2.351 0.784 Z-Z,+D+0,750L+0.750S+0.450W+H 3.0 18,972 n/a n/a n/a 0.09888 2.843 0,948 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 18.618 n/a n/a n/a 0.1096 2.480 0.827 Z-Z,+0.60D+0.60W+0.60H 3.0 11.904 n/a n/a n/a 0.3370 1.288 0.429 Z-Z,+0.60D+0,70E+0.60H 3.0 7.969 n/a n/a n/a 0.3512 0.8038 0.268 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H 10.40 k-ft 545.08 k-ft 52.412 OK X-X.+D+0.70E+H 33.367 k-ft 427.583 k-ft 12.815 OK X-X,+D+0.750Lr+0.750L+0.450W+H 7.80 k-ft 604.33 k-ft 77.479 OK X-X.+D+0.750L+0.750S+0.450W+H 7.80 k-ft 735.58 k-ft 94.306 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnteo.27 OFC 2616. General Footing File 1DOCUME-11CIinwWYD000-11ENERCA-I%M&ec6 ENERCALC,INC.19n2015,Build:6.15.12.9,Ver:6.0.25 KW-00008130 DESIGN ASSOCIATES , Description: A_6,7 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+0.750L+0.750S+0.5250E+H 25.025 k-ft 647.46 k-ft 25.872 OK X-X,+0,60D+0.60W+0.60H 10.40 k-ft 406.250 k-ft 39.063 OK X-X.+0.60D+0.70E+0.60H 33.367 k-ft 288.750 k-ft 8.654 OK Z-Z,+D+H 41.167 k-ft 347.083 k-ft 8.431 OK Z-Z.+D+L+H 140.833 k-ft 347.083 k-ft 2.465 OK Z-Z,+D+Lr+H 88.833 k-ft 492.083 k-ft 5.539 OK Z-Z.+D+S+H 140.833 k-ft 667.08 k-ft 4.737 OK Z-Z,+D+0.750Lr+0.750L+H 151.667 k-ft 455.833 k-ft 3.005 OK Z-Z.+D+0,750L+0.750S+H 190.667 k-ft 587.08 k-ft 3.079 OK Z-Z,+D+0.60W+H 97.067 k-ft 545.08 k-ft 5.616 OK Z-Z,+D+0.70E+H 54.817 k-ft 427.583 k-ft 7.80 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 193.592 k-ft 604.33 k-ft 3.122 OK Z-Z,+D+0.750L+0.750S+0.450W+H 232.592 k-ft 735.58 k-ft 3.163 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2O0.904 k-ft 647.46 k-ft 3,223 OK Z-Z,+0.60D+0.60W+0.60H 80.60 k-ft 406.250 k-ft 5.040 OK Z-Z,+0.60D+0.70E+0.60H 38.350 k-ft 288.750 k-ft 7.529 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 6.650 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X.+1.40D+1.60H 6.650 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1,20D+0.50Lr+1.60L+1.60H 7.513 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+1,60L+1.60H 7.513 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60L+0.50S+1,60H 9.70 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+1.60L+0.50S+1.60H 9.70 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1,60Lr+0.50L+1.60H 11.50 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 11.50 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 16.058 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 15.192 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+1.60S+1.60H 18.50 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+1.60S+1.60H 18.50 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60S+0.50W+1.60H 23.058 +Z Bottom 0.5616 Min TemD% 0,5720 57.470 OK X-X,+1,20D+1.60S+0.50W+1.60H 22.192 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 16.629 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 14.896 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0,50S+W+1.60H 18.816 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 17.084 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 12,558 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 7.792 -Z Bottom 0,5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+W+0.90H 13.391 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+W+0.90H 11.659 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+0.90D+E+0.90H 9.533 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+E+0.90H 4.767 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 3.769 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 9.531 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+0.50Lr+1,60L+1.60H 3.474 -X Too 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 19.790 +X Bottom 0.5616 Min TemD% 0.5720 57.470 -OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2.749 -X Too 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 23.117 +X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.727 -X Bottom 0,5616 Min Temo% 0.5720 57.470 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 2O.273 +X Bottom 0.5616 Min Temo% 0,5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 7.015 -X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 24.235 +X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z.+1.20D+0,50L+1,60S+1.60H 5.569 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 31.431 +X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 9.856 -X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 35.394 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 4.954 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 26.571 +X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 5.842 -X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z.+1.20D+0.50L+0.50S+W+1,60H 30.058 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 3.244 -X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr, and then using the"Printing& Title Block"selection. PmS,,J.2i DEC 2016 1 40.1 General Footing File=c:MOCUME-11GintanNYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1902015,Build:6.15.12.9.Ver.6.0.25 KW-06008130ASSOCIATES Description: A_6,7 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 inA2 k-ft Z-Z,+1.20D+0.50L+0,20S+E+1.60H 17.106 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+W+0,90H 6.016 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+W+0.90H 19.034 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+0.90D+E+0.90H 4.323 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+0.90D+E+0.90H 9.977 +X Bottom 0.5616 Min TemD% 0.5720 57,470 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1,60H 6,104 osi 6,104 Dsi 6.104 psi 6.104 Dsi 6.104 psi 75 psl 0,08139 OK +1.20D+0.50Lr+1.60L+1,60H 6.895 psi 6.895 psi 6.896 psi 6.896 psi 6.896 psi 75 psi 0.09194 OK +1.20D+1.60L+0.50S+1.60H 8.903 psi 8.903 psi 8.903 psi 8.903 psi 8.903 psi 75 psi 0.1187 OK +1.20D+1.60Lr+0.50L+1.60H 10.556 psi 10.556 psi 10.556 psi 10.556 Dsi 10.556 psi 75 psi 0.1407 OK +1.20D+1.60Lr+0.50W+1.60H 14.342 psi 14.342 psi 13,934 Dsi 14.749 psi 14.749 psi 75 psi 0.1967 OK +1.20D+0,50L+1.60S+1.60H 16.981 psi 16.981 psi 16.981 psi 16.981 Dsi 16.981 Dsi 75 Dsi 0.2264 OK +1.20D+1.60S+0.50W+1,60H 2O.767 Dsi 20.767 Dsi 20.359 Dsi 21.175 psi 21.175 psi 75 psi 0.2823 OK +1.20D+0.50Lr+0.50L+W+1.60H 14.468 Dsi 14.468 Dsi 13.653 Dsi 15.283 psi 15.283 psi 75 psi 0.2038 OK +1.20D+0.50L+0.50S+W+1.60H 16,476 Dsi 16.476 Dsi 15.66 Dsi 17.291 psi 17.291 Dsi 75 psi 0.2306 OK +1.20D+0.50L+0.20S+E+1.60H 9,339 Dsi 9.339 Dsi 7.097 psi 11.582 psi 11.582 psi 75 Dsi 0.1544 OK +0.90D+W+0.90H 11.496 Dsi 11.496 Dsi 10.681 Dsi 12.312 Dsi 12.312 Dsi 75 psi 0.1642 OK +0.90D+E+0.90H 6.563 psi 6.563 psi 4.321 Dsi 8.805 Dsi 8.805 Dsi 75 Dsi 0.1174 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 24.136 psi 150Dsi 0.1609 OK +1.20D+0.50Lr+1.60L+1.60H 27.403 Dsi 150Dsi 0.1827 OK +1.20D+1.60L+0.50S+1.60H 35.298 Dsi 150psi 0.2353 OK +1.20D+1.60Lr+0.50L+1.60H 41.739 Dsi 150psi 0.2783 OK +1.20D+1.60Lr+0.50W+1.60H 56.711 Dsi 150Dsi 0.3781 OK +1.20D+0.50L+1.60S+1.60H 67.146 Dsi 150Dsi 0.4476 OK +1.20D+1.60S+0.50W+1.60H 82.117 psi 150osi 0,5474 OK +1.20D+0.50Lr+0.50L+W+1.60H 57.21 Dsi 150psi 0,3814 OK +1.20D+0.50L+0.50S+W+1.60H 65.149 psi 150osi 0.4343 OK +1.20D+0.50L+0.20S+E+1.60H 36.93 psi 150osi 0,2462 OK +0.90D+W+0.90H 45.459 psi 150psi 0.3031 OK +0.90D+E+0.90H 25.951 psi 150Dsi 0.173 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. ?rater 27()Fi,2,16, 1 48PNI General Footing File=c:IDOCUME-11Clinton\MYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.198&2015,Build:6.15.12.9,Ver:6.0.25 KW-06008130ASSOCIATES Description: M_4 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel /o Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1 0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 10.0 ft Length parallel to Z-Z Axis = 10.0 ft Footing Thicknes = 26.0 in Pedestal dimensions... >' x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... m at Bottom of footing = 3.0 in - o Reinforcing to o•• "- Bars parallel to X-X Axis Number of Bars = 13.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 13.0 Reinforcing Bar Siz( _ # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Li Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 38.0 29.0 64.0 69.0 33.0 k OB:Overburden = ksf M-xx = - - — k-ft^ M-zz = k-ft_ V-x = 19.0 22.0 46.0 46.0 43.0 9.0 k V-z = 8.0 22.0 k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?rnWd 2:DF.C 2016, i 48?M General FootingFile=c000UME-11CliRlonuAYt)OCU-11ENERCa-iV956.ec6 ENERCALC,INC.196&2015,Build:6.15.12 9,Ver.6.0.25 i.s0: ASSOCIATES Description: M_4 DESIGN SUMMARY - . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,9523 Soil Bearing 2,857 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-Z- PASS 9.703 Overturning-X-X 33.367 k-ft 323.750 k-ft +0.60D+0.70E+0.60H PASS 2.465 Overturning-Z-Z 140.833 k-ft 347.083 k-ft +D+L+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6191 Z Flexure(+X) 35.581 k-ft 57.470 k-ft +1,20D+1.60S+0.50W+1.60H PASS 0.1748 Z Flexure(-X) 10.044 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1,60H PASS 0.4045 X Flexure(+Z) 23.246 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.3894 X Flexure(-Z) 22.379 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.2792 1-way Shear(+X) 20,939 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2792 1-way Shear(-X) 20.939 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2846 1-way Shear(+Z) 21.347 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2738 1-way Shear(-Z) 20.531 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.5520 2-way Punching 82.798 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0.231 X-X.+D+L+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0,231 X-X,+D+Lr+H 3.0 n/a 0.0 0.9842 0,9842 n/a n/a 0,328 X-X.+D+S+H 3.0 n/a 0.0 1.334 1.334 n/a n/a 0.445 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.9117 0.9117 n/a n/a 0.304 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.174 1.174 n/a n/a 0,391 X-X.+D+0.60W+H 3.0 n/a 1.126 1,047 1,170 n/a nla 0.390 X-X,+D+0.70E+H 3.0 n/a 4.328 0,7283 1.122 n/a nla 0.374 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.7659 1.176 1.268 n/a n/a 0,423 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.6304 1.439 1.531 n/a n/a 0.510 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 2.229 1.20 1.495 n/a n/a 0.498 X-X,+0.60D+0.60W+0.60H 3.0 n/a 1.503 0.7691 0.8919 n/a n/a 0.297 X-X.+0.60D+0,70E+0.60H 3.0 n/a 6.184 0.4506 0.8444 n/a n/a 0,282 Z-Z,+D+H 3.0 7.116 n/a n/a n/a 0.4513 0.9371 0,312 Z-Z,+D+L+H 3.0 24.346 n/a n/a n/a 0.0 1.543 0.514 Z-Z.+D+Lr+H 3.0 10.832 n/a n/a n/a 0.4601 1.508 0,503 Z-Z.+D+S+H 3.0 12.667 n/a n/a n/a 0.5033 2.165 0.722 Z-Z.+D+0,750Lr+0.750L+H 3.0 19,963 n/a n/a n/a 0.01683 1.807 0.602 Z-Z,+D+0.750L+0.750S+H 3.0 19.486 n/a n/a n/a 0.04923 2.299 0.766 Z-Z,+D+0.60W+H 3.0 10.511 n/a n/a n/a 0.5355 1.681 0.560 Z-Z,+D+0.70E+H 3.0 7.110 n/a n/a n/a 0.6017 1.249 0,416 Z-Z.+D+0.750Lr+0.750L+0.450W+H 3.0 19.008 n/a n/a n/a 0.07998 2.364 0,788 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 18.80 n/a n/a n/a 0.1124 2.857 0.952 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 17.892 n/a n/a n/a 0.1621 2.533 0.844 Z-Z.+0.60D+0,60W+0.60H 3.0 11.646 n/a n/a n/a 0.3550 1.306 0.435 Z-Z,+0.60D+0.70E+0.60H 3.0 7.107 n/a n/a n/a 0.4212 0.8738 0.291 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H 10.40 k-ft 554.08 k-ft 53.277 OK X-X,+D+0.70E+H 33.367 k-ft 462.583 k-ft 13.864 OK X-X,+D+0.750Lr+0.750L+0.450W+H 7.80 k-ft 611.08 k-ft 78.344 OK X-X,+D+0.750L+0.750S+0.450W+H 7.80 k-ft 742.33 k-ft 95.171 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Rioted 21 DE(,1015. 1 48P11 General FootingFile= OMUME-11ClinionWYD000-11ENERCA-117958.ec6 ENERCALC,INC 1983-2015,Build:6.15.12.9,Ver:6.0 25 KVV-06008130ASSOCIATES Description: M_4 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+0.750L+0.750S+0.5250E+H 25,025 k-ft 673.71 k-ft 26.921 OK X-X,+0.60D+0.60W+0.60H 10.40 k-ft 415,250 k-ft 39.928 OK X-X.+0.60D+0.70E+0.60H 33.367 k-ft 323.750 k-ft 9.703 OK Z-Z,+D+H 41.167 k-ft 347.083 k-ft 8.431 OK Z-Z,+D+L+H 140.833 k-ft 347.083 k-ft 2.465 OK Z-Z,+D+Lr+H 88.833 k-ft 492.083 k-ft 5.539 OK Z-Z,+D+S+H 140.833 k-ft 667.08 k-ft 4.737 OK Z-Z.+D+0.750Lr+0.750L+H 151.667 k-ft 455.833 k-ft 3,005 OK Z-Z,+D+0.750L+0.750S+H 190.667 k-ft 587.08 k-ft 3.079 OK Z-Z,+D+0.60W+H 97.067 k-ft 554.08 k-ft 5,708 OK Z-Z.+D+0.70E+H 54.817 k-ft 462.583 k-ft 8.439 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 193.592 k-ft 611.08 k-ft 3.157 OK Z-Z,+D+0.750L+0.750S+0.450W+H 232.592 k-ft 742.33 k-ft 3.192 OK Z-Z.+D+0.750L+0.750S+0.5250E+H 2O0.904 k-ft 673.71 k-ft 3.353 OK Z-Z,+0.60D+0.60W+0.60H 80.60 k-ft 415.250 k-ft 5.152 OK Z-Z,+0,60D+0.70E+0.60H 38.350 k-ft 323.750 k-ft 8.442 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 in12 in^2 k-ft X-X,+1.40D+1.60H 6,650 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.40D+1.60H 6.650 -Z Bottom 0.5616 Min TemD% 0,5720 57.470 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 7.513 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7.513 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.70 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+1.60L+0.50S+1.60H 9.70 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 11.50 +Z Bottom 0.5616 Min TemD% 0,5720 57.470 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 11.50 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 16.246 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+1.60Lr+0,50W+1.60H 15.379 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+1.60S+1.60H 18.50 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+1.60S+1.60H 18.50 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60S+0.50W+1.60H 23.246 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60S+0.50W+1.60H 22.379 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 17.004 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 15.271 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 19.191 +Z Bottom 0.5616 Min TemD% 0.5720 57,470 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 17.459 -Z Bottom 0.5616 Min TemD% 0,5720 57.470 OK X-X,+120D+0.50L+0.20S+E+1.60H 13.808 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 9.042 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+W+0,90H 13,766 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+W+0.90H 12.034 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+E+0.90H 10.783 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+0.90D+E+0.90H 6,017 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 3.769 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.40D+1,60H 9.531 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.474 -X Too 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 19.790 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+120D+1.60L+0.50S+1.60H 2.749 -X Too 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 23.117 +X Bottom 0.5616 Min Temp% 0,5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.727 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2O.273 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+120D+1.60Lr+0,50W+1.60H 7.202 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 24.423 +X Bottom 0,5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0,50L+1.60S+1,60H 5.569 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+120D+0.50L+1.60S+1.60H 31.431 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z+1.20D+1.60S+0.50W+1.60H 10.044 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 35.581 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 5.329 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1,60H 26.946 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+120D+0.50L+0.50S+W+1.60H 6.217 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 30.433 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+120D+0.50L+0,20S+E+1.60H 4.494 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. PnnMd.V DEC?Ot6 eWIA General FootingFile= 1DOCUME-11CIintonlMYDOCU-NENERCA-11795B.ec6 ENERCALC,INC.19n2015,Buik1:6.15.12.9,Ver:6.0.25 KW-06008130ASSOCIATES Description: M_4 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 18.356 +X Bottom 0.5616 Min Temp% 0,5720 57.470 OK Z-Z.+0.90D+W+0.90H 6.391 -X Bottom 0.5616 Min Temp% 0.5720 57,470 OK Z-Z,+0.90D+W+0,90H 19.409 +X Bottom 0.5616 Min Temp% 0,5720 57.470 OK Z-Z,+0.90D+E+0.90H 5.573 -X Bottom 0,5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+E+0.90H 11.227 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1,60H 6.104 Dsi 6.104 psi 6.104 Dsi 6.104 Dsi 6.104 Dsi 75 Dsi 0.08139 OK +1.20D+0.50Lr+1.60L+1.60H 6.895 Dsi 6.895 psi 6.896 Dsi 6.896 psi 6.896 Dsi 75 Dsi 0.09194 OK +1.20D+1.60L+0.50S+1.60H 8.903 Dsi 8.903 Dsi 8.903 Dsi 8.903 Dsi 8.903 psi 75 Dsi 0.1187 OK +1.20D+1.60Lr+0.50L+1.60H 10.556 Dsi 10.556 psi 10.556 psi 10.556 psi 10.556 Dsi 75 Dsi 0.1407 OK +1.20D+1.60Lr+0.50W+1.60H 14.514 Dsi 14.514 Dsi 14.106 psi 14.922 psi 14.922 psi 75 psi 0.199 OK +1.20D+0.50L+1.60S+1.60H 16.981 psi 16.981 Dsi 16.981 Dsi 16.981 Dsi 16.981 Dsi 75 Dsi 0.2264 OK +1.20D+1.60S+0.50W+1.60H 2O.939 psi 20.939 Dsi 20.531 Dsi 21.347 Dsi 21.347 Dsi 75 Dsi 0.2846 OK +1.20D+0.50Lr+0.50L+W+1.60H 14.812 psi 14.812 Dsi 13.997 psi 15.628 psi 15.628 Dsi 75 psi 0.2084 OK +1.20D+0.50L+0.50S+W+1.60H 16.82 Dsi 16.82 psi 16.005 psi 17.635 Dsi 17.635 Dsi 75 Dsi 0.2351 OK +1.20D+0.50L+0.20S+E+1.60H 10.487 psi 10.487 Dsi 8.244 Dsi 12.729 Dsi 12.729 psi 75 Dsi 0.1697 OK +0.90D+W+0.90H 11.841 Dsi 11.841 psi 11.025 Dsi 12.656 psi 12.656 Dsi 75 Dsi 0.1687 OK +0.90D+E+0.90H 7.71 Dsi 7.71 Dsi 5.468 psi 9.952 Dsi 9.952 Dsi 75 Dsi 0.1327 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu!Phi*Vn Status +1.40D+1.60H 24.136 psi 1501)si 0.1609 OK +1.20D+0.50Lr+1.60L+1.60H 27.403 Dsi 150Dsi 0.1827 OK +1.20D+1.60L+0.50S+1.60H 35.298 Dsi 150Dsi 0.2353 OK +1,20D+1.60Lr+0.50L+1.60H 41.739 psi 150osi 0.2783 OK +1.20D+1.60Lr+0,50W+1.60H 57.391 psi 150Dsi 0.3826 OK +1.20D+0.50L+1.60S+1.60H 67.146 Dsi 150Dsi 0.4476 OK +1.20D+1.60S+0.50W+1.60H 82.798 Dsi 150osi 0.552 OK +1.20D+0.50Lr+0.50L+W+1.60H 58.571 psi 150Dsi 0.3905 OK +1,20D+0.50L+0.50S+W+1.60H 66,51 Dsi 150psi 0.4434 OK +1.20D+0.50L+0.20S+E+1.60H 41.467 Dsi 150osi 0.2764 OK +0.90D+W+0,90H 46.82 Dsi 150Dsi 0.3121 OK +0.90D+E+0.90H 30.488 Dsi 150Dsi 0.2033 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. PvAel 2?11F.1016 146Ph1 General Footing file=c:IDOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC.INC,1983-2015,Build:6.1512 9,Ver.6.0.25 KW-06008130 Licensee: STRUCTURAL DESIGN ASSOCIATES Description: M 6.7,9 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values f c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 000180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 Min,Sliding Safety Factor = 1 0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 10.0 ft Length parallel to Z-Z Axis = 10.0 ft Footing Thicknes = 26 0 in �o x Pedestal dimensions... _ px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = ;n a Rebar Centerline to Edge of Concrete.. at Bottom of footing = 30 in 0 u Reinforcing Bars parallel to X-X Axis Number of Bars = 130 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 13.0 Reinforcing Bar Siz( _ # 6 is-wears i3-�e ears - BandWdth Distribution Check (ACI 15A.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 38.0 29.0 64.0 59.0 3.0 k OB:Overburden = _ksf_ M-xx = = k-ft M-zz k-ft V-x = 19.0 22.0 46.0 46.0 43.0 9.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pnntaa:27 DEC 2016, e48116I General Footing He=c:iDOCUME-tiClintmWYDOCU-11ENERCA-11795s.ec6 ENERCALC,INC.19n2015,Build:6.15.12.9,Ver.6.0.25 060I8 DESIGN • Description: M_6,7,9 DESIGN SUMMARY - • Min.Ratio Rem Applied Capacity Governing Load Combination PASS 0.9373 Soil Bearing 2.812 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-1 PASS n/a Overturning-X-X 0,0 k-ft 0.0 k-ft No Overturning PASS 2.465 Overturning-Z-Z 140.833 k-ft 347.083 k-ft +D+L+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6083 Z Flexure(+X) 34.956 k-ft 57,470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1639 Z Flexure(-X) 9.419 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.3861 X Flexure(+Z) 22.188 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.3861 X Flexure(-Z) 22.188 k-ft 57.470 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0.2715 1-way Shear(+X) 20.365 psi 75.0 psi +1.20D+1,60S+0.50W+1.60H PASS 0.2715 1-way Shear(-X) 20.365 psi 75,0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,2715 1-way Shear(+Z) 20.365 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,2715 1-way Shear(-Z) 20,365 psi 75.0 psi +1,20D+1.60S+0.50W+1.60H PASS 0.5369 2-way Punching 80.529 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0,231 X-X,+D+L+H 3.0 n/a 0.0 0.6942 0.6942 n/a n/a 0.231 X-X,+D+Lr+H 3.0 n/a 0.0 0.9842 0.9842 n/a n/a 0,328 X-X,+D+S+H 3.0 n/a 0.0 1.334 1.334 n/a n/a 0.445 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.9117 0.9117 n/a n/a 0.304 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.174 1.174 n/a n/a 0,391 X-X.+D+0.60W+H 3,0 n/a 0,0 1,048 1.048 n/a nla 0,349 X-X,+D+0.70E+H 3.0 n/a 0.0 0.7152 0.7152 n/a n/a 0.238 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.177 1.177 n/a n/a 0.392 X-X,+D-+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.440 1.440 n/a n/a 0,480 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.190 1.190 n/a n/a 0.397 X-X.+0.60D+0.60W+0.60H 3,0 n/a 0.0 0.7705 0.7705 n/a n/a 0.257 X-X.+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.4375 0.4375 n/a n/a 0.146 Z-Z,+D+H 3.0 7.116 n/a n/a n/a 0.4513 0,9371 0,312 Z-Z,+D+L+H 3.0 24,346 n/a n/a n/a 0.0 1.543 0.514 Z-Z,+D+Lr+H 3.0 10.832 n/a n/a n/a 0.4601 1.508 0,503 Z-Z.+D+S+H 3.0 12.667 n/a n/a n/a 0.5033 2.165 0,722 Z-Z,+D+0.750Lr+0.750L+H 3.0 19.963 n/a n/a n/a 0.01683 1.807 0,602 Z-Z.+D+0.750L+0.750S+H 3.0 19.486 n/a n/a n/a 0.04923 2.299 0.766 Z-Z,+D+0.60W+H 3.0 11.113 n/a n/a n/a 0.4755 1.621 0.540 Z-Z,+D+0.70E+H 3.0 9.198 n/a n/a n/a 0.3917 1.039 0,346 Z-Z,+D+0,750Lr+0,750L+0.450W+H 3.0 19.735 n/a n/a n/a 0.03498 2.319 0,773 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 19.387 n/a n/a n/a 0.06738 2.812 0.937 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 20,261 n/a n/a n/a 0.004381 2.375 0.792 Z-Z,+0,60D+0,60W+0.60H 3.0 12.553 n/a n/a n/a 0,2950 1.246 0.415 Z-Z,+0.60D+0.70E+0.60H 3.0 10.519 n/a n/a n/a 0.2112 0.6638 0.221 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0,0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinitv OK X-X,+D+0.60W+H None 0.0 k-ft Infinitv OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0,450W+H None 0.0 k-ft Infinitv OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pwte6:2=OK 2C16, 1-480-1 General FootingFile=c:ID000ME-11ClintonlMYDOCU-11ENERCA-117958.ec6 11111 ENERCALC,INC.1983-2015,Build:6.15.129,Ver.6.025 KW-06008130 DESIGN ASSOCIATES Description: M_6,7,9 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X.+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z.+D+H 41.167 k-ft 347.083 k-ft 8.431 OK Z-Z.+D+L+H 140.833 k-ft 347.083 k-ft 2.465 OK Z-Z,+D+Lr+H 88.833 k-ft 492.083 k-ft 5.539 OK Z-Z.+D+S+H 140,833 k-ft 667.08 k-ft 4.737 OK Z-Z,+D+0.750Lr+0.750L+H 151.667 k-ft 455.833 k-ft 3.005 OK Z-Z,+D+0.750L+0.750S+H 190.667 k-ft 587.08 k-ft 3.079 OK Z-Z,+D+0.60W+H 97.067 k-ft 524.08 k-ft 5.399 OK Z-Z,+D+0.70E+H 54.817 k-ft 357.583 k-ft 6.523 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 193.592 k-ft 588.58 k-ft 3.040 OK Z-Z.+D+0.750L+0.750S+0.450W+H 232.592 k-ft 719.83 k-ft 3.095 OK Z-Z.+D+0.750L+0.750S+0.5250E+H 2O0.904 k-ft 594.96 k-ft 2.961 OK Z-Z,+0.60D+0.60W+0.60H 80.60 k-ft 385.250 k-ft 4.780 OK Z-Z,+0.60D+0.70E+0.60H 38.350 k-ft 218.750 k-ft 5.704 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X.+1.40D+1.60H 6.650 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.40D+1.60H 6.650 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+1,60L+1.60H 7.513 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0,50Lr+1.60L+1.60H 7.513 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+1.60L+0.50S+1.60H 9.70 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+1.60L+0.503+1.60H 9.70 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 11.50 +Z Bottom 0.5616 Min TemD% 0.5720 57,470 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 11.50 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1,60Lr+0,50W+1.60H 15.188 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+1.60Lr+0.50W+1.60H 15.188 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X.+1.20D+0.50L+1.60S+1.60H 18.50 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+1.60S+1.60H 18.50 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60S+0.50W+1.60H 22.188 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60S+0.50W+1.60H 22.188 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 14.888 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 14.888 -Z Bottom 0,5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 17.075 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 17.075 -Z Bottom 0,5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 7.675 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 7.675 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+W+0.90H 11.650 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+0.90D+W+0.901-1 11.650 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0,90D+E+0.90H 4.650 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+E+0,90H 4.650 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 3.769 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 9.531 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.474 -X Tor) 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+0.50Lr+1.60L+1,60H 19.790 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 2.749 -X ToD 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1,60L+0.50S+1.60H 23.117 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 2.727 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2O.273 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 6.577 -X Bottom 0.5616 Min TemD% 0.5720 57,470 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 23.798 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 5.569 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 31.431 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 9.419 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 34.956 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0,50Lr+0,50L+W+1.60H 4.079 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 25.696 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 4.967 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 29.183 +X Bottom 0,5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 0.7436 -X Bottom 0.5616 Min TemD% 0,5720 57.470 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pf-Ad:27 OE(,2016, 14P!r General Footing File=c:1DOCUME-11Clinton\MYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9.Ver:6.0.25 f.El: 1Licensee: • Description: Ia_+ 9 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 in12 inA2 k-ft Z-Z,+1.20D+0,50L+0.20S+E+1.60H 14.606 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+W+0,90H 5.141 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+0.90D+W+0.90H 18.159 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+0.90D+E+0.90H 1.823 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+0.90D+E+0.90H 7.477 +X Bottom 0,5616 Min TemD% 0.5720 57.470 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 6.104 Dsi 6.104 Dsi 6.104 Dsi 6.104 Dsi 6.104 Dsi 75 Dsi 0.08139 OK +1.20D+0.50Lr+1.60L+1.60H 6,895 Dsi 6.895 Dsi 6.896 psi 6.896 Dsi 6,896 Dsi 75 Dsi 0.09194 OK +1,20D+1.60L+0.50S+1.60H 8,903 Dsi 8.903 Dsi 8,903 Dsi 8.903 Dsi 8.903 Dsi 75 Dsi 0.1187 OK +1.20D+1.60Lr+0.50L+1.60H 10,556 Dsi 10.556 Dsi 10.556 psi 10.556 Dsi 10.556 Dsi 75 Dsi 0.1407 OK +1.20D+1,60Lr+0.50W+1.60H 13.94 Dsi 13.94 Dsi 13.94 Dsi 13.94 Dsi 13.94 Dsi 75 Dsi 0.1859 OK +1.20D+0.50L+1.60S+1.60H 16.981 Dsi 16.981 Dsi 16.981 Dsi 16.981 Dsi 16.981 Dsi 75 Dsi 0.2264 OK +1.20D+1.60S+0.50W+1.60H 2O.365 Dsi 20.365 Dsi 20,365 Dsi 20.365 Dsi 20.365 Dsi 75 Dsi 0.2715 OK +1.20D+0.50Lr+0.50L+W+1.60H 13.665 Dsi 13.665 Dsi 13.665 Dsi 13.665 Dsi 13.665 Dsi 75 Dsi 0.1822 OK +1.20D+0.50L+0.50S+W+1.60H 15.673 Dsi 15.673 Dsi 15.673 Dsi 15.673 psi 15.673 Dsi 75 Dsi 0.209 OK +1.20D+0.50L+0.20S+E+1.60H 7.045 Dsi 7.045 Dsi 7.045 Dsi 7.045 Dsi 7.045 Dsi 75 Dsi 0.09393 OK +0.90D+W+0.90H 10.693 Dsi 10.693 osi 10.693 Dsi 10.693 Dsi 10.693 Dsi 75 Dsl 0.1426 OK +0.90D+E+0.90H 4.268 osi 4.268 Dsi 4.268 Dsi 4.268 osi 4.268 osi 75 psi 0.05691 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 24.136 psi 150osi 0.1609 OK +1.20D+0.50Lr+1.60L+1.60H 27,403 osi 150osi 0.1827 OK +1.20D+1.60L+0.50S+1.60H 35.298 osi 150osi 0.2353 OK +1.20D+1.60Lr+0.50L+1.60H 41,739 osi 150osi 0.2783 OK +1.20D+1.60Lr+0.50W+1.60H 55.123 Dsi 150osi 0.3675 OK +1.20D+0.50L+1.60S+1.60H 67.146 psi 150Dsi 0.4476 OK +1.20D+1.60S+0.50W+1.60H 80.529 Dsi 150osi 0.5369 OK +1.20D+0.50Lr+0.50L+W+1.60H 54.034 psi 150osi 0.3602 OK +1.20D+0.50L+0.50S+W+1.60H 61.974 Dsi 150Dsi 0.4132 OK +1.20D+0.50L+0,20S+E+1.60H 27.856 osi 150Dsi 0.1857 OK +0.90D+W+0.90H 42.284 osi 150osi 0.2819 OK +0.90D+E+0.90H 16.877 Dsi 150Dsi 0.1125 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. PI:nt.,e.27 0K,2016 General FootingFile=c:1DOCUME-11ClinlonlMYDOCU-11ENERCA-117958.ec6 ENERCALC.INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 Description: M_5,8 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth - ksf Min Allow /o Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears ; Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear NO Dimensions Width parallel to X-X Axis = 9.0 ft Length parallel to Z-Z Axis = 9.0 ft Footing Thicknes = 26.0 in j 1 Ii Pedestal dimensions... _X px:parallel to X-X Axis = in — pz:parallel to Z-Z Axis = in Height - in m CL Rebar Centerline to Edge of Concrete... I m at Bottom of footing = 3.0 in o N_ 11 Reinforcing - -9t W Bars parallel to X-X Axis Number of Bars = 12.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 12.0 Reinforcing Bar Sizl = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 27.0 25.0 53.0 40.0 1.0 k OB:Overburden = __ _ ksf M-xx = k-ft M-zz = k-ft V-x = 27.0 27.0 55.0 41.0 3.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27OEC201o, i•49P61 General FootingFde=c:OOCUME-11ClinbnWY000U-11ENERCA-117%8,w6 11111 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.0.25 KW-D6008130 Licensee STRUCTURAL DESIGN ASSOCIATES Description: M_5,8 DESIGN SUMMARY - • Min.Ratio Rem Applied Capacity Governing Load Combination PASS 0.9647 Soil Bearing 2.894 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-i PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.640 Overturning-Z-Z 187.850 k-ft 495.889 k-ft +D+0.750L+0.750S+0.450W+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5834 Z Flexure(+X) 34.362 k-ft 58.898 k-ft +1.20D+1.60S+0.50W+1,60H PASS 0.007580 Z Flexure(-X) 0.4464 k-ft 58.898 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.2912 X Flexure(+Z) 17.150 k-ft 58.898 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.2912 X Flexure(-Z) 17.150 k-ft 58.898 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0.2086 1-way Shear(+X) 15.648 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2086 1-way Shear(-X) 15.648 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2087 1-way Shear(+Z) 15.649 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2087 1-way Shear(-Z) 15.649 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.4152 2-way Punching 62.287 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6475 0.6475 n/a n/a 0.216 X-X,+D+L+H 3.0 n/a 0.0 0.6475 0.6475 n/a n/a 0.216 X-X.+D+Lr+H 3.0 n/a 0.0 0.9561 0.9561 n/a n/a 0.319 X-X.+D+S+H 30 n/a 0.0 1.302 1.302 n/a n/a 0,434 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.8790 0.8790 n/a n/a 0.293 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1,138 1,138 n/a n/a 0,379 X-X,+D+0.60W+H 3.0 n/a 0.0 0.9438 0.9438 n/a n/a 0.315 X-X.+D+0.70E+H 3.0 n/a 0.0 0.6561 0.6561 n/a n/a 0.219 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1,101 1.101 n/a n/a 0,367 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.360 1.360 n/a n/a 0,453 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.145 1,145 n/a n/a 0.382 X-X.+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.6848 0.6848 n/a n/a 0.228 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.3971 0.3971 n/a n/a 0,132 Z-Z.+D+H 3.0 13.385 n/a n/a n/a 0.1740 1.121 0,374 Z-Z.+D+L+H 3.0 13.385 n/a n/a n/a 0.1740 1.121 0.374 Z-Z,+D+Lr+H 3.0 18.128 n/a n/a n/a 0.009180 1.903 0,634 Z-Z,+D+S+H 3.0 20.219 n/a n/a n/a 0.0 2.750 0.917 Z-Z.+D+0.750Lr+0.750L+H 3.0 17.255 n/a n/a n/a 0.05043 1.708 0,569 Z-Z,+D+0.750L+0.750S+H 3.0 19.247 n/a n/a n/a 0.0 2.338 0.779 Z-Z.+D+0.60W+H 3.0 17.549 n/a n/a n/a 0.03897 1.849 0.616 Z-Z,+D+0.70E+H 3.0 14,236 n/a n/a n/a 0.1459 1.166 0.389 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 19.151 n/a n/a n/a 0.0 2.256 0.752 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 20.456 n/a n/a n/a 0.0 2.894 0.965 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 19.579 n/a n/a n/a 0.0 2.374 0.791 Z-Z,+0.60D+0.60W+0.60H 3.0 19.124 n/a n/a n/a 0.0 1.402 0,467 Z-Z,+0.60D+0.70E+0.60H 3.0 14.791 n/a n/a n/a 0.07624 0.7180 0,239 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0,750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0,750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnled:27 DEC 2M, 1.49PE.1 General FootingFile=c:IDOCUME-11Clinton\MYDOCU-11ENERCA-117958ec6 ENERCAW`,INC.19632015,Build:6.1512.9,Ver.6.0.25 KW-060081 30 DESIGN ASSOCIATES Description: M_5,8 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X.+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 58.50 k-ft 236.014 k-ft 4.034 OK Z-Z,+D+L+H 58.50 k-ft 236.014 k-ft 4.034 OK Z-Z,+D+Lr+H 117.0 k-ft 348.514 k-ft 2.979 OK Z-Z.+D+S+H 177.667 k-ft 474.514 k-ft 2.671 OK Z-Z,+D+0.750Lr+0.750L+H 102.375 k-ft 320.389 k-ft 3.130 OK Z-Z,+D+0.750L+0.750S+H 147.875 k-ft 414.889 k-ft 2.806 OK Z-Z,+D+0.60W+H 111.80 k-ft 344.014 k-ft 3.077 OK Z-Z,+D+0.70E+H 63.050 k-ft 239,164 k-ft 3,793 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 142.350 k-ft 401.389 k-ft 2,820 OK Z-Z.+D+0.750L+0.750S+0.450W+H 187.850 k-ft 495.889 k-ft 2.640 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 151.288 k-ft 417.251 k-ft 2.758 OK Z-Z,+0.60D+0.60W+0.60H 88.40 k-ft 249.608 k-ft 2.824 OK Z-Z,+0,60D+0.70E+0.60H 39.650 k-ft 144.758 k-ft 3.651 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req d Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 in^2 inA2 k-ft X-X,+1.40D+1.60H 4.725 +Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1.40D+1.60H 4.725 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1,20D+0.50Lr+1.60L+1.60H 5.613 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 5.613 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1,60L+0.50S+1.60H 7.363 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1.60L+0.50S+1.60H 7.363 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 9.050 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 9.050 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1,60Lr+0.50W+1.60H 11.550 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 11.550 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+0.50L+1.60S+1.60H 14.650 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 -OK X-X.+1.20D+0.50L+1.60S+1.60H 14.650 -Z Bottom 0,5616 Min Temp% 0.5867 58.898 OK X-X.+1.20D+1.60S+0.50W+1.60H 17.150 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+1.60S+0.50W+1.60H 17.150 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 10,613 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 10.613 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 12.363 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 12.363 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 5.50 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 5.50 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+0.90D+W+0.90H 8.038 +Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+0.90D+W+0.90H 8.038 -Z Bottom 0.5616 Min TemD% 0.5867 58,898 OK X-X,+0.90D+E+0.90H 3.163 +Z Bottom 0.5616 Min TemD% 0.5867 58,898 OK X-X,+0.90D+E+0.90H 3.163 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z.+1.40D+1.60H 0.1763 -X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.40D+1.60H 9.274 +X Bottom 0.5616 Min TemD% 0,5867 58.898 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.08904 -X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 11.136 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.1543 -X Bottom 0.5616 Min TemD% 0.5867 58,898 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 14.571 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z.+1.20D+1.60Lr+0,50L+1.60H 0.03592 -X Tor) 0.5616 Min TemD% 0.5867 58,898 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 18.160 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z.+1.20D+1,60Lr+0.50W+1.60H 0.05186 -X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1,20D+1.60Lr+0.50W+1.60H 23.181 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.3127 -X Bottom 0,5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 29.292 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z.+1.20D+1.60S+0.50W+1,60H 0.4464 -X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 34.362 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1,20D+0.50Lr+0.50L+W+1.60H 0.1810 -X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 21.098 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2862 -X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1,20D+0.50L+0.50S+W+1.60H 24,571 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1.20D+0,50L+0.20S+E+1.60H 0.08363 -X Tor) 0.5616 Min TemD% 0.5867 58.898 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection, Prwt•,G:2,OK,2016, :49Pbi General Footingfile=c:1DOCUME-11C1intonlMYDOCU-11ENERCA-117958ee6 ENERCALC,INC.198&2015,Build:6.1512 9,Ver:6.0.25 r:rrASSOCIATES Description: M_5,8 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 inA2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 11.084 +X Bottom 0.5616 Min Temo% 0.5867 58.898 OK Z-Z,+0.90D+W+0,90H 0.1956 -X Bottom 0.5616 Min Temp% 0,5867 58.898 OK Z-Z,+0.90D+W+0,90H 15.914 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z.+0,90D+E+0.90H 0.1227 -X Top 0,5616 Min Temp% 0.5867 58.898 OK Z-Z,+0.90D+E+0.90H 6.448 +X Bottom 0.5616 Min Temo% 0.5867 58.898 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1,40D+1.60H 4.312 psi 4.312 psi 4.312 psi 4.312 psi 4.312 Dsi 75 psi 0.05749 OK +1.20D+0.50Lr+1.60L+1,60H 5.121 psi 5.121 psi 5.121 Dsi 5.121 psi 5,121 Dsi 75 Dsi 0.06829 OK +1.20D+1.60L+0.50S+1.60H 6.718 psi 6.718 psi 6,718 Dsi 6.718 Dsi 6.718 psi 75 Dsi 0,08958 OK +1.20D+1.60Lr+0.50L+1.60H 8,258 Dsi 8.258 Dsi 8.258 psi 8,258 psi 8.258 Dsi 75 Dsl 0.1101 OK +1,20D+1.60Lr+0.50W+1.60H 10,539 Dsi 10.539 Dsi 10.539 Dsi 10.539 Dsi 10.539 Dsi 75 Dsi 0.1405 OK +1.20D+0.50L+1.60S+1.60H 13.368 Dsi 13.368 psi 13.368 psi 13.368 psi 13.368 Dsi 75 Dsi 0.1782 OK +1.20D+1.60S+0.50W+1.60H 15.648 Dsi 15.648 Dsi 15.649 Dsi 15.649 psi 15.649 Dsi 75 Dsi 0.2087 OK +1.20D+0.50Lr+0.50L+W+1.60H 9.683 Dsi 9.683 Dsi 9.684 Dsi 9.684 Dsi 9.684 Dsi 75 Dsi 0.1291 OK +1.20D+0.50L+0.50S+W+1.60H 11.281 Dsi 11,281 Dsi 11.281 Dsi 11.281 Dsi 11.281 psi 75 Dsi 0.1504 OK +1.20D+0.50L+0.20S+E+1.60H 5.019 Dsi 5.019 Dsi 5.019 Dsi 5.019 psi 5.019 Dsi 75 Dsi 0.06692 OK +0.90D+W+0.90H 7.334 Dsi 7.334 Dsi 7.334 Dsi 7.334 Dsi 7.334 psi 75 Dsi 0.09779 OK +0.90D+E+0.90H 2.886 psi 2.886 psi 2.886 Dsi 2.886 psi 2.886 Dsi 75 psi 0.03848 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 17.149 psi 150Dsi 0.1143 OK +1.20D+0.50Lr+1.60L+1,60H 2O.371 psi 150osi 0.1358 OK +1.20D+1.60L+0.50S+1.60H 26.722 Dsi 150osi 0,1781 OK +1.20D+1.60Lr+0,50L+1.60H 32.848 Dsi 150osi 0.219 OK +1.20D+1.60Lr+0.50W+1.60H 41.931 Dsi 150Dsi 0.2795 OK +1,20D+0.50L+1.60S+1.60H 53.196 psi 150Dsl 0.3546 OK +1.20D+1.60S+0.50W+1.60H 62.287 Dsi 150osi 0.4152 OK +1.20D+0.50Lr+0.50L+W+1.60H 38.52 psi 150osi 0.2568 OK +1.20D+0.50L+0.50S+W+1.60H 44.88 psi 150psi 0.2992 OK +1.20D+0.50L+0.20S+E+1.60H 19.962 Dsi 1500si 0.1331 OK +0.90D+W+0.90H 29.173 psi 150ps1 0.1945 OK +0,90D+E+0.90H 11.478 Dsi 150Dsi 0.07652 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printeo:27 OFC 2016, �'49PIsi General FootingFile=c::DOCUME-1�ClintonWYDOCu-1tENERCA-117958.ec6 ENERCALC.INC 1983-2015,Build:6.15.12.9,Ver:6.0 25 i:iiASSOCIATES Description: A,M_10 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 3500 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf, = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min,Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 6.50 ft Length parallel to Z-Z Axis = 6.50 ft Footing Thicknes = 16.0 in x Pedestal dimensions... m px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... at Bottom of footing = 30 in �o u Reinforcing 6' W Bars parallel to X-X Axis Number of Bars = 80 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 8.0 _ Reinforcing Bar Siz( _ # 5 B-YS Barn 'Il/�, B-Y5BerY 1..,_ Bandwidth Distribution Check {ACI 15.4.4.21) - - — M.�.„e�•.,=YY.;.�... ,-_�., ,,,. = Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 15.0 14.0 290 240 2.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 150 16.0 330 26.0 40 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. vnobW n oE,:?016 149PI I General Footing He=c:1DOCUME-11CIinlonWYD000-11ENERCA-117958.es6 ENERCALC,INC.19B32015,Build:6.15.12.9,Ver.6.0.25 KW-0008130 Licensee.STRUCTURAL DESIGN ASSOCIATES Description: A,M_10 DESIGN SUMMARY i- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9350 Soil Bearing 2.805 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.640 Overturning-Z-Z 68.60 k-ft 181.085 k-ft +D+0.750L+0.750S+0.450W+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.8471 Z Flexure(+X) 18.254 k-ft 21.549 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.04957 Z Flexure(-X) 1.068 k-ft 21.549 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.4432 X Flexure(+Z) 9.550 k-ft 21.549 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.4432 X Flexure(-Z) 9.550 k-ft 21.549 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.3349 1-way Shear(+X) 25.115 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,3349 1-way Shear(-X) 25.115 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.3349 1-way Shear(+Z) 25.115 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.3349 1-way Shear(-Z) 25.115 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.7328 2-way Punching 109.920 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.5484 0.5484 n/a n/a 0,183 X-X.+D+L+H 3.0 n/a 0.0 0.5484 0.5484 n/a n/a 0.183 X-X,+D+Lr+H 3.0 n/a 0.0 0.8797 0.8797 n/a n/a 0.293 X-X,+D+S+H 3.0 n/a 0.0 1.235 1.235 n/a n/a 0.412 X-X.+D+0,750Lr+0.750L+H 3.0 n/a 0.0 0.7969 0.7969 n/a n/a 0.266 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.063 1.063 n/a n/a 0.354 X-X,+D+0.60W+H 3.0 n/a 0.0 0.8892 0.8892 n/a n/a 0.296 X-X.+D+0.70E+H 3.0 n/a 0.0 0.5815 0.5815 n/a n/a 0.194 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.053 1.053 n/a n/a 0.351 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.319 1.319 n/a n/a 0.440 X-X,+D+0.750L+0.750S+0,5250E+H 3.0 n/a 0.0 1.088 1.088 n/a n/a 0.363 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.6698 0.6698 n/a n/a 0.223 X-X,+0.60D+0.70E+0.60H 3.0 nla 0.0 0.3622 0.3622 n/a n/a 0.121 Z-Z,+D+H 3.0 10.359 nla n/a n/a 0.1187 0.9780 0.326 Z-Z,+D+L+H 3.0 10.359 n/a n/a n/a 0.1187 0.9780 0.326 Z-Z,+D+Lr+H 3.0 13.345 n/a n/a n/a 0.0 1.768 0.589 Z-Z,+D+S+H 3.0 14.722 n/a n/a n/a 0.0 2.621 0.874 Z-Z,+D+0,750Lr+0.750L+H 3.0 12,831 n/a n/a n/a 0.02347 1.570 0,523 Z-Z,+D+0.750L+0.750S+H 3.0 14.159 n/a n/a n/a 0.0 2.206 0.735 Z-Z,+D+0.60W+H 3.0 13.032 n/a n/a n/a 0.01265 1,766 0.589 Z-Z,+D+0.70E+H 3.0 11.592 n/a n/a n/a 0.07162 1,091 0,364 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 13.925 n/a n/a n/a 0.0 2.164 0,721 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 14.774 n/a n/a n/a 0.0 2.805 0.935 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 14.567 n/a n/a n/a 0.0 2.295 0.765 Z-Z,+0.60D+0.60W+0.60H 3.0 13.908 n/a n/a n/a 0.0 1.376 0,459 Z-Z,+0.60D+0.70E+0.60H 3.0 12.339 n/a n/a n/a 0.02414 0.7002 0.233 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X.+D+0,750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Priinted:27OF.r2016, i:49P61 General FootingFile=c:IDOCUME-11ClinlonNYDOCU-11ENERCA-1\7958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9.Ver:6.0.25 KW-06008130ASSOCIATES Description: A,M_10 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+0.750L+0.750S+0,5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0,60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2O.0 k-ft 75.297 k-ft 3.765 OK Z-Z.+D+L+H 2O.0 k-ft 75.297 k-ft 3.765 OK Z-Z,+D+Lr+H 41.333 k-ft 120.797 k-ft 2.923 OK Z-Z.+D+S+H 64.0 k-ft 169.547 k-ft 2.649 OK Z-Z,+D+0.750Lr+0.750L+H 36.0 k-ft 109.422 k-ft 3.040 OK Z-Z,+D+0.750L+0.750S+H 53.0 k-ft 145.985 k-ft 2.754 OK Z-Z,+D+0.60W+H 40.80 k-ft 122.097 k-ft 2.993 OK Z-Z,+D+0.70E+H 23.733 k-ft 79.847 k-ft 3.364 OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 51.60 k-ft 144,522 k-ft 2.801 OK Z-Z,+D+0.750L+0.750S+0.450W+H 68.60 k-ft 181.085 k-ft 2.640 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 55.80 k-ft 149.397 k-ft 2.677 OK Z-Z,+0.60D+0.60W+0.60H 32.80 k-ft 91.978 k-ft 2.804 OK Z-Z,+0.60D+0,70E+0.60H 15.733 k-ft 49.728 k-ft 3.161 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 in12 in12 k-ft X-X.+1.40D+1.60H 2.625 +Z Bottom 0,3456 Min Temp% 0.3815 21.549 OK X-X,+1.40D+1.60H 2.625 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.125 +Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.125 -Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X,+1.20D+1.60L+0.50S+1.60H 4.063 +Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X.+1.20D+1.60L+0.50S+1.60H 4.063 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 5.050 +Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 5.050 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 6.550 +Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 6.550 -Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X,+1.20D+0.50L+1,60S+1.60H 8.050 +Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+0.50L+1.60S+1.60H 8.050 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+1.60S+0.50W+1.60H 9.550 +Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+1.60S+0,50W+1.60H 9.550 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 6.125 +Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 6.125 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 7.063 +Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+0.50L+0,50S+W+1.60H 7.063 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 3.225 +Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 3.225 -Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X,+0.90D+W+0,90H 4.688 +Z Bottom 0,3456 Min Temp% 0.3815 21.549 OK X-X,+0.90D+W+0.90H 4.688 -Z Bottom 0.3456 Min Temp% 0.3815 21,549 OK X-X,+0.90D+E+0.90H 1.938 +Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+0.90D+E+0.90H 1.938 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+1.40D+1.60H 0.4718 -X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.40D+1.60H 4.778 +X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.4591 -X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+0.50Lr+1,60L+1.60H 5.791 +X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.5250 -X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+1.60L-+0.50S+1.60H 7.60 +X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.5870 -X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 9.528 +X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.7740 -X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+1.20D+1.60Lr+0,50W+1,60H 12,383 +X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1,20D+0,50L+1.60S+1.60H 0.8644 -X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 15.384 +X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.068 -X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 18.254 +X Bottom 0.3456 Min Temo% 0,3815 21.549 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.8068 -X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1.60H 11.472 +X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1,20D+0,50L+0.50S+W+1.60H 0.8907 -X Bottom 0,3456 Min Temo% 0.3815 21.549 OK Z-Z.+1,20D+0.50L+0.50S+W+1.60H 13.299 +X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.2925 -X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. 1'nntec:27 DE.0 2C16, i:A9Pf,1 General Footing File=c:IDOCUME-11ClintonWYDOCU-11ENERCA-117958.ec6 111111 ENERCALC,INC.1983-2015,Build:6.15.12.9.Ver.6.0.25 KW-06008130ASSOCIATES ; Description: A,M_10 Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 6.158 +X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+0.90D+W+0,90H 0.6460 -X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z.+0.90D+W+0.90H 8.748 +X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+0.90D+E+0.90H 0.1431 -X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+0.90D+E+0.90H 3.732 +X Bottom 0.3456 Min Temp% 0.3815 21.549 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 6.903 Dsi 6.903 Dsi 6.903 Dsi 6.903 Dsi 6.903 Dsi 75 Dsi 0.09205 OK +1.20D+0.50Lr+1.60L+1.60H 8.218 Dsi 8.218 Dsi 8.218 Dsi 8.218 Dsi 8.218 Dsi 75 Dsi 0.1096 OK +1.20D+1.60L+0.50S+1.60H 10.684 Dsi 10.684 Dsi 10.684 Dsi 10.684 Dsi 10.684 Dsi 75 Dsi 0.1425 OK +1.20D+1.60Lr+0,50L+1.60H 13.281 Dsi 13.281 Dsi 13.281 Dsi 13.281 Dsi 13,281 psi 75 Dsi 0,1771 OK +1.20D+1.60Lr+0.50W+1.60H 17.224 Dsi 17.224 Dsi 17.226 Dsi 17.226 Dsi 17.226 Dsi 75 Dsi 0.2297 OK +1.20D+0.50L+1.60S+1.60H 21.17 psi 21.17 Dsi 21.17 Dsi 21.17 Dsi 21.17 Dsi 75 Dsi 0.2823 OK +1.20D+1,60S+0.50W+1.60H 25.115 Dsi 25.115 Dsi 25.115 Dsi 25.115 Dsi 25.115 Dsi 75 Dsi 0.3349 OK +1.20D+0.50Lr+0.50L+W+1.60H 16.107 Dsi 16.107 Dsi 16.108 psi 16.108 Dsi 16.108 Dsi 75 Dsi 0.2148 OK +1.20D+0.50L+0.50S+W+1.60H 18.573 Dsi 18.573 Dsi 18.573 Dsi 18.573 Dsi 18.573 Dsi 75 Dsi 0.2476 OK +1.20D+0.50L+0.20S+E+1.60H 8,481 Dsi 8.481 Dsi 8.481 Dsi 8.481 Dsi 8.481 Dsi 75 Dsi 0.1131 OK +0.90D+W+0.90H 12.326 Dsi 12.326 Dsi 12.327 Dsi 12.327 psi 12.327 Dsi 75 Dsi 0.1644 OK +0.90D+E+0.90H 5.095 psi 5.095 Dsi 5,095 Dsi 5.095 Dsi 5.095 Dsi 75 Dsi 0.06794 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 30,202 Dsi 150Dsi 0.2013 OK +1.20D+0.50Lr+1.60L+1,60H 35.955 Dsi 150osi 0.2397 OK +1.20D+1.60L+0.50S+1.60H 46.741 Dsi 150Dsi 0.3116 OK +1.20D+1.60Lr+0.50L+1.60H 58.106 psi 150osi 0.3874 OK +1,20D+1.60Lr+0.50W+1.60H 75.367 Dsi 150Dsi 0.5024 OK +1.20D+0.50L+1.60S+1.60H 92.646 Dsi 150osi 0.6176 OK +1.20D+1.60S+0.50W+1.60H 109.92 Dsi 150osi 0.7328 OK +1.20D+0.50Lr+0.50L+W+1,60H 70.474 Dsi 150Dsi 0.4698 OK +1.20D+0.50L+0.50S+W+1.60H 81.267 psi 150Dsi 0.5418 OK +1.20D+0.50L+0.20S+E+1,60H 37.106 Dsi 150osi 0.2474 OK +0.90D+W+0.90H 53.932 Dsi 1501)si 0.3596 OK +0.90D+E+0.90H 22.292 Dsi 150osi 0.1486 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed T NEC,)016. 1:49P.f General FootingFile=c:IDOCUME-11Clinton\MYDOCU-11ENERCA-11795B.ec6 ENERCAM INC 19n2015,Build:6.15.12.9,Ver:6 0 25 i:iV8 cASSOCIATES Description: All Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel°o%Bending Reinf, = Allowable pressure increase per foot of depth = ksf /o Min Allow Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thicknes = 12.0 in Pedestal dimensions... X px:parallel to X-X Axis = in iv pz:parallel to Z-Z Axis = in Height - in a Rebar Centerline to Edge of Concrete... coo at Bottom of footing = 3.0 in u Reinforcing w Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis - Number of Bars = 3.0 : Reinforcing Bar Sizt = # 5 IL L3�850-- J 3_#5 Bandwidth Distribution Check (AC I 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load 2.0 1.0 1.0 1.0 k OB:Overburden = ksf M-xx — -- - - k-ft M-zz = k-ft V-x - 2.0 k V-z - k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Printed:27 DEiC 2016, 1:49Pd General FootingFile=c:IDOCUME-11ClintonWYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:615.12.9,Ver.6.0.25 E.{E: DESIGN ASSOCIATES Description: All DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.5623 Soil Bearing 1.687 ksf 3.0 ksf +D+0.60W+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.790 Overturning-Z-Z 1.20 k-ft 2.148 k-ft +0.60D+0.60W+0,60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05666 Z Flexure(+X) 1.002 k-ft 17.688 k-ft +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.02827 Z Flexure(-X) 0.50 k-ft 17.688 k-ft +1.20D+1.60Lr+0,50L+1.60H PASS 0.03180 X Flexure(+Z) 0.5625 k-ft 17.688 k-ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.03180 X Flexure(-Z) 0.5625 k-ft 17.688 k-ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.03241 1-way Shear(+X) 2.431 psi 75.0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.03704 1-way Shear(-X) 2.778 psi 75.0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.03241 1-way Shear(+Z) 2.431 psi 75.0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.03704 1-way Shear(-Z) 2.778 psi 75.0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.08014 2-way Punching 12.022 psi 150.0 psi +1.20D+1.60Lr+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6450 0.6450 n/a n/a 0.215 X-X,+D+L+H 3.0 n/a 0.0 0.6450 0.6450 n/a n/a 0.215 X-X,+D+Lr+H 3.0 n/a 0.0 0.8950 0.8950 n/a n/a 0.298 X-X,+D+S+H 3.0 n/a 0.0 0.8950 0.8950 n/a n/a 0.298 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0,8325 0.8325 n/a n/a 0,278 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 0.8325 0.8325 n/a n/a 0,278 X-X.+D+0.60W+H 3.0 n/a 0.0 0.7950 0.7950 n/a n/a 0.265 X-X,+D+0.70E+H 3.0 n/a 0.0 0.6450 0.6450 n/a n/a 0.215 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 0.9450 0.9450 n/a n/a 0,315 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 0.9450 0,9450 n/a n/a 0,315 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 0.8325 0.8325 n/a n/a 0.278 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.5370 0.5370 n/a n/a 0.179 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.3870 0.3870 n/a n/a 0,129 Z-Z.+D+H 3.0 0.0 n/a n/a n/a 0.6450 0.6450 0.215 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 0.6450 0.6450 0.215 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 0.8950 0.8950 0.298 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 0.8950 0.8950 0.298 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 0.8325 0.8325 0.278 Z-Z.+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 0.8325 0.8325 0.278 Z-Z,+D+0.60W+H 3.0 4.528 n/a n/a n/a 0.0 1.687 0.562 Z-Z.+D+0.70E+H 3.0 0.0 n/a n/a n/a 0.6450 0.6450 0.215 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 2,857 n/a n/a n/a 0.2813 1.609 0,536 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 2.857 n/a n/a n/a 0.2813 1.609 0.536 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 0.0 n/a n/a n/a 0.8325 0.8325 0.278 Z-Z,+0.60D+0.60W+0.60H 3.0 6.704 n/a n/a nla 0.0 1.602 0,534 Z-Z,+0.60D+0.70E+0.60H 3.0 0.0 n/a n/a n/a 0.3870 0.3870 0.129 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+H None 0.0 k-ft lnfinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X.+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0,450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnled 27 DEC 2016, 1•49PM General FootingFile=c.00CUME-I%ClinionlMYOOCU-11ENERCA-1%7958.eC6 ENERCALC.INC.1983-2015,Build:6.15.12.9, r..60.25 i.0r: ASSOCIATES Description: A11 Overtuming Stability Rotation Axis& Load Combination... Overturning Moment Resisting_Moment Stability Ratio Status X-X.+D+0.750L+0.750S+0,5250E+H None 0.0 k-ft Infinity OK X-X.+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0,60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z,+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z.+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.60W+H 1.20 k-ft 3.180 k-ft 2.650 OK Z-Z.+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 0.90 k-ft 3.780 k-ft 4.20 OK Z-Z,+D+0.750L+0,750S+0.450W+H 0.90 k-ft 3.780 k-ft 4.20 OK Z-Z,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.60W+0.60H 1.20 k-ft 2.148 k-ft 1.790 OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 0.350 +Z Bottom 0.2592 Min Temo% 0.4650 17.688 OK X-X,+1.40D+1.60H 0.350 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.3625 +Z Bottom 0.2592 Min Temo% 0.4650 17.688 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.3625 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.3625 +Z Bottom 0.2592 Min Temo% 0.4650 17.688 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.3625 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.50 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.50 -Z Bottom 0.2592 Min Temo% 0.4650 17.688 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 0.5625 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.5625 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.50 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.50 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.5625 +Z Bottom 0.2592 Min Temo% 0.4650 17.688 OK X-X.+1.20D+1.60S+0.50W+1.60H 0.5625 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.4875 +Z Bottom 0.2592 Min Temo% 0.4650 17.688 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.4875 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.4875 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.4875 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.3250 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.3250 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+0.90D+W+0.90H 0.350 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+0.90D+W+0.90H 0.350 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+0.90D+E+0.90H 0.2250 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+0.90D+E+0.90H 0.2250 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.40D+1.60H 0.350 -X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.40D+1,60H 0.350 +X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.3625 -X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.3625 +X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.3625 -X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.3625 +X Bottom 0.2592 Min Temo% 0.4650 17.688 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.50 -X Bottom 0.2592 Min Temo% 0.4650 17.688 OK Z-Z,+1.20D+1.60Lr+0,50L+1.60H 0.50 +X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 0.3126 -X Bottom 0.2592 Min Temo% 0.4650 17.688 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 0.8124 +X Bottom 0.2592 Min Temo% 0.4650 17.688 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.50 -X Bottom 0.2592 Min Temo% 0.4650 17.688 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.50 +X Bottom 0.2592 Min Temo% 0.4650 17.688 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.3126 -X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0.8124 +X Bottom 0,2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.002456 -X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.002 +X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.002456 -X Bottom 0.2592 Min Temo% 0.4650 17.688 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.002 +X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 0.3250 -X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. _ Pr:nte,':2;OFC 2016 1,4".1 General FootingFile=c:1DOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC INC.1983-2015.Build:6.15.12.9,Ver.6.0.25 4:0-0: tASSOCIATES Description: A11 Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 inA2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.3250 +X Bottom 0.2592 Min Temo% 0.4650 17.688 OK Z-Z,+0.90D+W+0.90H 0.06239 -X Too 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+0.90D+W+0.90H 0.9374 +X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+0,90D+E+0.90H 0.2250 -X Bottom 0,2592 Min Temp% 0.4650 17.688 OK Z-Z,+0.90D+E+0.90H 0.2250 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 1,728 Dsi 1.512 Dsi 1.728 Dsi 1,512 Dsi 1.728 Dsi 75 Dsi 0.02305 OK +1.20D+0.50Lr+1.60L+1.60H 1.79 psi 1.566 psi 1.79 Dsi 1.566 Dsi 1.79 psi 75 Dsi 0.02387 OK +1.20D+1.60L+0.50S+1.60H 1.79 Dsi 1.566 Dsi 1.79 Dsi 1.566 Dsi 1.79 Dsi 75 Dsi 0.02387 OK +1.20D+1.60Lr+0.50L+1.60H 2.469 Dsi 2,16 Dsi 2,469 Dsi 2.16 Dsi 2.469 Dsi 75 Dsi 0.03292 OK +1.20D+1.60Lr+0.50W+1.60H 2.778 Dsi 2.431 Dsi 2.778 Dsi 2.431 Dsi 2.778 Dsi 75 Dsi 0.03704 OK +1.20D+0.50L+1.60S+1.60H 2.469 Dsi 2.16 Dsi 2.469 Dsi 2.16 Dsi 2.469 Dsi 75 Dsi 0.03292 OK +1.20D+1.60S+0.50W+1.60H 2.778 Dsi 2.431 Dsi 2.778 Dsi 2.431 Dsi 2.778 psi 75 Dsi 0.03704 OK +1.20D+0.50Lr+0.50L+W+1.60H 2.407 Dsi 2.106 osi 2.407 Dsi 2.106 Dsi 2.407 Dsi 75 Dsi 0.0321 OK +1,20D+0.50L+0.50S+W+1.60H 2.407 Dsi 2.106 Dsi 2.407 Dsi 2.106 Dsi 2.407 Dsi 75 Dsi 0.0321 OK +1.20D+0.50L+0.20S+E+1.60H 1.605 Dsi 1.404 Dsi 1.605 Dsi 1.404 Dsi 1.605 Dsi 75 Dsi 0.0214 OK +0.90D+W+0.90H 1.728 psi 1.512 Dsi 1.728 Dsi 1.512 Dsi 1.728 Dsi 75 Dsi 0.02305 OK +0.90D+E+0.90H 1.111 Dsi 0.9722psi 1.111 Dsi 0.9722 Dsi 1,111 Dsi 75 Dsi 0.01482 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 7.48 Dsi 150Dsi 0.04987 OK +1.20D+0.50Lr+1.60L+1.60H 7.747 psi 150Dsi 0.05165 OK +1.20D+1.60L+0.50S+1.60H 7.747 psi 150osi 0.05165 OK +1.20D+1.60Lr+0,50L+1.60H 10.686 Dsi 150Dsi 0.07124 OK +1.20D+1.60Lr+0.50W+1.60H 12.022 Dsi 150Dsi 0.08014 OK +1.20D+0.50L+1.60S+1.60H 10.686 Dsi 150Dsi 0.07124 OK +1.20D+1.60S+0.50W+1.60H 12,022 Dsi 1500si 0.08014 OK +1.20D+0.50Lr+0.50L+W+1.60H 10.481 psi 150psi 0.06987 OK +1.20D+0.50L+0.50S+W+1.60H 10.481 psi 150psi 0.06987 OK +1.20D+0.50L+0.20S+E+1.60H 6.946 psi 150Dsi 0.04631 OK +0.90D+W+0.90H 8.03 Dsi 150Dsi 0.05353 OK +0.90D+E+0.90H 4.809 osi 150Dsi 0.03206 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pontea-27 DEC 7010, s'50PH General Footing >�=c:ID000ME-11Clinton\MYDOCU-11ENERCA-117958.ec6 _ ENERCALC,INC-19632015,Build:6 15.12 9,Ver.60.25 t:tt: DESIGN ASSOCIATES Description: 1311 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf, = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes 12.0 in Pedestal dimensions... �� x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in ; 1 Reinforcing 2 w Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Siz( _ # 5 . f., 3-95B, Bandwidth Distribution Check (ACI 15.4.4.2) L IN Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads 0 Lr L S W E H P:Column Load = 2.0 2.0 3.0 4.0 1.0 k OB:Overburden = ksf M-xx = k-ft M-zz V-x = 4.0 k V-z — k Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. ?Doter;:2=DF.0 2016, 50?h1 General FootingFile=c:1DOCUME-11ClinlonWYDOCU-11ENERCA-117958.ec6 ENERCALC INC.1983-2015,BuBd:6.15.12.9.Ver.6.0.25 KW-06008130 DESIGN ASSOCIATES Description: 611 DESIGN SUMMARY i- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.5977 Soil Bearing 1.793 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-i PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.158 Overturning-Z-Z 2.40 k-ft 5,180 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1248 Z Flexure(+X) 1.789 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.06279 Z Flexure(-X) 0.90 k-ft 14.333 k-ft +1,20D+0.50L+1.60S+1.60H PASS 0.08023 X Flexure(+Z) 1.150 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.08023 X Flexure(-Z) 1.150 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.09086 1-way Shear(+X) 6.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,09086 1-way Shear(-X) 6.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.09086 1-way Shear(+Z) 6.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.09086 1-way Shear(-Z) 6.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1723 2-way Punching 25.840 psi 150.0 psi +1,20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.4650 0.4650 n/a n/a 0,155 X-X,+D+L+H 3.0 n/a 0.0 0.4650 0.4650 n/a n/a 0,155 X-X,+D+Lr+H 3.0 n/a 0.0 0.7850 0.7850 n/a n/a 0.262 X-X,+D+S+H 3.0 n/a 0.0 0.9450 0.9450 n/a n/a 0,315 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.7050 0.7050 n/a n/a 0.235 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 0.8250 0.8250 n/a n/a 0,275 X-X,+D+0.60W+H 3.0 n/a 0.0 0.8490 0.8490 n/a n/a 0.283 X-X,+D+0.70E+H 3.0 n/a 0.0 0.5770 0.5770 n/a n/a 0.192 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 0.9930 0,9930 n/a n/a 0.331 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.113 1.113 n/a n/a 0,371 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 0.9090 0.9090 n/a n/a 0.303 X-X,+0,60D+0.60W+0.60H 3.0 n/a 0.0 0.6630 0.6630 n/a n/a 0.221 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.3910 0.3910 n/a n/a 0,130 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 0.4650 0.4650 0,155 Z-Z.+D+L+H 3.0 0.0 n/a n/a n/a 0.4650 0.4650 0.155 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 0,7850 0.7850 0,262 Z-Z.+D+S+H 3.0 0.0 n/a n/a n/a 0.9450 0.9450 0.315 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 0.7050 0.7050 0,235 Z-Z.+D+0.750L+0,750S+H 3.0 0.0 n/a n/a n/a 0.8250 0.8250 0.275 Z-Z,+D+0.60W+H 3.0 5.428 n/a n/a n/a 0.0 1.758 0,586 Z-Z,+D+0.70E+H 3.0 0.0 n/a n/a n/a 0.5770 0.5770 0.192 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 3.480 n/a n/a n/a 0.3133 1.673 0.558 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 3.105 n/a n/a n/a 0.4333 1.793 0,598 Z-Z.+D+0.750L40.750S+0.5250E+H 3.0 0.0 n/a n/a n/a 0.9090 0.9090 0.303 Z-Z,+0.60D+0.60W+0.60H 3.0 6.950 n/a n/a n/a 0.0 1.630 0.543 Z-Z.+0.60D+0.70E+0.60H 3.0 0.0 n/a n/a n/a 0.3910 0.3910 0.130 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X.+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Pi:nlec:27 OF:C?010 i WNI General FootingFile=c:IDOCUME-11ClintoMMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:615.12.9.Ver:6.0.25 KW-060081130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: B11 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0,60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z.+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.60W+H 2.40 k-ft 6.633 k-ft 2.764 OK Z-Z,+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.80 k-ft 7.758 k-ft 4.310 OK Z-Z,+D+0.750L+0.750S+0.450W+H 1.80 k-ft 8.695 k-ft 4.831 OK Z-Z,+D+0.750L+0,750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.60W+0.60H 2.40 k-ft 5.180 k-ft 2.158 OK Z-Z,+0.60D+0.70E+0,60H None 0.0 k-ft Infinity OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in"2 in^2 in^2 k-ft X-X,+1.40D+1.60H 0.350 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.40D+1.60H 0,350 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1,20D+0.50Lr+1.60L+1.60H 0.4250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.4250 -Z Bottom 0,2592 Min Temo% 0.3720 14.333 OK X-X.+1.20D+1,60L+0.50S+1.60H 0,4875 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.4875 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.70 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.70 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1,60Lr+0,50W+1.60H 0.950 +Z Bottom 0,2592 Min Temo% 0.3720 14.333 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 0,950 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1,60H 0,90 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.90 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.150 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1,60S+0.50W+1.60H 1.150 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 0.9250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 0.9250 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.9875 +Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X,+1,20D+0.50L+0.50S+W+1.60H 0.9875 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.50 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.50 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 0.7250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 0.7250 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+0.90D+E+0.90H 0.350 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+0.90D+E+0.90H 0.350 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.350 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.350 +X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+1,20D+0.50Lr+1.60L+1.60H 0.4250 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.4250 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.4875 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.4875 +X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.70 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.70 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.5501 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.350 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.90 -X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.90 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0,50W+1.60H 0.7501 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.550 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0.50Lr+0,50L+W+1.60H 0.130 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1,60H 1.730 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1,20D+0.50L+0.50S+W+1.60H 0.1890 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1,60H 1.789 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.50 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr:nted:27 OEC 2016, 1 KPI.1 General FootingFile=cZXUME-1;ClintonWYDOCU-11ENERCA-117958.ec6 ENERCALC.INC.1983-2015.Buik1:6.15.12.9.Ver.6.0.25 06 t: t DESIGN ASSOCIATES Description: 611 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.50 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+0.90D+W+0.90H 0.02599 -X Top 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0,90H 1.574 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+E+0.901-1 0.350 -X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 0.350 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 2.074 psi 2.074 psi 2,074 psi 2.074 psi 2.074 psi 75 osi 0.02765 OK +1.20D+0.501-r+1.601-+1.60H 2.519 psi 2.519 Dsi 2.519 psi 2.519 psi 2.519 psi 75 psi 0.03358 OK +1.20D+1.60L+0.50S+1.60H 2.889 psi 2.889 Dsi 2.889 psi 2.889 Dsi 2.889 Dsi 75 Dsi 0.03852 OK +1.20D+1.6OLr+0.50L+1.60H 4.148 Dsi 4,148 Dsi 4.148 Dsi 4.148 psi 4.148 Dsi 75 psi 0.05531 OK +1,20D+1.6OLr+0.50W+1.60H 5.63 Dsi 5.63 Dsi 5.63 Dsi 5.63 Dsi 5.63 Dsi 75 Dsi 0.07506 OK +1.20D+0.50L+1.60S+1.60H 5.333 psi 5.333 Dsi 5.333 Dsi 5.333 Dsi 5.333 Dsi 75 Dsi 0.07111 OK +1.20D+1.60S+0,50W+1.60H 6.815 psi 6.815 psi 6.815 psi 6.815 psi 6.815 Dsi 75 Dsi 0.09086 OK +1.20D+0.5OLr+0.50L+W+1,60H 5.481 Dsi 5.481 Dsi 5.481 Dsi 5.481 psi 5.481 Dsi 75 Dsi 0.07309 OK +1.20D+0.5.OL+0.50S+W+1.60H 5,852 Dsi 5.852 Dsi 5.852 Dsi 5.852 Dsi 5.852 Dsi 75 Dsi 0.07803 OK +1.20D+0,50L+0.20S+E+1.60H 2.963 Dsi 2.963 Dsi 2.963 Dsi 2.963 Dsi 2.963 Dsi 75 Dsi 0,03951 OK +0.90D+W+0.90H 4.296 psi 4.296 Dsi 4.296 Dsi 4.296 osi 4.296 Dsi 75 Dsi 0.05728 OK +0.90D+E+0.90H 2.074 Dsi 2.074 osi 2.074 psi 2.074 osi 2.074 osi 75 psi 0.02765 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1,40D+1.60H 7.864 Dsi 150Dsi 0.05243 OK +1.20D+0.5OLr+1.60L+1.60H 9.549 Dsi 150osi 0.06366 OK +1.20D+1.60L+0.50S+1.60H 10.954 Dsi 150Dsi 0.07303 OK +1.20D+1.6OLr+0.50L+1.60H 15.728 psi 150Dsi 0.1049 OK +1.20D+1.6OLr+0.50W+1.60H 21.346 Dsi 150Dsi 0.1423 OK +1.20D+0.50L+1.60S+1.60H 2O.222 Dsi 150psi 0.1348 OK +1.20D+1.60S+0.50W+1.60H 25.84 psi 150osi 0.1723 OK +1.20D+0,5OLr+0.50L+W+1.60H 2O.796 psi 150Dsi 0.1386 OK +1.20D+0.50L+0.50S+W+1.60H 22.191 Dsi 150osi 0.1479 OK +1.20D+0.50L+0.20S+E+1.60H 11.235 psi 150osi 0.0749 OK +0.90D+W+0.90H 16.444 psi 150osi 0.1096 OK +0.90D+E+0.90H 7.864 osi 150osi 0.05243 OK Title Block Line 1 Project Title: You can change this area Engineer; Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Printed 27 ll8;2610, i b�PFA General Footin lile=c,1DOCUME-I*nlonWYD000-1�NERCA-117958.ec6 g ENERCALC,INC.1983-2015,Build:6.15.12.9.Ver:6.0 25 1 it 1ASSOCIATES Description; D11 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1-0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis — 2.50 ft Z Footing Thicknes = 12.0 in Pedestal dimensions.., x px;parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in •o I I Reinforcing 2 W Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 '` Reinforcing Bar Siz1 = # 5 ..s... BandMdth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 3.0 3.0 5.0 6.0 1 0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 50 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?nnted:27 DEC 2016, 1.60PM General Footing File=c:OOCUME-1tointonlMYDOCU-1lENERCA-117W.ec6 g ENERCALC,INC.19632015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: D11 DESIGN SUMMARY •- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8357 Soil Bearing 2.507 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.477 Overturning-Z-Z 3.0 k-ft 7,430 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1753 Z Flexure(+X) 2.512 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.1012 Z Flexure(-X) 1.450 k-ft 14.333 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1273 X Flexure(+Z) 1.825 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1273 X Flexure(-Z) 1.825 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1442 1-way Shear(+X) 10.815 psi 75.0 psi +1.20D+1,60S+0.50W+1.60H PASS 0.1442 1-way Shear(-X) 10.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1442 1-way Shear(+Z) 10.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1442 1-way Shear(-Z) 10.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2734 2-way Punching 41,006 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6250 0.6250 n/a n/a 0.208 X-X,+D+L+H 3.0 n/a 0.0 0.6250 0.6250 n/a n/a 0,208 X-X,+D+Lr+H 3.0 n/a 0.0 1.105 1.105 n/a n/a 0,368 X-X,+D+S+H 3.0 n/a 0.0 1.425 1.425 n/a n/a 0A75 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.9850 0.9850 n/a n/a 0.328 X-X.+D+0.750L+0.750S+H 3.0 n/a 0.0 1.225 1.225 n/a n/a 0,408 X-X,+D+0.60W+H 3.0 n/a 0.0 1.201 1.201 n/a n/a 0,400 X-X,+D+0.70E+H 3.0 n/a 0.0 0.7370 0.7370 n/a n/a 0.246 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.417 1.417 n/a n/a 0.472 X-X,+D+0.750L+0.750S+0A50W+H 3.0 n/a 0.0 1.657 1.657 n/a n/a 0.552 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.309 1.309 n/a n/a 0,436 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.9510 0.9510 n/a n/a 0.317 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.4870 0.4870 n/a n/a 0,162 Z-Z+D+H 3.0 0.0 n/a n/a n/a 0.6250 0,6250 0,208 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 0.6250 0.6250 0.208 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 1.105 1.105 0,368 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 1,425 1.425 0.475 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 0.9850 0.9850 0,328 Z-Z.+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 1.225 1.225 0.408 Z-Z,+D+0.60W+H 3.0 4.796 n/a n/a n/a 0.06820 2.334 0.778 Z-Z,+D+0.70E+H 3.0 0.0 n/a n/a n/a 0.7370 0.7370 0,246 Z-Z,+D+0.750Lr+0.750L+0,450W+H 3.0 3.049 n/a n/a n/a 0.5674 2.267 0.756 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 2.607 n/a n/a n/a 0.8074 2.507 0.836 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 0.0 n/a n/a n/a 1.309 1.309 0.436 Z-Z.+0.60D+0.60W+0.60H 3.0 6.057 n/a n/a n/a 0.0 2.107 0,702 Z-Z,+0.60D+0.70E+0.60H 3.0 0.0 n/a n/a n/a 0.4870 0.4870 0,162 Overturning Stability Rotation Axis& - Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pnnted:27 OFt.2016, Y50Ptv1 General FootingFile= 1DOCUME-11CIIntonWMOCU-IIEr1ERCA-1V958.ec6 ENERCALC.INC 1983-2015,Build:6.15.12.9,Ver.6.0.25 i.r0: ASSOCIATES Description: D11 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X.+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z,+D+Lr+H None 0.0 k-ft Infinity OK Z-Z.+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z.+D+0.60W+H 3.0 k-ft 9.383 k-ft 3.128 OK Z-Z,+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 2.250 k-ft 11.070 k-ft 4.920 OK Z-Z,+D+0.750L+0.750S+0.450W+H 2.250 k-ft 12.945 k-ft 5.753 OK Z-Z,+D+0.750L+0.750S+0,5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.60W+0.60H 3.0 k-ft 7.430 k-ft 2,477 OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X.+1.40D+1,60H 0.5250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.40D+1.60H 0.5250 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6375 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6375 -Z Bottom 0,2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.7625 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.7625 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.050 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.050 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1,60H 1.425 +Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 1.425 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1,60H 1.450 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+0.50L+1.60S+1.60H 1,450 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.825 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.825 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 1.388 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0,50Lr+0.50L+W+1.60H 1.388 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.513 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.513 -Z Bottom 0.2592 Min Temp% 0,3720 14,333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.70 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1,20D+0.50L+0.20S+E+1.60H 0.70 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 1.088 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 1.088 -Z Bottom 0.2592 Min Temp% 0,3720 14,333 OK X-X,+0.90D+E+0,90H 0.4625 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+0.90D+E+0.90H 0.4625 -Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+1,40D+1.60H 0.5250 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.5250 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6375 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0.50Lr+1,60L+1.60H 0.6375 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.7625 -X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.7625 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.050 -X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.050 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1,60Lr+0.50W+1.60H 0.9251 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.925 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.450 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.450 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.325 -X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+1.60S+0.50W+1,60H 2.325 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0,3878 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1.60H 2,387 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.5128 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 2.512 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.70 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the'Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. _ Prntac: 7Ct General Footin File=c:IDOCUME-11ClintonlMYDOCU-iIENERCA-117958.ecfi g ENERCALC,INC.19832015,Build:6.15.12 9,Verfi.0.25 �.��: • • • Description: D11 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-fl Side?- Bot or Top? in12 inA2 in12 k-ft Z-Z.+1.20D+0.50L+0,20S+E+1.60H 0.70 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0,90H 0.1098 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 2.109 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+E+0,90H 0.4625 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 0.4625 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 3.111 osi 3.111 Dsi 3.111 Dsi 3.111 Dsi 3.111 Dsi 75 Dsi 0.04148 OK +1.20D+0.50Lr+1.60L+1.60H 3.778 Dsi 3.778 Dsi 3.778 psi 3.778 Dsi 3,778 Dsi 75 Dsi 0.05037 OK +1.20D+1.60L+0,50S+1.60H 4.519 Dsi 4.519 Dsi 4.519 Dsi 4.519 Dsi 4.519 Dsi 75 Dsi 0.06025 OK +1.20D+1.60Lr+0.50L+1.60H 6.222 Dsi 6.222 psi 6.222 Dsi 6.222 psi 6.222 Dsi 75 Dsi 0.08296 OK +1.20D+1.60Lr+0.50W+1.60H 8.444 Dsi 8.444 Dsi 8.444 Dsi 8.444 Dsi 8.444 Dsi 75 Dsi 0.1126 OK +1.20D+0.50L+1.60S+1.60H 8.593 Dsi 8.593 Dsi 8.593 Dsi 8.593 Dsi 8.593 Dsi 75 Dsi 0.1146 OK +1.20D+1.60S+0.50W+1.60H 10.815 Dsi 10.815 Dsi 10.815 Dsi 10.815 psi 10.815 Dsi 75 Dsi 0.1442 OK +1.20D+0.50Lr+0.50L+W+1.60H 8.222 Dsi 8.222 Dsi 8.222 Dsi 8.222 Dsi 8.222 Dsi 75 Dsi 0.1096 OK +1.20D+0.50L+0.50S+W+1,60H 8.963 Dsi 8.963 Dsi 8.963 Dsi 8.963 Dsi 8.963 Dsi 75 Dsi 0.1195 OK +1.20D+0.50L+0.20S+E+1.60H 4.148 psi 4.148 Dsi 4.148 Dsi 4.148 Dsi 4.148 Dsi 75 Dsi 0.05531 OK +0.90D+W+0.90H 6.444 Dsi 6.444 Dsi 6.444 Dsi 6.444 psi 6.444 Dsi 75 Dsi 0.08593 OK +0.90D+E+0.90H 2.741 Dsi 2.741 Dsi 2.741 Dsi 2.741 psi 2.741 psi 75 psi 0.03654 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 11,796 Ni 150Dsi 0.07864 OK +1.20D+0.50Lr+1,60L+1.60H 14.324 Dsi 150osi 0.09549 OK +1.20D+1.60L+0.50S+1.60H 17.133 Dsi 150osi 0.1142 OK +120D+1.60Lr+0.50L+1.60H 23.593 Dsi 150osi 0.1573 OK +120D+1.60Lr+0.50W+1.60H 32.019 Dsi 150Dsi 0.2135 OK +1.20D+0.50L+1.60S+1.60H 32.58 Dsi 150psi 0.2172 OK +1.20D+1.60S+0.50W+1.60H 41.006 Dsi 150osi 0.2734 OK +120D+0.50Lr+0.50L+W+1.60H 31.176 Dsi 150psi 0.2078 OK +120D+0.50L+0.50S+W+1.60H 33.985 Dsi 150osi 0.2266 OK +120D+0.50L+020S+E+1.60H 15,728 Dsi 150osi 0.1049 OK +0.90D+W+0,90H 24.494 psi 150psi 0.1633 OK +0.90D+E+0.90H 10.392 Dsi 150Dsi 0.06928 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 OEC:2016, t50PM General botin FHe=c:OMUME-lWJintontMYDOCU-11ENERCA-1v958.wB _ 9 ENERCALC,INC 1983-2015,Build:615.12.9,Ver.6.0.25 KW-06008130 DESIGN ASSOCIATES Description: F11 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface - ft Min Steel%Bending Reinf, = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. - 0.00180 when footing base is below - ft Min,Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 12.0 in Pedestal dimensions... X px:parallel to X-X Axis = in iv pz:parallel to Z-Z Axis = in Height = in m Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Zp _. ? u Reinforcing 2 ° Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = ## 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar SizE _ # 5 3.A5 � s...■.. Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 2.0 2.0 30 4.0 1.0 k OB:Overburden = ksf_ M-xx = - --- -- — k-ft M-zz = k-ft V-x = — - - - 5,0 - - - k — V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID- using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 DEt;?016,?50PP1 General FootingFile=c:IDOCUME-11ClintonlMYDOCU-11ENERCA-11795B.ec6 ENERCALC,INC.1983-2015.Build:6.15.12.9.Ver.6.0.25 :i0: ASSOCIATES Description: F11 DESIGN SUMMARY i- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6910 Soil Bearing 2.073 ksf 3.0 ksf +0.60D+0.60W+0.60H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.727 Overturning-Z-Z 3.0 k-ft 5.180 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1411 Z Flexure(+X) 2.023 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.06279 Z Flexure(-X) 0.90 k-ft 14.333 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.08023 X Flexure(+Z) 1.150 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1,60H PASS 0.08023 X Flexure(-Z) 1.150 k-ft 14.333 k-ft +1.20D+1.60S+0,50W+1,60H PASS 0.09086 1-way Shear(+X) 6.815 psi 75,0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.09086 1-way Shear(-X) 6.815 psi 75.0 psi +1.20D+1.60S+0.50W+1,60H PASS 0.09086 1-way Shear(+Z) 6.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.09086 1-way Shear(-Z) 6.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1723 2-way Punching 25.840 psi 150.0 psi +1.20D+1.60S+0,50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 3.0 n/a 0.0 0.4650 0.4650 n/a n/a 0,155 X-X,+D+L+H 3.0 n/a 0.0 0.4650 0.4650 n/a n/a 0,155 X-X,+D+Lr+H 3.0 n/a 0.0 0.7850 0.7850 n/a n/a 0.262 X-X.+D+S+H 3.0 n/a 0.0 0.9450 0,9450 n/a n/a 0.315 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0,7050 0.7050 n/a n/a 0,235 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 0.8250 0.8250 n/a n/a 0.275 X-X,+D+0.60W+H 3.0 n/a 0.0 0.8490 0,8490 n/a n/a 0.283 X-X,+D+0,70E+H 3.0 n/a 0.0 0.5770 0.5770 n/a n/a 0.192 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 0.9930 0.9930 n/a n/a 0.331 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.113 1.113 n/a n/a 0.371 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 0.9090 0.9090 n/a n/a 0,303 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.6630 0.6630 n/a n/a 0.221 X-X.+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.3910 0.3910 n/a n/a 0.130 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 0.4650 0.4650 0,155 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 0.4650 0.4650 0.155 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 0.7850 0.7850 0.262 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 0.9450 0.9450 0.315 Z-Z.+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 0.7050 0.7050 0.235 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 0.8250 0.8250 0.275 Z-Z,+D+0.60W+H 3.0 6,784 n/a n/a n/a 0.0 2.046 0.682 Z-Z.+D+0.70E+H 3.0 0.0 n/a n/a n/a 0.5770 0.5770 0,192 Z-Z.+D+0.750Lr+0.750L+0,450W+H 3.0 4.350 n/a n/a n/a 0.1434 1.843 0,614 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 3.881 n/a n/a n/a 0,2634 1.963 0.654 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 0.0 n/a n/a n/a 0.9090 0.9090 0.303 Z-Z.+0.60D+0.60W+0.60H 3.0 8,688 n/a n/a n/a 0.0 2.073 0,691 Z-Z,+0,60D+0.70E+0.60H 3.0 0.0 n/a n/a n/a 0.3910 0.3910 0.130 Overtuming Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+11 None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnh�d:2=OKI20P General Footing File=c:IDOCUME-11Clinton\MYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06009130ASSOCIATES , Description: 1`11 Overtuming Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X.+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z,+D+Lr+H None 0.0 k-ft Infinity OK Z-Z.+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z.+D+0.60W+H 3.0 k-ft 6.633 k-ft 2.211 OK Z-Z.+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0,750L+0.450W+H 2.250 k-ft 7.758 k-ft 3.448 OK Z-Z,+D+0.750L+0.750S+0.450W+H 2.250 k-ft 8,695 k-ft 3.865 OK Z-Z,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.60W+0.60H 3.0 k-ft 5.180 k-ft 1.727 OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in^2 in"2 inA2 k-ft X-X,+1.40D+1.60H 0.350 +Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X.+1.40D+1.60H 0.350 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0,4250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+0.50Lr+1.60L+1,60H 0.4250 -Z Bottom 0.2592 Min TemD% 0,3720 14,333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.4875 +Z Bottom 0.2592 Min Temo% 0.3720 14,333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.4875 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.70 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.70 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.950 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1,60H 0.950 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1,20D+0.50L+1.60S+1.60H 0.90 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.90 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.150 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.150 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 0.9250 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 0.9250 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.9875 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 0.9875 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.50 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.50 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 0,7250 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X.+0.90D+W+0,90H 0.7250 -Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X.+0.90D+E+0.90H 0.350 +Z Bottom 0,2592 Min Temo% 0.3720 14.333 OK X-X,+0.90D+E+0.90H 0.350 -Z Bottom 0,2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.40D+1.60H 0.350 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.350 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.4250 -X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.4250 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.4875 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1,20D+1.60L+0.50S+1.60H 0.4875 +X Bottom 0.2592 Min Temo% 0,3720 14.333 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 0.70 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.70 +X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4501 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.450 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1,60H 0.90 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.90 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.6501 -X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.650 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.02271 -X Top 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.977 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0,50S+W+1.60H 0.02306 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.023 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.50 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 OE C 2C1 General FootingFile=c:IDOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 111111 ENERCALC,INC.1983-2015,Build:6 15 12.9.Ver.6.0.25 KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: F11 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 in^2 inA2 k-ft Z-Z.+1.20D+0.50L+0.20S+E+1.60H 0.50 +X Bottom 0,2592 Min TemD% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 0.09690 -X Too 0.2592 Min Temp% 0,3720 14.333 OK Z-Z.+0.90D+W+0.90H 1.903 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 0.350 -X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+0.90D+E+0.90H 0.350 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 2.074 psi 2.074 osi 2,074 Dsi 2.074 psi 2.074 Dsi 75 psi 0.02765 OK +1.20D+0.50Lr+1.60L+1.60H 2.519 Dsi 2.519 psi 2.519 psi 2.519 Dsi 2.519 Dsi 75 Dsi 0.03358 OK +1.20D+1.60L+0.50S+1.60H 2.889 Dsi 2.889 psi 2.889 Dsi 2.889 Dsi 2.889 Dsi 75 Dsi 0.03852 OK +1.20D+1.60Lr+0.50L+1.60H 4.148 Dsi 4.148 Dsi 4.148 osi 4.148 Dsi 4.148 Dsi 75 psi 0.05531 .OK +1.20D+1,60Lr+0.50W+1.60H 5.63 osi 5.63 psi 5.63 osi 5.63 osi 5.63 Dsi 75 osi 0.07506 OK +1.20D+0.50L+1.60S+1.60H 5.333 Dsi 5.333 Dsi 5.333 osi 5.333 Dsi 5.333 Dsi 75 Dsi 0.07111 OK +1.20D+1.60S+0.50W+1.60H 6.815 osi 6.815 osi 6.815 osi 6.815 osi 6.815 Dsi 75 Dsi 0.09086 OK +1.20D+0.50Lr+0.50L+W+1.60H 5.481 Dsi 5.481 Dsi 5.481 Dsi 5.481 Dsi 5.481 Dsi 75 Dsi 0.07309 OK +1.20D+0.50L+0.50S+W+1.60H 5.852 osi 5.852 osi 5.852 Dsi 5.852 osi 5.852 osi 75 Dsi 0.07803 OK +1.20D+0.50L+0.20S+E+1.60H 2.963 Dsi 2.963 Dsi 2.963 osi 2.963 psi 2.963 psi 75 osi 0.03951 OK +0.90D+W+0.90H 4.296 Dsi 4.296 osi 4.296 osi 4.296 Dsi 4.296 osi 75 psi 0.05728 OK +0.90D+E+0.90H 2.074 Dsi 2.074 psi 2.074 osi 2.074 Dsi 2.074 Dsi 75 Dsi 0.02765 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 7.864 Dsi 150psi 0.05243 OK +1.20D+0.50Lr+1.60L+1.60H 9.549 psi 150psi 0.06366 OK +1.20D+1.60L+0.50S+1.60H 10,954 osi 150psi 0.07303 OK +1.20D+1.60Lr+0.50L+1.60H 15.728 osi 150osi 0.1049 OK +1.20D+1,60Lr+0.50W+1.60H 21.346 psi 150osi 0.1423 OK +1.20D+0.50L+1.60S+1.60H 2O.222 Dsi 150osi 0.1348 OK +1.20D+1.60S+0.50W+1.60H 25.84 psi 150osi 0.1723 OK +1.20D+0.50Lr+0.50L+W+1.60H 2O.942 Dsi 150osi 0.1396 OK +1.20D+0.50L+0,50S+W+1.60H 22.289 osi 150Dsi 0.1486 OK +1,20D+0,50L+0.20S+E+1.60H 11.235 Dsi 150Dsi 0.0749 OK +0.90D+W+0.90H 17.097 Dsi 150osi 0.114 OK +0.90D+E+0.90H 7.864 psi 150osi 0.05243 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printer:27 DEC 2016 1 510kl General FootingAM=wDOCUME-IlOnbnWYDOCU-11ENERCA-117959.ec6 ENERCALC,INC 1983-2015,Build:6.15.12.9,Ver.6.0.25 Lic.#:KW-MOOB130 DESIGN ASSOCIATES Description: H11 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 12.0 in Pedestal dimensions.,, X px:parallel to X-X Axis = in N pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... � at Bottom of footing = 3.0 in .p n Reinforcing 2 ° W Bars parallel to X-X Axis Number of Bars = 30 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Siz( _ # 5 3-W50- 3-05B. Bandwidth Distribution Check (ACI 15.4.4.2) I� - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 3.0 3.0 5.0 6.0 3.0 k OB:Overburden = _ksf M-xx = - - - k-ft M-zz = k-ft V-x = 5.0 4.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?r:nled:27 DEC 2016, i 510M rGeneral Footing File=c:1DOCUME-11ClintonWYDOCU-11ENERCA-117958.ec6 1111111 ENERCALC,INC.1983-2015.Build:6.15.12.9.Ver.6.0.25 i.i0: ASSOCIATES Description: H11 DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8357 Soil Bearing 2.507 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-Z' PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.984 Overturning-Z-Z 2.80 k-ft 5.555 k-ft +0.60D+0.70E+0,60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1753 Z Flexure(+X) 2.512 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.1012 Z Flexure(-X) 1.450 k-ft 14.333 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1273 X Flexure(+Z) 1.825 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1273 X Flexure(-Z) 1.825 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1442 1-way Shear(+X) 10.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1442 1-way Shear(-X) 10.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,1442 1-way Shear(+Z) 10.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1442 1-way Shear(-Z) 10.815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2734 2-way Punching 41.006 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearina Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6250 0,6250 n/a n/a 0.208 X-X,+D+L+H 3.0 n/a 0.0 0.6250 0.6250 n/a n/a 0.208 X-X.+D+Lr+H 3.0 n/a 0.0 1.105 1.105 n/a n/a 0.368 X-X,+D+S+H 3.0 n/a 0.0 1.425 1.425 n/a n/a 0A75 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.9850 0,9850 n/a n/a 0.328 X-X.+D+0.750L+0.750S+H 3.0 n/a 0.0 1.225 1,225 n/a n/a 0.408 X-X,+D+0.60W+H 3.0 n/a 0.0 1.201 1.201 n/a n/a 0.400 X-X,+D+0.70E+H 3.0 n/a 0.0 0.9610 0.9610 n/a n/a 0.320 X-X,+D+0.750Lr+0.750L+0,450W+H 3.0 n/a 0.0 1.417 1.417 n/a n/a 0.472 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.657 1.657 n/a n/a 0,552 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.477 1.477 n/a n/a 0.492 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.9510 0.9510 n/a n/a 0,317 X-X,+0.60D+0.70E+0.60H 3.0 nla 0.0 0,7110 0.7110 n/a n/a 0,237 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 0.6250 0,6250 0.208 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 0,6250 0.6250 0.208 Z-Z.+D+Lr+H 3.0 0.0 n/a n/a n/a 1.105 1.105 0.368 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 1.425 1.425 0.475 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 0.9850 0.9850 0,328 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 1.225 1.225 0.408 Z-Z,+D+0.60W+H 3.0 4.796 n/a n/a n/a 0.06820 2.334 0.778 Z-Z,+D+0.70E+H 3.0 5.594 n/a n/a n/a 0,0 2.025 0,675 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 3.049 n/a n/a n/a 0.5674 2.267 0.756 Z-Z.+D+0.750L+0.750S+0.450W+H 3.0 2.607 n/a n/a n/a 0.8074 2.507 0.836 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 2.730 n/a n/a n/a 0.6840 2.270 0.757 Z-Z.+0.60D+0.60W+0.60H 3.0 6.057 n/a n/a n/a 0.0 2.107 0.702 Z-Z,+0.60D+0,70E+0.60H 3.0 7.561 n/a n/a n/a 0.0 1.890 0.630 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0,750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+H None 0.0 k-ft Infinity OK X-X.+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?rnte4:27 DEC 2016, PSTPLI General Footing File=c:woCUME-IkClmMnIMYDOCU-11ENERCA-117M.ec6 ENERCALC INC.19n2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 Licenses:STRUCTURAL DESIGN ASSOCIATES , Description: H11 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0,750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z.+D+L+H None 0.0 k-ft Infinity OK Z-Z.+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z.+D+0.60W+H 3.0 k-ft 9.383 k-ft 3.128 OK Z-Z.+D+0.70E+H 2.80 k-ft 7.508 k-ft 2.681 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.250 k-ft 11.070 k-ft 4.920 OK Z-Z.+D+0.750L+0.750S+0.450W+H 2.250 k-ft 12,945 k-ft 5.753 OK Z-Z.+D+0.750L+0.750S+0.5250E+H 2.10 k-ft 11.539 k-ft 5.495 OK Z-Z,+0.60D+0.60W+0.60H 3.0 k-ft 7.430 k-ft 2.477 OK Z-Z,+0.60D+0.70E+0.60H 2.80 k-ft 5.555 k-ft 1.984 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 in^2 k-ft X-X,+1,40D+1.60H 0.5250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.40D+1.60H 0.5250 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.6375 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6375 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.7625 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0,7625 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 1.050 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.050 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.425 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.425 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.450 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X.+1.20D+0.50L+1.60S+1.60H 1.450 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.825 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.825 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.388 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X.+1.20D+0.50Lr+0.50L+W+1,60H 1.388 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.513 +Z Bottom 0.2592 Min TemD% 0.3720 14,333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.513 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.950 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.950 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 1.088 +Z Bottom 0.2592 Min TemD% 0,3720 14.333 OK X-X+0.90D+W+0.90H 1.088 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+0.90D+E+0.90H 0.7125 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+0.90D+E+0.90H 0.7125 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.5250 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.5250 +X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.6375 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1,20D+0.50Lr+1,60L+1.60H 0.6375 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.7625 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60L+0.50S+1,60H 0.7625 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 1.050 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1,20D+1.60Lr+0.50L+1.60H 1.050 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.9251 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.925 +X Bottom 0,2592 Min TemD% 0.3720 14,333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.450 -X Bottom 0.2592 Min TemD% 0,3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.450 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.325 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0,50W+1.60H 2.325 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.501-+W+1.60H 0.3878 -X Bottom 0.2592 Min TemD% 0.3720 14,333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 2,387 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.5128 -X Bottom 0,2592 Min TemD% 0.3720 14.333 OK Z-Z.+1.20D+0.50L+0,50S+W+1.60H 2.512 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 0.1533 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings'menu item Project Descr and then using the'Printing& Title Block"selection. ?rntac:27DF.;:?C1n I'SIfMI General FootingFile=c:IDOCUME-11ClintonNYDOCU-11ENERCA-117958.ec6 111111 ENERCALC.INC.1983.2015.Build:6.15.12.9,Ver.6.0.25 KW-06008130ASSOCIATES Description: H11 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 in"2 in^2 k-ft Z-Z.+1.20D+0.50L+0.20S+E+1.60H 1.753 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 0.1098 -X Bottom 0.2592 Min TemD% 0.3720 14,333 OK Z-Z,+0.90D+W+0,90H 2.109 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 0.03380 -X Too 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 1.566 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 3.111 psi 3.111 osi 3.111 osi 3.111 osi 3.111 psi 75 psi 0.04148 OK +1.20D+0.50Lr+1.60L+1.60H 3.778 psi 3.778 psi 3.778 psi 3.778 psi 3.778 osi 75 psi 0.05037 OK +1.20D+1.60L+0.50S+1.60H 4.519 osi 4.519 osi 4.519 osi 4.519 osi 4.519 psi 75 psi 0.06025 OK +1.20D+1.60Lr+0.50L+1.60H 6.222 Dsi 6.222 psi 6.222 psi 6.222 osi 6.222 Dsi 75 osi 0.08296 OK +1.20D+1.60Lr+0.50W+1.60H 8.444 Dsi 8.444 Dsi 8.444 Dsi 8.444 osi 8.444 Dsi 75 Dsi 0.1126 OK +1.20D+0.50L+1,60S+1.60H 8.593 Dsi 8.593 Dsi 8.593 Dsi 8.593 osi 8.593 Dsi 75 osi 0.1146 OK +1.20D+1.60S+0.50W+1.60H 10.815 osi 10.815 psi 10.815 Dsi 10.815 Dsi 10.815 psi 75 Dsi 0.1442 OK +1.20D+0.50Lr+0.50L+W+1.60H 8.222 osi 8.222 osi 8.222 osi 8.222 osi 8.222 osi 75 osi 0.1096 OK +1.20D+0,50L+0.50S+W+1.60H 8.963 psi 8.963 psi 8.963 psi 8.963 psi 8.963 osi 75 psi 0.1195 OK +1.20D+0.50L+0.20S+E+1.60H 5.63 osi 5.63 osi 5.63 osi 5.63 osi 5.63 Dsi 75 osi 0.07506 OK +0.90D+W+0,90H 6.444 osi 6.444 Dsi 6.444 Dsi 6.444 Dsi 6.444 Dsi 75 osi 0.08593 OK +0.90D+E+0.90H 4.222 Dsi 4.222 Dsi 4,222 osi 4.222 psi 4.222 Dsi 75 psi 0.0563 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 11.796 psi 150Dsi 0,07864 OK +1.20D+0.50Lr+1.60L+1.60H 14.324 psi 150osi 0.09549 OK +1.20D+1.60L+0.50S+1.60H 17.133 psi 150osi 0.1142 OK +1.20D+1.60Lr+0.50L+1.60H 23.593 psi 150osi 0.1573 OK +1.20D+1.60Lr+0.50W+1.60H 32.019 Dsi 150Dsi 0.2135 OK +1.20D+0.50L+1.60S+1.60H 32.58 osi 150psi 0.2172 OK +1.20D+1.60S+0.50W+1.60H 41.006 psi 150osi 0.2734 OK +1.20D+0.50Lr+0.50L+W+1.60H 31.176 osi 150osi 0.2078 OK +1.20D+0.50L+0.50S+W+1.60H 33.985 osi 150Dsi 0.2266 OK +1.20D+0.50L+0.20S+E+1.60H 21.353 osi 150osi 0.1424 OK +0.90D+W+0.90H 24.494 Dsi 150Dsi 0.1633 OK +0.90D+E+0.90H 16.183 osi 150osi 0.1079 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. General FootingFile=c:EMUME-1tGinionVAYD000-NENERCA-117M.ec6 ENERCALC,INC.1983-2015,Build:615-12.9,Ver.6.0.25 KW-06008130 DESIGN ASSOCIATES Description: K11 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 30 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2 50 ft Z Footing Thicknes = 12.0 in Pedestal dimensions... X px:parallel to X-X Axis = in iv pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in �o .rn u Reinforcing 2 w Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3 r Reinforcing Bar Sizf = # 5 3 osea �•xsa Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H_ P:Column Load = 2.0 2.0 3.0 5.0 4.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 4.0 40 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. _ Pnnitm:27OEs,2G1G, i:SPPNI [General Footing File=c:OXUME-1tClinlonWYDOCU-11ENERCA-1V958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130ASSOCIATES Description: K11 DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6620 Soil Bearing 1.986 ksf 3.0 ksf +D+0.70E+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.028 Overturning-Z-Z 2.80 k-ft 5.680 k-ft +0.60D+0,70E+0.60H FAIL 0.6491 Sliding-X-X 2.80 k 1.818 k +0.60D+0.70E+0.60H PASS nla Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1334 Z Flexure(+X) 1.912 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.06279 Z Flexure(-X) 0.90 k-ft 14.333 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.08459 X Flexure(+Z) 1.213 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.08459 X Flexure(-Z) 1.213 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0,09580 1-way Shear(+X) 7.185 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.09580 1-way Shear(-X) 7,185 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.09580 1-way Shear(+Z) 7.185 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.09580 1-way Shear(-Z) 7.185 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1816 2-way Punching 27.244 psi 150.0 psi +1,20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 3.0 n/a 0.0 0.4650 0.4650 n/a n/a 0.155 X-X,+D+L+H 3.0 n/a 0.0 0.4650 0.4650 n/a n/a 0.155 X-X,+D+Lr+H 3.0 n/a 0.0 0.7850 0.7850 n/a n/a 0.262 X-X,+D+S+H 3.0 n/a 0.0 0.9450 0.9450 n/a n/a 0.315 X-X.+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.7050 0.7050 n/a n/a 0,235 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 0.8250 0.8250 n/a n/a 0,275 X-X.+D+0.60W+H 3.0 n/a 0.0 0.9450 0.9450 n/a n/a 0.315 X-X,+D+0.70E+H 3.0 n/a 0.0 0.9130 0.9130 n/a n/a 0.304 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.065 1.065 n/a n/a 0.855 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.185 1.185 n/a n/a 0.395 X-X,+D+0.750L+0,750S+0.5250E+H 3.0 n/a 0.0 1.161 1.161 n/a n/a 0.387 X-X.+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.7590 0.7590 n/a n/a 0.253 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.7270 0.7270 n/a n/a 0,242 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 0,4650 0.4650 0,155 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 0.4650 0.4650 0.155 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 0.7850 0.7850 0,262 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 0.9450 0.9450 0.315 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 0.7050 0.7050 0.235 Z-Z.+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 0.8250 0.8250 0.275 Z-Z,+D+0,60W+H 3.0 4.876 n/a n/a n/a 0,03876 1.851 0,617 Z-Z,+D+0.70E+H 3.0 5.888 n/a n/a n/a 0.0 1.986 0.662 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 3.245 n/a n/a n/a 0.3853 1,745 0,582 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 2.916 n/a n/a n/a 0.5053 1.865 0.622 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 3.473 n/a n/a n/a 0.3680 1.954 0.651 Z-Z,+0.60D+0.60W+0.60H 3.0 6.071 n/a n/a n/a 0.0 1,684 0,561 Z-Z,+0.60D+0.70E+0.60H 3.0 7.395 n/a n/a n/a 00 1.891 0.630 Overturning Stability Rotation Axis& Load Combination... Overtuming Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0,0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinitv OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. [Gen@�a� Footing File=c:1DOCUME-11ClintonlWDOCU-11ENERCA-117958.ec6 ENERCALC.INC.1983-2015,Build:6.1512 9,Ver.6 0 25 KW-06008130 Licensee: Description: K11 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+0.750L+0,750S+0.5250E+H None 0,0 k-ft Infinity OK X-X.+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z.+D+L+H None 0.0 k-ft Infinity OK Z-Z,+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0,750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.60W+H 2.40 k-ft 7.383 k-ft 3.076 OK Z-Z,+D+0.70E+H 2.80 k-ft 7.133 k-ft 2.547 OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 1.80 k-ft 8,320 k-ft 4.622 OK Z-Z,+D+0.750L+0.750S+0.450W+H 1.80 k-ft 9.258 k-ft 5.143 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2.10 k-ft 9.070 k-ft 4.319 OK Z-Z,+0.60D+0.60W+0.60H 2.40 k-ft 5,930 k-ft 2.471 OK Z-Z,+0.60D+0.70E+0.60H 2.80 k-ft 5.680 k-ft 2.028 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X,+D+H 0.0 k 1.163 k No Sliding OK X-X,+D+L+H 0.0 k 1.163 k No Slidino OK X-X,+D+Lr+H 0.0 k 1.963 k No Sliding OK X-X.+D+S+H 0.0 k 2.363 k No Sliding OK X-X,+D+0.750Lr+0.750L+H 0.0 k 1.763 k No Sliding OK X-X,+D+0.750L+0.750S+H 0.0 k 2.063 k No Sliding OK X-X,+D+0.60W+H 2.40 k 2.363 k 0.9844 No Good! X-X,+D+0.70E+H 2.80 k 2.283 k 0.8152 No Good! X-X,+D+0.750Lr+0.750L+0.450W+H 1.80 k 2.663 k 1.479 OK X-X,+D+0,750L+0.750S+0.450W+H 1.80 k 2.963 k 1.646 OK X-X,+D+0,750L+0.750S+0.5250E+H 2.10 k 2.903 k 1.382 OK X-X,+0.60D+0.60W+0.60H 2.40 k 1.898 k 0.7906 No Good! X-X.+0.60D+0.70E+0.60H 2.80 k 1.818 k 0.6491 No Good! Z-Z,+D+H 0.0 k 1.163 k No Sliding OK Z-Z,+D+L+H 0.0 k 1.163 k No Slidina OK Z-Z,+D+Lr+H 0.0 k 1.963 k No Sliding OK Z-Z,+D+S+H 0.0 k 2.363 k No Sliding OK Z-Z,+D+0.750Lr+0.750L+H 0.0 k 1.763 k No Sliding OK Z-Z,+D+0.750L+0.750S+H 0.0 k 2.063 k No Sliding OK Z-Z.+D+0.750L+0.750S+0.450W+H 0.0 k 2.963 k No Slidina OK Z-Z,+D+0.750L-t0.750S+0.5250E+H 0.0 k 2.903 k No Sliding OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 1.898 k No Sliding OK Z-Z,+0.60D+0.70E+0.60H 0.0 k 1.818 k No Sliding OK Z-Z,+D+0.60W+H 0.0 k 2.363 k No Sliding OK Z-Z,+D+0.70E+H 0.0 k 2.283 k No Sliding OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 0.0 k 2.663 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in^2 inA2 in^2 k-ft X-X,+1.40D+1.60H 0.350 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X.+1.40D+1.60H 0.350 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.4250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.4250 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1,60L+0.50S+1.60H 0.4875 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.4875 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.70 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.70 -Z Bottom 0.2592 Min TemD% 0,3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.013 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.013 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.90 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.90 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.213 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pralqu 77 DEC?016. 1-52PId General FootingFile=c:1D000ME-IkOintmWYDOCU-11ENERCA-117%8.ec6 _ ENERCALC,INC 19a2015,Build:& 512 9,Ver:6 0.25 I:0r: ASSOCIATES Description: K11 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X.+1.20D+1.60S+0.50W+1,60H 1.213 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.050 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.050 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1,113 +Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.113 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.8750 +Z Bottom 0,2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+0.50L+0,20S+E+1.60H 0,8750 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 0.850 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X.+0.90D+W+0,90H 0.850 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+0.90D+E+0.90H 0.7250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+0.90D+E+0.90H 0.7250 -Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z.+1.40D+1.60H 0.350 -X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+1.40D+1.60H 0.350 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0.50Lr+1.60L+1,60H 0.4250 -X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.4250 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.4875 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.4875 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.70 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 0.70 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.6126 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1,60Lr+0.50W+1,60H 1.412 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.90 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.90 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0.8126 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1,60S+0.50W+1.60H 1.612 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 0.2501 -X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.850 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.3127 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.912 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 0.08443 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.684 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 0.06779 -X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 1.667 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 0,02599 -X Top 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+0.90D+E+0.90H 1.574 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1,40D+1.60H 2.074 psi 2.074 psi 2.074 psi 2.074 psi 2.074 psi 75 psi 0.02765 OK +1.20D+0,50Lr+1.60L+1.60H 2.519 psi 2.519 Dsi 2.519 psi 2.519 Dsi 2.519 Dsi 75 psi 0.03358 OK +1.20D+1.60L+0.50S+1.60H 2.889 psi 2.889 psi 2.889 psi 2.889 psi 2.889 psi 75 Dsi 0.03852 OK +1.20D+1.60Lr+0.50L+1.60H 4.148 psi 4.148 psi 4.148 Dsi 4.148 psi 4.148 psi 75 psi 0.05531 OK +1.20D+1.60Lr+0.50W+1.60H 6 Dsi 6 psi 6 psi 6 psi 6 psi 75 psi 0.08 OK +1.20D+0.50L+1.60S+1.60H 5.333 Dsi 5.333 Dsi 5,333 psi 5,333 Dsi 5,333 Dsi 75 Dsi 0.07111 OK +1.20D+1.60S+0.50W+1.60H 7.185 psi 7.185 Dsi 7.185 Dsi 7.185 psi 7.185 Dsi 75 psi 0.0958 OK +1.20D+0.50Lr+0.50L+W+1.60H 6.222 Dsi 6.222 psi 6.222 Dsi 6.222 psi 6.222 Dsi 75 Dsi 0.08296 OK +1.20D+0.50L+0.50S+W+1.60H 6.593 Dsi 6.593 Dsi 6.593 psi 6.593 Dsi 6.593 Dsi 75 Dsi 0.0879 OK +1.20D+0.50L+0.20S+E+1.60H 5.185 Dsi 5.185 psi 5.185 Dsi 5.185 Dsi 5.185 Dsi 75 Dsi 0.06914 OK +0.90D+W+0.90H 5.037 psi 5.037 Dsi 5.037 Dsi 5.037 psi 5.037 Dsi 75 psi 0.06716 OK +0.90D+E+0.90H 4.296 Dsi 4.296 psi 4.296 Dsi 4.296 Dsi 4.296 Dsi 75 Dsi 0.05728 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 7.864 psi 150osi 0.05243 OK +1.20D+0.50Lr+1.60L+1.60H 9.549 psi 150Dsi 0.06366 OK +1.20D+1.60L+0.50S+1.60H 10.954 psi 1501)si 0.07303 OK +1.20D+1.60Lr+0.50L+1.60H 15.728 psi 150Dsi 0.1049 OK +1.20D+1.60Lr+0.50W+1.60H 22.75 Dsi 150psi 0.1517 OK +1.20D+0.50L+1.60S+1.60H 2O,222 psi 150osi 0.1348 OK, +1.20D+1.60S+0.50W+1.60H 27.244 Dsi 150Dsi 0.1816 OK +1.20D+0.50Lr+0.50L+W+1.60H 23.593 psi 150Dsi 0.1573 OK +1.20D+0.50L+0.50S+W+1.60H 24.997 psi 150osi 0.1666 OK +1.20D+0.50L+0.20S+E+1.60H 19.683 Dsi 150osi 0.1312 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printa 27 DEC 201o,i:52PM General FootingFile=c:1DOCUME-11ClintonNYDOCU-11ENERCA-117956.ec6 ENERCAM INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 Lic.# : KW-06006130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: K11 Punching Shear All units k Load Combination... Vu Phi`Vn Vu 1 Phi'Vn Status +0.90D+W+0.90H 19.146 osi 150osi 0.1276 OK +0.90D+E+0.90H 16.444 psi 150osi 0.1096 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed.27 DEC%C16, t53P6,1 General FootingFile=c:1DOCUME-�11Clinton\MYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983.2015.Build:6.15.12.9.Ver.6.0.25 KW-06008130ASSOCIATES Description: M11 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface - ft Min Steel /e Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1 0 1 Min.Sliding Safety Factor - 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thicknes = 12.0 in 4— - Pedestal dimensions... o x px:parallel to X-X Axis = in N pz:parallel to Z-Z Axis = in m Height - in a Rebar Centerline to Edge of Concrete... � at Bottom of footing = 3.0 in Reinforcing 2" "" w Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Siz( _ # 5 4 3.45ea9 1459an Bandwidth Distribution Check (ACI 15.4.4.2) I� Direction Requiring Closer Separation n/ate #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 2.0 1.0 2.0 1.0 k OB:Overburden = _ ksf M-xx = k-ft M-zz = k-ft V-x = - - 2.0 - k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr:nlcc 21 OEG 2016, i:53PIO General Footin File=c:1DOCUME-11CilntonNYD000-11ENERCA-117958.ec6 g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 0:00: ASSOCIATES Description: M11 DESIGN SUMMARY ' Min.Ratio Poem Applied Capacity Governing Load Combination PASS 0.5987 Soil Bearing 1.796 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0,0 k-ft 0.0 k-ft No Overturning PASS 1.790 Overturning-Z-Z 1.20 k-ft 2.148 k-ft +0.60D+0.60W+0.60H FAIL 0.7160 Sliding-X-X 1.20 k 0.8592 k +0.60D+0.60W+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05966 Z Flexure(+X) 1.055 k-ft 17.688 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.03958 Z Flexure(-X) 0.70 k-ft 17.688 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.04311 X Flexure(+Z) 0.7625 k-ft 17.688 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.04311 X Flexure(-Z) 0.7625 k-ft 17.688 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.04393 1-way Shear(+X) 3.295 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.05021 1-way Shear(-X) 3.765 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.04393 1-way Shear(+Z) 3.295 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.05021 1-way Shear(-Z) 3.765 psi 75.0 psi +1,20D+1.60S+0.50W+1.60H PASS 0.1086 2-way Punching 16.296 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6450 0.6450 n/a n/a 0.215 X-X,+D+L+H 3.0 n/a 0.0 0.6450 0.6450 n/a n/a 0,215 X-X.+D+Lr+H 3,0 n/a 0.0 0.8950 0.8950 n/a n/a 0,298 X-X,+D+S+H 3.0 n/a 0.0 1.145 1.145 n/a n/a 0,382 X-X.+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.8325 0.8325 n/a n/a 0,276 X-X,+D+0.750L+0,750S+H 30 n/a 0.0 1.020 1.020 n/a n/a 0.340 X-X,+D+0.60W+H 3.0 n/a 0.0 0.7950 0.7950 n/a n/a 0.265 X-X,+D+0.70E+H 3.0 n/a 0.0 0.6450 0.6450 n/a n/a 0.215 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 0.9450 0.9450 n/a n/a 0.315 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.133 1.133 n/a n/a 0,378 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.020 1.020 n/a n/a 0.340 X-X,+0.60D+0.60W+0.60H 3-0 n/a 0.0 0.5370 0.5370 n/a n/a 0.179 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.3870 0,3870 n/a n/a 0,129 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 0.6450 0.6450 0,215 Z-Z.+D+L+H 3.0 0.0 n/a n/a n/a 0,6450 0.6450 0.215 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 0.8950 0.8950 0.298 Z-Z.+D+S+H 3.0 0.0 nla n/a n/a 1.145 1.145 0,382 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 0.8325 0.8325 0.278 Z-Z.+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 1.020 1.020 0.340 Z-Z,+D+0.60W+H 3.0 4 528 n/a n/a n/a 0.0 1.687 0.562 Z-Z,+D+0.70E+H 3.0 0.0 n/a n/a n/a 0.6450 0.6450 0,215 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3A 2.857 n/a n/a n/a 0.2813 1.609 0.536 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 2.384 n/a n/a n/a 0.4688 1.796 0.599 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 0.0 n/a n/a n/a 1.020 1.020 0.340 Z-Z,+0.60D+0.60W+0.60H 3,0 6.704 n/a n/a n/a 0.0 1,602 0,534 Z-Z,+0.60D+0.70E+0.60H 3.0 0.0 n/a n/a n/a 0.3870 0.3870 0.129 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X.+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0,70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0,750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Prnted:2t,DEC 2G16, 1:53?M General FootingFile=c:IDOCUME-11Clinton\MYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12 9,Ver.6.0 25 14 REM Ic1r: • Description: M11 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X.+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z,+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.60W+H 1.20 k-ft 3.180 k-ft 2.650 OK Z-Z.+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0,750L+0.450W+H 0.90 k-ft 3.780 k-ft 4.20 OK Z-Z,+D+0,750L+0,750S+0.450W+H 0.90 k-ft 4.530 k-ft 5.033 OK Z-Z,+D+0.750L+0,750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.60W+0.60H 1.20 k-ft 2.148 k-ft 1.790 OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X,+D+H 0.0 k �1.032 k No Slidina OK X-X,+D+L+H 0.0 k 1.032 k No Slidina OK X-X.+D+Lr+H 0.0 k 1.432 k No Slidina OK X-X,+D+S+H 0.0 k 1.832 k No Slidina OK X-X.+D+0.750Lr+0.750L+H 0.0 k 1.332 k No Slidina OK X-X,+D+0.750L+0.750S+H 0.0 k 1.632 k No Slidina OK X-X.+D+0.60W+H 1.20 k 1.272 k 1.060 OK X-X,+D+0.70E+H 0.0 k 1.032 k No Slidina OK X-X.+D+0.750Lr+0.750L-4450W+H 0.90 k 1.512 k 1.680 OK X-X,+D+0.750L+0.750S+0.450W+H 0.90 k 1.812 k 2.013 OK X-X.+D+0,750L+0.750S+0.5250E+H 0.0 k 1.632 k No Slidina OK X-X.+0.60D+0.60W+0.60H 1.20 k 0.8592 k 0.7160 No Good! X-X,+0.60D+0.70E+0.60H 0.0 k 0.6192 k No Slidina OK Z-Z,+D+H 0.0 k 1.032 k No Slidina OK Z-Z.+D+L+H 0.0 k 1.032 k No Slidina OK Z-Z,+D+Lr+H 0.0 k 1.432 k No Slidina OK Z-Z,+D+S+H 0.0 k 1.832 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+H 0.0 k 1.332 k No Slidina OK Z-Z,+D+0.750L+0.750S+H 0.0 k 1.632 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.450W+H 0.0 k 1.812 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.5250E+H 0.0 k 1.632 k No Slidina OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 0.8592 k No Slidina OK Z-Z,+0.60D+0.70E+0.60H 0.0 k 0.6192 k No Slidina OK Z-Z,+D+0.60W+H 0.0 k 1.272 k No Slidina OK Z-Z.+D+0.70E+H 0.0 k 1.032 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 0.0 k 1.512 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1,40D+1.60H 0.350 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.40D+1,60H 0.350 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X.+1.20D+0.50Lr+1,60L+1.60H 0.3625 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.3625 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.4250 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.4250 -Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.50 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 0.50 -Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+1,20D+1.60Lr+0.50W+1.60H 0.5625 +Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.5625 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X.+1.20D+0.50L+1.60S+1.60H 0.70 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.70 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.7625 +Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings'menu item Project Descr: and then using the"Printing& Title Block"selection. PnnW:270EC2016, :53?h1 General Footin File=ctOMUME-11ClintonNYDOCU-11ENERCA-1ier!.Q.70.25 g ENERCALC,INC.1983-2015,Build:6.15.12.9, Description: M11 Footing Flexure Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? inA2 in12 inA2 k-ft X-X,+1.20D+1.60S+0.50W+1.60H 0.7625 -Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 0.4875 +Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 0.4875 -Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.550 +Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+1.20D+0.50L+0.50S+W+1,60H 0.550 -Z Bottom 0,2592 Min TemD% 0.4650 17.688 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.350 +Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.350 -Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+0.90D+W+0.90H 0.350 +Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+0,90D+W+0.90H 0.350 -Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,-490D+E+0.90H 0.2250 +Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+0.90D+E+0.90H 0.2250 -Z Bottom U592 Min TemD% 0.4650 17.688 OK Z-Z.+1.40D+1.60H 0.350 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.40D+1.60H 0.350 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.3625 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+0,50Lr+1.60L+1.60H 0.3625 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.4250 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z.+1.20D+1,60L+0.50S+1.60H 0.4250 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.50 -X Bottom 0.2592 Min TemD% 0,4650 17.688 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.50 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.3126 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0,8124 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 0.70 -X Bottom 0.2592 Min TemD% 0,4650 17.688 OK Z-Z,+1,20D+0.50L+1.60S+1.60H 0.70 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0.5126 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+1.60S+0,50W+1.60H 1.012 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.002456 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.002 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 0.05537 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+0,50L+0.50S+W+1.60H 1.055 +X Bottom 0,2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.20D+0.50L+0,20S+E+1.60H 0.350 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1,20D+0.50L+0.20S+E+1.60H 0.350 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z.+0.90D+W+0.90H 0.06239 -X ToD 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+0.90D+W+0.90H 0.9374 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+0.90D+E+0.90H 0.2250 -X Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+0.90D+E+0.90H 0.2250 +X Bottom 0.2592 Min TemD% 0.4650 17.688 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi'Vn Status +1.40D+1.60H 1.728 Dsi 1.512 Dsi 1.728 psi 1.512 Dsi 1.728 Dsi 75 Dsi 0,02305 OK +1.20D+0.50Lr+1.60L+1.60H 1.79 Dsi 1.566 Dsi 1,79 Dsi 1.566 Dsi 1.79 Dsi 75 Dsi 0.02387 OK +1.20D+1.60L+0.50S+1.60H 2.099 Dsi 1.836 Dsi 2.099 Dsi 1.836 Dsi 2.099 Dsi 75 Dsi 0.02798 OK +1.20D+1.60Lr+0.50L+1.60H 2.469 Dsi 2.16 Dsi 2.469 psi 2.16 Dsi 2.469 Dsi 75 Dsi 0.03292 OK +1.20D+1.60Lr+0.50W+1.60H 2.778 psi 2.431 Dsi 2.778 Dsi 2.431 Dsi 2.778 Dsi 75 psi 0.03704 OK +1.20D+0.50L+1.60S+1.60H 3.457 Dsi 3.025 Dsi 3.457 Dsi 3.025 Dsi 3.457 Dsi 75 Dsi 0,04609 OK +1.20D+1.60S+0.50W+1.60H 3.765 Dsi 3.295 Dsi 3.765 Dsi 3.295 Dsi 3.765 Dsi 75 Dsi 0.05021 OK +1.20D+0.50Lr+0.50L+W+1.60H 2.407 Dsi 2.106 Dsi 2.407 Dsi 2.106 Dsi 2.407 Dsi 75 Dsi 0,0321 OK +1.20D+0.50L+0.50S+W+1.60H 2,716 Dsi 2.376 Dsi 2.716 Dsi 2.377 Dsi 2.716 Dsi 75 Dsi 0.03621 OK +1.20D+0.50L+0.20S+E+1.60H 1.728 Dsi 1.512 Dsi 1.728 Dsi 1.512 Dsi 1.728 Dsi 75 Dsi 0.02305 OK +0.90D+W+0.90H 1.728 Dsi 1.512 Dsi 1.728 Dsi 1.512 Dsi 1.728 osi 75 Dsi 0.02305 OK +0.90D+E+0.90H 1.111 Dsi 0.9722 Dsi 1.111 Dsi 0.9722 Dsi 1.111 Dsi 75 psi 0.01482 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu I Phi*Vn Status +1.40D+1.60H 7.48 Dsi 150osi 0.04987 OK +1.20D+0.50Lr+1.60L+1.60H 7.747 Dsi 150Dsi 0.05165 OK +1.20D+1.60L+0.50S+1.60H 9.083 Dsi 150Dsi 0.06055 OK +1.20D+1.60Lr+0.50L+1.60H 10.686 Dsi 150osi 0.07124 OK +1.20D+1.60Lr+0.50W+1.60H 12.022 Dsi 150Dsi 0.08014 OK +1.20D+0.50L+1,60S+1.60H 14.96 psi 150Dsi 0.09974 OK +1.20D+1.60S+0.50W+1.60H 16.296 Dsi 150Dsi 0.1086 OK +1.20D+0.50Lr+0.50L+W+1.60H 10.481 psi 150Dsi 0.06987 OK +1.20D+0.50L+0.50S+W+1.60H 11.774 Dsi 150Dsi 0.07849 OK +1.20D+0.50L+0.20S+E+1.60H 7.48 Dsi 150Dsi 0.04987 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnlyd:27 DFC201n,1::53?M General FootingFile=c:1DOCUME—ilClinlonlMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015.Build:6.15.12.9,Ver.6.0.25 i.iASSOCIATES Description: M11 Punching Shear All units k Load Combination... Vu Ph1*Vn Vu I Phi"Vn Status +0.90D+W+0.90H 8.03 osi 150Dsi 0.05353 OK +0.90D+E+0.90H 4.809 psi 150Dsi 0.03206 OK Title Block Line 1 Project Title; You can change this area Engineer: Project ID; using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. ?rnl^d:27 DE+.:�G1G, �:53Ph1 General Footin File=c:1DOCUME-11Clinton\MYDOCU-11ENERCA-117958.ec6 g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 Description: M2 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 12.0 in Pedestal dimensions... X px:parallel to X-X Axis = in N pz:parallel to Z-Z Axis = in Height = in a Rebar Centerline to Edge of Concrete... at Bottom of footing = 30 in Av Reinforcing 212,6" ____ `"-' Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number Bars = 3 0 Reinforcing Bar Sizf = 5 ' WSBars .t 3-ASBars Bandwidth Distribution Check (ACI 15.4.4.2 Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 4.0 1.0 1.0 1.0 5.0 1.0 k OB:Overburden = ksf _ M-xx = - — -- — --- —k-ft M-zz = _ k-ft_ V-x = 6.0 3.0 k V-z — k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: , using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Pr:nted':27 DES 2C16, 1:53PM General FootingFile=c:IDOCUME-1lClintonIMYD000-1%NERCA-117959.w6 ENERCALC,INC.196&2015,Build:6.15.12.9,Ver.6.0.25 t00 DESIGN ASSOCIATES Description: M2 DESIGN SUMMARY Design • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8767 Soil Bearing 2.630 ksf 3.0 ksf +D+0.60W+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.064 Overturning-Z-Z 3.60 k-ft 7.430 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1791 Z Flexure(+X) 2.567 k-ft 14.333 k-ft +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.06017 Z Flexure(-X) 0.8625 k-ft 14.333 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.09419 X Flexure(+Z) 1.350 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.09419 X Flexure(-Z) 1.350 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.1067 1-way Shear(+X) 8.0 psi 75.0 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.1067 1-way Shear(-X) 8.0 psi 75.0 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.1067 1-way Shear(+Z) 8.0 psi 75.0 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.1067 1-way Shear(-Z) 8.0 psi 75.0 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.2025 2-way Punching 30.378 psi 150.0 psi +1.20D+0.50Lr+0.50L+W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.7850 0.7850 n/a n/a 0,262 X-X,+D+L+H 3.0 n/a 0.0 0.9450 0.9450 n/a n/a 0.315 X-X.+D+Lr+H 3.0 n/a 0.0 0.9450 0.9450 n/a n/a 0.315 X-X,+D+S+H 3.0 n/a 0.0 0.9450 0.9450 n/a n/a 0.315 X-X.+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.025 1.025 n/a n/a 0,342 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.025 1.025 n/a n/a 0,342 X-X,+D+0.60W+H 3.0 n/a 0.0 1.265 1.265 n/a n/a 0.422 X-X.+D+0.70E+H 3.0 n/a 0.0 0.8970 0.8970 n/a n/a 0.299 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.385 1.385 n/a n/a 0.462 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.385 1.385 n/a n/a 0,462 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.109 1.109 n/a n/a 0.370 X-X,+0,60D+0.60W+0.60H 3.0 n/a 0.0 0.9510 0.9510 n/a n/a 0,317 X-X.+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.5830 0.5830 n/a n/a 0,194 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 0.7850 0.7850 0,262 Z-Z.+D+L+H 3.0 0.0 n/a n/a n/a 0.9450 0.9450 0.315 Z-Z.+D+Lr+H 3.0 0.0 n/a n/a n/a 0,9450 0,9450 0.315 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 0,9450 0,9450 0.315 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 1.025 1.025 0,342 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 1.025 1.025 0.342 Z-Z,+D+0.60W+H 3.0 5.464 n/a n/a n/a 0.0 2.630 0.877 Z-Z,+D+0.70E+H 3.0 4.495 n/a n/a n/a 0,1040 1.690 0.563 Z-Z,+D+0.750LrA.750L+0.450W+H 3.0 3.743 n/a n/a n/a 0.3655 2.405 0.802 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 3.743 n/a n/a n/a 0.3655 2.405 0,802 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 2.727 n/a n/a n/a 0.5143 1.704 0,568 Z-Z,+0.60D+0,60W+0,60H 3.0 7.268 n/a n/a n/a 0.0 2.433 0.811 Z-Z,+0.60D+0.70E+0.60H 3.0 6.916 n/a n/a n/a 0.0 1.427 0,476 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X.+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Panted:27 0EC,2016, t:53PM11 General Footin File=c:IDOCUME-11ClinionNYDOCU-t1ENERCA-1ti7956.ec6 g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130ASSOCIATES Description: M2 Overturning Stability Rotation is& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z.+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z.+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0,750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0,750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z.+D+0.60W+H 3.60 k-ft 9.883 k-ft 2.745 OK Z-Z,+D+0.70E+H 2.10 k-ft 7.008 k-ft 3.337 OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 2.70 k-ft 10.820 k-ft 4.008 OK Z-Z,+D+0.750L+0.750S+0.450W+H 2.70 k-ft 10.820 k-ft 4.008 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 1.575 k-ft 8.664 k-ft 5.501 OK Z-Z,+0.60D+0.60W+0.60H 3.60 k-ft 7.430 k-ft 2.064 OK Z-Z,+0.60D+0.70E+0.60H 2.10 k-ft 4.555 k-ft 2.169 OK Footing Flexure Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 0.70 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.40D+1.60H 0.70 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.8625 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1,20D+0.50Lr+1.60L+1.60H 0.8625 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.8625 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.8625 -Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 0.8625 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.8625 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0,50W+1.60H 1.113 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.113 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 0,8625 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+0.50L+1.60S+1.60H 0.8625 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.113 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1,20D+1.60S+0.50W+1.60H 1.113 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.350 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.350 -Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.350 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.350 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 0.8125 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.8125 -Z Bottom 0.2592 Min TemD% 0.3720 14,333 OK X-X,+0.90D+W+0,90H 1.075 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 1.075 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+0.90D+E+0.90H 0.5750 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+E+0.90H 0.5750 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.40D+1.60H 0.70 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.70 +X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.8625 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.8625 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1.60L+0.50S+1,60H 0.8625 -X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.8625 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 0.8625 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0,8625 +X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z.+1.20D+1.60Lr+0.50W+1,60H 0.5127 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1,60H 1.712 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.8625 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 0.8625 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.5127 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.712 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.1679 -X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.20D+0.5OLr+0.50L+W+1.60H 2.567 +X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.1679 -X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.567 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z.+1,20D+0.50L+0.20S+E+1.60H 0.2127 -X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Nnted:27 DES;2016, !53PNI General FootingFile=c:1DOCUME-11Clinton\MYDOCU-11ENERCA-11795B.ec6 ENERCALC,INC.1983.2015,Build:6.15.12.9,Ver.6.0.25 'Lic.#:KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: M2 Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 in12 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.412 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0,90H 0.02615 -X Tor) 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 2.373 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+0.90D+E+0.90H 0.004339 -X Too 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 1.195 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 4.148 Dsi 4.148 Dsi 4.148 Dsi 4.148 osi 4.148 Dsi 75 Dsi 0,05531 OK +1.20D+0.50Lr+1.60L+1.60H 5.111 osi 5.111 Dsi 5.111 Dsi 5.111 osi 5.111 osi 75 osi 0.06815 OK +1.20D+1.60L+0.50S+1.60H 5.111 osi 5.111 osi 5.111 osi 5.111 psi 5.111 psi 75 osi 0.06815 OK +1.20D+1.60Lr+0.50L+1.60H 5.111 Dsi 5.111 osi 5.111 osi 5.111 osi 5.111 osi 75 osi 0.06815 OK +1.20D+1.60Lr+0.50W+1.60H 6.593 osi 6.593 Dsi 6.593 osi 6,593 osi 6.593 osi 75 psi 0,0879 OK +1.20D+0.50L+1.60S+1.60H 5.111 osi 5.111 osi 5.111 osi 5.111 osi 5.111 osi 75 Dsi 0.06815 OK +1.20D+1.60S+0.50W+1.60H 6.593 Dsi 6.593 Dsi 6.593 osi 6.593 osi 6.593 osi 75 osi 0.0879 OK +1.20D+0.50Lr+0.50L+W+1.60H 8 osi 8 osi 8[)Si 8 osi 8 osi 75 Dsi 0.1067 OK +1.20D+0.50L+0.50S+W+1.60H 8 osi 8 psi 8 osi 8 psi 8 osi 75 osi 0.1067 OK +1.20D+0.50L+0.20S+E+1.60H 4.815 osi 4.815 Dsi 4.815 Dsi 4.815 osi 4.815 osi 75 psi 0.0642 OK +0.90D+W+0.90H 6.37 osi 6.37 psi 6.37 Dsi 6.37 osi 6.37 osi 75 osi 0.08494 OK +0.90D+E+0.90H 3.407 osi 3.407 psi 3.407 Dsi 3.407 Dsi 3.407 osi 75 Dsi 0.04543 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1,60H 15.728 Dsi 150Dsi 0.1049 OK +1.20D+0.50Lr+1.60L+1.60H 19.38 osi 150Dsi 0.1292 OK +1.20D+1.60L+0.50S+1.60H 19.38 Dsi 150osi 0,1292 OK +1.20D+1.60Lr+0.50L+1.60H 19.38 osi 150osi 0.1292 OK +1.20D+1.60Lr+0.50W+1.60H 24.997 Dsi 150Dsi 0.1666 OK +1.20D+0.50L+1.60S+1.60H 19.38 Dsi 150osi 0.1292 OK +1,20D+1.60S+0.50W+1.60H 24.997 nsi 150osi 0.1666 OK +1.20D+0.50Lr+0.50L+W+1,60H 30.378 osi 1500si 0.2025 OK +1.20D+0.50L+0.50S+W+1.60H 30.378 Dsi 150Dsi 0.2025 OK +1.20D+0.50L+0.20S+E+1.60H 18.256 Dsi 1500si 0.1217 OK +0.90D+W+0.90H 24.493 Dsi 150osi 0.1633 OK +0.90D+E+0.90H 12.978 psi 150osi 0.08652 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Nntee.27 DEC 2016, 1:-53PNI General FootingFile=c:1DOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 11111 ENERCALC,INC.1983-2015.Build:6.15.12.9,Ver:6.0.25 KW-000081 30 Licensee :STRUCTURAL DESIGN ASSOCIATES Description: N2 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth - ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below ft Min,Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Z Footing Thicknes = 12.0 in Pedestal dimensions... x px:parallel to X-X Axis = in M pz:parallel to Z-Z Axis = in Height - in a Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in fo •N Reinforcing 3j, - Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing BarSizl = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) -- -. Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 5.0 2.0 1.0 5.0 6.0 1.0 k OB:Overburden = ksf M-xx = — - - — - -- --- k-ft -- M-zz = k-ft V-x - 20 1.0 1.0 5.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID; using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnted:27 DEC 2G16, 1 OPM General Footin File=c:COCUME-10inlmWY000U-11ENERCA-117956.ec6 g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 Description: N2 DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8643 Soil Bearing 2.593 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-i PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.637 Overturning-Z-Z 4.20 k-ft 11.075 k-ft +0.60D+0.60W+0.60H FAIL 0.7031 Sliding-X-X 4.20 k 2.953 k +0.60D+0.60W+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2663 Z Flexure(+X) 3,208 k-ft 12.046 k-ft +1.20D+1.60S+0,50W+1.60H PASS 0.09514 Z Flexure(-X) 1.146 k-ft 12.046 k-ft +1.20D+0.50L+1.60S+1,60H PASS 0.1764 X Flexure(+Z) 2.125 k-ft 12.046 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0,1764 X Flexure(-Z) 2.125 k-ft 12.046 k-ft +1.20D+1.60S+0.50W+1,60H PASS 0.1749 1-way Shear(+X) 13.117 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1749 1-way Shear(-X) 13.117 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1749 1-way Shear(+Z) 13.117 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1749 1-way Shear(-Z) 13.117 psi 75.0 psi +1.20D+1,60S+0.50W+1.60H PASS 0.3308 2-way Punching 49.612 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xe_cc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.7006 0.7006 n/a n/a 0.234 X-X.+D+L+H 3.0 n/a 0.0 0.8117 0.8117 n/a n/a 0.271 X-X,+D+Lr+H 3.0 n/a 0.0 0.9228 0.9228 n/a n/a 0,308 X-X,+D+S+H 3.0 n/a 0.0 1.256 1,256 n/a n/a 0.419 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.9506 0.9506 n/a n/a 0.317 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.201 1.201 nla n/a 0,400 X-X,+D+0.60W+H 3.0 n/a 0.0 1.101 1.101 n/a n/a 0.367 X-X,+D+0.70E+H 3.0 n/a 0.0 0.7783 0.7783 n/a n/a 0.259 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.251 1.251 n/a n/a 0,417 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.501 1.501 n/a n/a 0.500 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.259 1.259 n/a n/a 0.420 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.8203 0.8203 n/a n/a 0.273 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.4981 0.4981 n/a n/a 0,166 Z-Z,+D+H 3.0 3.807 n/a n/a n/a 0.2635 1.138 0,379 Z-Z,+D+L+H 3.0 3.285 n/a n/a n/a 0.3746 1.249 0,416 Z-Z.+D+Lr+H 3.0 4.335 n/a n/a n/a 0.2672 1.578 0.526 Z-Z,+D+S+H 3.0 3.184 n/a n/a n/a 0.6006 1.912 0,637 Z-Z.+D+0.750Lr+0.750L+H 3.0 3.857 n/a n/a n/a 0.3496 1.551 0,517 Z-Z,+D+0.750L+0.750S+H 3.0 3.054 n/a n/a n/a 0.5996 1.801 0.600 Z-Z,+D+0.60W+H 3.0 6.058 n/a n/a n/a 0.007862 2.193 0.731 Z-Z,+D+0,70E+H 3.0 3.426 n/a n/a n/a 0.3413 1.215 0.405 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 5.331 n/a n/a n/a 0.1580 2.343 0.781 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 4.443 n/a n/a n/a 0.4080 2.593 0.864 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 2.913 n/a n/a n/a 0.6580 1.860 0.620 Z-Z,+0.60D+0.60W+0.60H 3.0 6.826 n/a n/a n/a 0.0 1.746 0,582 Z-Z,+0.60D+0.70E+0.60H 3.0 3.212 n/a n/a n/a 0.2359 0.7603 0.253 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0,750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 OR]2016. :53PM General FootingFile=ctDQCUME-1tCIInIDnWYDOCU-itENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 Description: N2 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0,750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X.+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2.0 k-ft 9.458 k-ft 4.729 OK Z-Z,+D+L+H 2.0 k-ft 10.958 k-ft 5.479 OK Z-Z,+D+Lr+H 3.0 k-ft 12.458 k-ft 4.153 OK Z-Z.+D+S+H 3.0 k-ft 16.958 k-ft 5,653 OK Z-Z,+D+0.750Lr+0.750L+H 2.750 k-ft 12.833 k-ft 4.666 OK Z-Z,+D+0.750L+0.750S+H 2.750 k-ft 16.208 k-ft 5.894 OK Z-Z,+D+0.60W+H 5.0 k-ft 14.858 k-ft 2.972 OK Z-Z.+D+0.70E+H 2.0 k-ft 10.508 k-ft 5.254 OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 5.0 k-ft 16.883 k-ft 3.377 OK Z-Z,+D+0.750L+0.750S+0.450W+H 5.0 k-ft 20.258 k-ft 4.052 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2.750 k-ft 16.995 k-ft 6.180 OK Z-Z,+0.60D+0.60W+0.60H 4.20 k-ft 11.075 k-ft 2.637 OK Z-Z,+0.60D+0.70E+0.60H 1.20 k-ft 6.725 k-ft 5.604 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X,+D+H 2.0 k 2.522 k 1.261 OK X-X,+D+L+H 2.0 k 2.922 k 1.461 OK X-X,+D+Lr+H 3.0 k 3.322 k 1.107 OK X-X,+D+S+H 3.0 k 4.522 k 1.507 OK X-X,+D+0.750Lr+0.750L+H 2.750 k 3.422 k 1.244 OK X-X.+D+0.750L+0.750S+H 2.750 k 4.322 k 1.572 OK X-X,+D+0.60W+H 5.0 k 3.962 k 0.7924 No Good! X-X.+D+0.70E+H 2.0 k 2.802 k 1.401 OK X-X,+D+0.750Lr+0.750L+0.450W+H 5.0 k 4.502 k 0.9004 No Good! X-X,+D+0.750L+0.750S+0.450W+H 5.0 k 5.402 k 1.080 OK X-X,+D+0.750L+0.750S+0.5250E+H 2.750 k 4.532 k 1.648 OK X-X,+0.60D+0.60W+0.60H 4.20 k 2.953 k 0.7031 No Good! X-X,+0.60D+0,70E+0.60H 1.20 k 1.793 k 1.494 OK Z-Z,+D+H 0.0 k 2.522 k No Slidino OK Z-Z,+D+L+H 0.0 k 2.922 k No Slidino OK Z-Z,+D+Lr+H 0.0 k 3.322 k No Slidino OK Z-Z,+D+S+H 0.0 k 4.522 k No Slidino OK Z-Z.+D+0.750Lr+0.750L+H 0.0 k 3.422 k No Slidino OK Z-Z.+D+0.750L+0.750S+H 0.0 k 4.322 k No Slidino OK Z-Z.+D+0.750L+0.750S+0.450W+H 0.0 k 5,402 k No Slidino OK Z-Z,+D+0,750L+0.750S+0.5250E+H 0.0 k 4.532 k No Slidino OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 2.953 k No Slidino OK Z-Z,+0.60D+0.70E+0.60H 0.0 k 1.793 k No Slidino OK Z-Z,+D+0.60W+H 0.0 k 3.962 k No Slidino OK Z-Z,+D+0.70E+H 0.0 k 2.802 k No Slidino OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 0.0 k 4.502 k No Slidino OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X.+1,40D+1.60H 0.8750 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.40D+1.60H 0.8750 -Z Bottom 0.2592 Min Temp% 0.310 12,046 OK X-X,+1.20D+0.50Lr+1,60L+1.60H 1.075 +Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+0.50Lr+1.60L+1,60H 1.075 -Z Bottom 0.2592 Min TemD% 0.310 12,046 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.263 +Z Bottom 0.2592 Min TemD% 0,310 12.046 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.263 -Z Bottom 0.2592 Min TemD% 0.310 12,046 •OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.213 +Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+1.60Lr+0.50L+1,60H 1.213 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.525 +Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.525 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1,20D+0.50L+1.60S+1.60H 1.813 +Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.813 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.125 +Z Bottom 0.2592 Min TemD% 0.310 12.046 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?rnted.27 DF!:201u, �YPt! General FootingFile=c:IDOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC.INC.1983-2015,Build:6.1512.9.Ver.6.0.25 {.{i: E Q Ell I Description: N2 Footing Flexure *Mu Which Tension @ As Req'd Gvrn.As Actual As PhiMn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? inA2 in^2 in^2 k-ft X-X,+1.20D+1,60S+0.50W+1.60H 2.125 -Z Bottom 0.2592 Min TemD% 0.310 12,046 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.688 +Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X.+1,20D+0.50Lr+0.50L+W+1.60H 1.688 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.875 +Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.875 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1,063 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50L+0.20S+E+1,60H 1.063 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X.+0.90D+W+0,90H 1.313 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+0.90D+W+0,90H 1.313 -Z Bottom 0.2592 Min Two% 0.310 12,046 OK X-X,+0.90D+E+0.90H 0.6875 +Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+0.90D+E+0,90H 0.6875 -Z Bottom 0.2592 Min TemD% 0.310 12.046 'OK Z-Z,+1.40D+1.60H 0.4085 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.40D+1.60H 1.342 +X Bottom 0.2592 Min TemD% 0.310 12.046 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.5918 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1,20D+0.50Lr+1.60L+1.60H 1.558 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1,20D+1.60L+0.50S+1.60H 0.7793 -X Bottom 0.2592 Min Temp% 0.310 12,046 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1,746 +X Bottom 0.2592 Min Temp% 0,310 12,046 OK Z-Z,+1.20D+1.60Lr+0.50L+1,60H 0,5460 -X Bottom 0.2592 Min TemD% 0.310 12,046 OK Z-Z,+1.20D+1.60Lr+0.50L+1,60H 1.879 +X Bottom 0.2592 Min TemD% 0.310 12.046 OK Z-Z.+1.20D+1.60Lr+0.50W+1,60H 0.4420 -X Bottom 0.2592 Min TemD% 0,310 12.046 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 2.608 +X Bottom 0.2592 Min TemD% 0.310 12.046 OK Z-Z.+1.20D+0.50L+1.60S+1,60H 1,146 -X Bottom 0.2592 Min Temp% 0,310 12.046 OK Z-Z,+1.20D+0,50L+1.60S+1.60H 2.479 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.042 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 3.208 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50Lr+0,50L+W+1.60H 0.3719 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 3.005 +X Bottom 0,2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50L+0,50S+W+1.60H 0.5587 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 3,191 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1,20D+0.50L+0.20S+E+1,60H 0.6293 -X Bottom 0.2592 Min Temp% 0.310 12,046 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1,496 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D+W+0.90H 0.1899 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D+W+0,90H 2,456 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0.90D+E+0.90H 0.3876 -X Bottom 0.2592 Min Temp% 0.310 12,046 OK Z-Z,+0.90D+E+0.90H 0,9874 +X Bottom 0.2592 Min Temp% 0.310 12,046 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 5.401 psi 5.401 psi 5.401 psi 5.401 psi 5.401 psi 75 psi 0.07202 OK +1.20D+0.50Lr+1.60L+1.60H 6.636 psi 6.636 psi 6.636 osi 6.636 psi 6.636 psi 75 Dsi 0.08848 OK +1.20D+1.60L+0.50S+1.60H 7.793 psi 7.793 psi 7.793 psi 7.793 psi 7.793 psi 75 psi 0.1039 OK +1.20D+1.60Lr+0.50L+1.60H 7.485 psi 7.485 Dsi 7.485 psi 7.485 psi 7.485 psi 75 psi 0.09979 OK +1.20D+1,60Lr+0.50W+1.60H 9.414 Dsi 9.414 Dsi 9.414 Dsi 9.414 Dsi 9.414 Dsi 75 Dsi 0.1255 OK +1.20D+0.50L+1.60S+1.60H 11,188 osi 11.188 Dsi 11.188 Dsi 11.188 Dsi 11.188 psi 75 psi 0.1492 OK +1.20D+1,60S+0.50W+1.60H 13,117 osi 13.117 osi 13.117 Dsi 13.117 osi 13.117 psi 75 psi 0.1749 OK +1.20D+0.50Lr+0.50L+W+1.60H 10.416 osi 10.416 osi 10.417 osi 10.417 osi 10.417 osi 75 osi 0,1389 OK +1.20D+0.50L+0.50S+W+1.60H 11.574 psi 11.574 osi 11.574 Dsi 11.574 osi 11.574 osi 75 osi 0,1543 OK +1.20D+0.50L+0.20S+E+1.60H 6.559 psi 6,559 psi 6.559 osi 6,559 osi 6.559 psi 75 osi 0.08745 OK +0.90D+W+0.90H 8.102 Dsi 8.102 psi 8,102 Dsi 8.102 osi 8.102 osi 75 osi 0.108 OK +0.90D+E+0.90H 4,244 osi 4.244 osi 4,244 osi 4,244 Dsi 4.244 Dsi 75 Dsi 0.05658 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 2O.429 osi 150osi 0,1362 OK +1.20D+0.50Lr+1.60L+1,60H 25.098 osi 150osi 0.1673 OK +1.20D+1,60L+0.50S+1.60H 29.476 psi 150osi 0,1965 OK +1.20D+1,60Lr+0,50L+1.60H 28,308 osi 150osi 0.1887 OK +1.20D+1.60Lr+0.50W+1.60H 35.604 psi 150osi 0.2374 OK +1,20D+0.50L+1.60S+1.60H 42,317 osi 150osi 0.2821 OK +1.20D+1.60S+0.50W+1.60H 49,612 DSI 150osi 0.3308 OK +1.20D+0.50Lr+0.50L+W+1.60H 39.398 osi 150osi 0.2627 OK +1.20D+0,50L+0.50S+W+1.60H 43.776 osi 150osi 0.2918 OK +1.20D+0,50L+0.20S+E+1.60H 24.806 Dsi 150osi 0.1654 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?rnted:27 DFC,?C16, ?:63Phl General FootingFile=c:OMUME-10inionWYD000-IIENERCA-117958.ec6 ENERCALC.INC.1993-2015,Bulld:6.15.12.9,Ver.6.0.25 i"0i: DESIGN ASSOCIATES Description: N2 Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +0.90D+W+0.90H 30.659 psi 150osi 0.2044 OK +0.90D+E+0.90H 16.051 psi 150osi 0.107 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Panted:27 0e_:2016, i 5 PNI General FootingFile= IDOCUME-llqtnlonWYOOCU-11ENERCA-117958.ec6 ENERCALC,INC 1963-2015,Build:6.15.129,Ver.6.025 t 11PNIM: • Description: AA1,3 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Beadn = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase eaOng y Footing Weight No Ec:Concrete Elastic Modulus = 2,850,0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = It Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0100180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.50 It Length parallel to Z-Z Axis = 3.50 ft Z Footing Thicknes = 12.0 in Pedestal dimensions... X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = In Height = in m Rebar Centerline to Edge of Concrete... CD at Bottom of footing = 3.0 in o Reinforcing s Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizf = # 5 3-a�.e c,T r 7_N5Bars Bandwidth Distribution Check (ACI 15.4.4.2) - — - - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 9.0 11.0 7.0 4.0 1.0 k OB:Overburden = ksf M-xx = -- - k-ft- M-zz = k-ft V-x = 2.0 1.0 1.0 1.0 1.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pnnted:27 DEC 2016, 1:53PN1 General FootingFile=c:ZMME-11CliolmMYD000-I"ERCA-i17959.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 DESIGN ASSOCIATES Description: AA1,3 DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.730 Soil Bearing 2.190 ksf 3.0 ksf +D+Lr+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 6.60 Overturning-Z-Z 1.90 k-ft 12.540 k-ft +0.60D+0,70E+0.60H PASS 1.509 Sliding-X-X 1.90 k 2.866 k +0.60D+0.70E+0.60H PASS n/a Sliding-Z-Z 0.0 It 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4277 Z Flexure(+X) 4.443 k-ft 10.388 k-ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.3040 Z Flexure(-X) 3.157 k-ft 10.388 k-ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.3658 X Flexure(+Z) 3.80 k-ft 10.388 k-ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.3658 X Flexure(-Z) 3.80 k-ft 10.388 k-ft +1.20D+1,60Lr+0.50W+1,60H PASS 0.3038 1-way Shear(+X) 22.787 psi 75.0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.3038 1-way Shear(-X) 22.787 psi 75.0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.3038 1-way Shear(+Z) 22.787 psi 75.0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.3038 1-way Shear(-Z) 22.787 psi 75.0 psi +1.20D+1.60Lr+0,50W+1.60H PASS 0.6005 2-way Punching 90.074 psi 150.0 psi +1.20D+1.60Lr+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X_ Ratio X-X,+D+H 3.0 n/a 0.0 0.8797 0.8797 n/a n/a 0,293 X-X,+D+L+H 3.0 n/a 0.0 0.8797 0.8797 n/a n/a 0,293 X-X,+D+Lr+H 3.0 n/a 0.0 1,778 1.778 n/a n/a 0.593 X-X,+D+S+H 3.0 n/a 0.0 1.451 1.451 n/a n/a 0.484 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.553 1.553 n/a n/a 0,518 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.308 1.308 n/a n/a 0.436 X-X,+D+0.60W+H 3.0 n/a 0.0 1.076 1.076 n/a n/a 0.359 X-X,+D-0.60W+H 3.0 n/a 0.0 0.6838 0.6838 n/a n/a 0.228 X-X,+D+0.70E+H 3.0 n/a 0.0 0.9368 0.9368 n/a n/a 0 312 X-X,+D-0.70E+H 3.0 n/a 0.0 0.8226 0.8226 n/a n/a 0,274 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.70 1.70 n/a n/a 0.567 X-X,+D+0.750Lr+0.75OL-0.450W+H 3.0 n/a 0.0 1.406 1.406 n/a n/a 0 469 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1,455 1.455 n/a n/a 0,485 X-X,+D+0.750L+0.750S-0.450W+H 3.0 n/a 0.0 1.161 1.161 n/a nla 0,387 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1,351 1.351 n/a n/a 0.450 X-X.+D+0.750L+0.750S-0.5250E+H 3.0 n/a 0.0 1.265 1.265 n/a n/a 0.422 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.7237 0.7237 n/a n/a 0,241 X-X.+0.60D-0.60W+0.60H 3.0 n/a 0.0 0.3319 0.3319 n/a n/a 0,111 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.5850 0.5850 n/a n/a 0.195 X-X,+0,60D-0.70E+0.60H 3.0 n/a 0.0 0.4707 0.4707 n/a n/a 0.157 Z-Z,+D+H 3.0 2.227 n/a n/a n/a 0.6045 1.155 0,385 Z-Z.+D+L+H 3.0 2.227 n/a n/a n/a 0.6045 1.155 0.385 Z-Z.+D+Lr+H 3.0 1.653 n/a n/a n/a 1.365 2.190 0,730 Z-Z,+D+S+H 3.0 2.025 n/a n/a n/a 1.038 1.864 0.621 Z-Z.+D+0.750Lr+0.750L+H 3.0 1.734 n/a n/a n/a 1.175 1.932 0,644 Z-Z,+D+0.750L+0.750S+H 3.0 2.059 n/a n/a n/a 0.9298 1.687 0.562 Z-Z,+D+0.60W+H 3.0 2.368 n/a n/a n/a 0.7178 1.433 0,478 Z-Z,+D-0.60W+H 3.0 2.006 n/a n/a n/a 0,4911 0.8764 0.292 Z-Z,+D+0.70E+H 3.0 2.823 n/a n/a n/a 0.5653 1.308 0,436 Z-Z,+D-0.70E+H 3.0 1,548 n/a n/a n/a 0.6437 1.001 0,334 Z-Z.+D+0.750Lr+0.750L+0.450W+H 3.0 1.844 n/a n/a n/a 1.260 2.140 0,713 Z-Z,+D+0.750Lr+0.75OL-0.450W+H 3.0 1.602 n/a n/a n/a 1.090 1.723 0,574 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 2.154 n/a n/a n/a 1.015 1.896 0,632 Z-Z,+D+0.750L+0.750S-0.450W+H 3.0 1.940 n/a n/a n/a 0.8448 1.478 0,493 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 2.374 n/a n/a n/a 0.9005 1.802 0.601 Z-Z,+D+0.750L+0,750S-0.5250E+H 3.0 1.722 n/a n/a n/a 0.9592 1.572 0.524 Z-Z,+0.60D+0.60W+0.60H 3.0 2.436 n/a n/a n/a 0.4760 0.9714 0.324 Z-Z.+0.60D-0.60W+0,60H 3.0 1.771 n/a n/a n/a 0.2493 0.4145 0.138 Z-Z,+0.60D+0.70E+0.60H 3.0 3.182 n/a n/a n/a 0.3235 0.8464 0.282 Z-Z.+0.60D-0.70E+0,60H 3.0 1.041 n/a n/a n/a 0.4019 0.5395 0.180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. _ Punted:27 DFC 7016, 1:53PM General FootingFile=c-OMUME-14Ctinton%MYDOCU-11ENERCA-117W,ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 KW-106008130Licensee: Description: AA1,3 Overturning Stability Rotation Axis& Load Combination... Overturning_Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X.+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK - X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0,750S+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0,70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2.0 k-ft 18.858 k-ft 9.429 OK Z-Z,+D+L+H 2.0 k-ft 18.858 k-ft 9.429 OK Z-Z,+D+Lr+H 3.0 k-ft 38.108 k-ft 12.703 OK Z-Z,+D+S+H 3.0 k-ft 31.108 k-ft 10.369 OK Z-Z,+D+0.750Lr+0.750L+H 2.750 k-ft 33.296 k-ft 12.108 OK Z-Z.+D+0.750L+0.750S+H 2.750 k-ft 28.046 k-ft 10.199 OK Z-Z.+D+0.60W+H 2.60 k-ft 23.058 k-ft 8.869 OK Z-Z,+D+0.70E+H 2.70 k-ft 20.083 k-ft 7.438 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.20 k-ft 36.446 k-ft 11.389 OK Z-Z,+D+0.750L+0.750S+0.450W+H 3,20 k-ft 31.196 k-ft 9.749 OK Z-Z,+D+0.750L-i0.750S+0.5250E+H 3.275 k-ft 28.965 k-ft 8.844 OK Z-Z,+0.60D+0.60W+0.60H 1,80 k-ft 15.515 k-ft 8.619 OK Z-Z,+0.60D+0.70E+0.60H 1.90 k-ft 12.540 k-ft 6.60 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X,+D+H 2.0 k 4.311 k 2.155 OK X-X,+D+L+H 2.0 k 4.311 k 2.155 OK X-X,+D+Lr+H 3.0 k 8.711 k 2.904 OK X-X,+D+S+H 3.0 k 7.111 k 2.370 OK X-X,+D+0.750Lr+0.750L+H 2.750 k 7.611 k 2.767 OK X-X.+D+0.750L+0.750S+H 2.750 k 6.411 k 2.331 OK X-X,+D+0.60W+H 2.60 k 5.271 k 2.027 OK X-X,+D+0.70E+H 2.70 k 4.591 k 1.70 OK X-X,+D+0.750Lr+0.750L+0.450W+H 3.20 k 8.331 k 2,603 OK X-X,+D+0.750L+0.750S+0.450W+H 3.20 k 7.131 k 2.228 OK X-X,+D+0.750L+0.750S+0.5250E+H 3.275 k 6.621 k 2.022 OK X-X,+0.60D+0.60W+0.60H 1.80 k 3.546 k 1.970 OK X-X,+0.60D+0.70E+0.60H 1.90 k 2.866 k 1.509 OK Z-Z+D+H 0.0 k 4.311 k No Slidina OK Z-Z,+D+L+H 0.0 k 4.311 k No Slidino OK Z-Z,+D+Lr+H 0.0 k 8.711 k No Sliding OK Z-Z,+D+S+H 0.0 k 7.111 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+H 0.0 k 7.611 k No Slidina OK Z-Z+D+0.750L+0.750S+H 0.0 k 6.411 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.450W+H 0.0 k 7.131 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.5250E+H 0.0 k 6.621 k No Slidina OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 3.546 k No Slidina OK Z-Z.+0.60D+0.70E+0.60H 0.0 k 2.866 k No Slidina OK Z-Z.+D+0.60W+H 0.0 k 5.271 k No Slidina OK Z-Z,+D+0.70E+H 0.0 k 4.591 k No Slidina OK Z-Z.+D+0.750Lr+0.750L+0.450W+H 0.0 k 8.331 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 1.575 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.40D+1.60H 1.575 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 2.038 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 OFC 2016. t53?td General Footin File=c:IDOCUME-11Ginton\MYDOCU-11ENERCA-117958.ec6 g ENERCALC,INC.1%3-2015,Build:6.15.12.9,Ver.6.0.29 s.ss: c - • Description: AA1,3 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.20D+0.50Lr+1.60L+1.60H 2.038 -Z Bottom 0.2592 Min Temo% 0.2657 10.388 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.788 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.788 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 3.550 +Z Bottom 0.2592 Min Temo% 0.2657 10.388 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 3.550 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 3.80 +Z Bottom 0.2592 Min Temo% 0.2657 10.388 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 3.80 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.750 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X.+1.20D+0.50L+1.60S+1.60H 2.750 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60S+0.50W+1.60H 3.0 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60S+0.50W+1.60H 3.0 -Z Bottom 0.2592 Min Temo% 0.2657 10.388 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 2.538 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 2.538 -Z Bottom 0,2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 2.288 +Z Bottom 0.2592 Min Temo% 0.2657 10.388 OK X-X,+1.20D+0.50L+0.50S+fin/+1.60H 2.288 -Z Bottom 0.2592 Min Temo% 0.2657 10.388 OK X-X,+1,20D+0.50L+0.20S+E+1.60H 1,650 +Z Bottom 0.2592 Min Temo% 0.2657 10,388 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.650 -Z Bottom 0.2592 Min Temp% 0,2657 10,388 OK X-X,+0.90D+W+0.90H 1.513 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+0.90D+W+0.90H 1.513 -Z Bottom 0,2592 Min Temp% 0.2657 10.388 OK X-X,+0.90D+E+0.90H 1.138 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+0.90D+E+0,90H 1.138 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.40D+1.60H 1.175 -X Bottom 0.2592 Min Temp% 0.2657 10.388 -OK Z-Z.+1.40D+1.60H 1.975 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1,623 -X Bottom 0.2592 Min Temp% 0,2657 10.388 OK Z-Z,+1.20D+0,50Lr+1.60L+1.60H 2.452 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.373 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+1.60L+0.50S+1,60H 2.202 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 2.979 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 4.121 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 3.157 -X Bottom 0.2592 Min Temo% 0.2657 10.388 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 4.443 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z.+1.20D+0,50L+1.60S+1.60H 2.179 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 3.321 +X Bottom 0.2592 Min Temo% 0.2657 10.388 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.357 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 3.643 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+0.50Lr+0,50L+W+1.60H 1.981 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 3.094 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 1.731 -X Bottom 0.2592 Min Temp% 0.2657 10,388 OK Z-Z.+1.20D+0,50L+0.50S+W+1.60H 2.844 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1,20D+0.50L+0.20S+E+1.60H 1.136 -X Bottom 0.2592 Min Temp% 0,2657 10.388 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 2.164 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+0.90D+W+0,90H 1.113 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+0.90D+W+0.90H 1.912 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+0.90D+E+0.90H 0.7376 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+0.90D+E+0.90H 1.537 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi'Vn Status +1.40D+1.60H 9.444 psi 9.444 psi 9.444 Dsi 9.444 psi 9.444 psi 75 psi 0.1259 OK +1.20D+0.50Lr+1.60L+1.60H 12,218 psi 12.218 psi 12.218 psi 12.218 Dsi 12.218 Dsi 75 DSi 0.1629 OK +1.20D+1.60L+0.50S+1.60H 10,719 psi 10.719 Dsi 10.719 psi 10.719 psi 10,719 Dsi 75 Dsi 0,1429 OK +1.20D+1.60Lr+0.50L+1.60H 21.287 psi 21.287 psi 21.287 Dsi 21.287 psi 21.287 psi 75 psi 0.2838 OK +1.20D+1.60Lr+0.50W+1.60H 22.787 psi 22.787 Dsi 22,787 psi 22.787 Dsi 22,787 Dsi 75 Dsi 0.3038 OK +1.20D+0.50L+1.60S+1.60H 16.49 psi 16.49 psi 16.49 psi 16.49 psi 16.49 Dsi 75 psi 0.2199 OK +1.20D+1.60S+0.50W+1.60H 17,989 psi 17.989 psi 17.989 psi 17.989 Dsi 17.989 Dsi 75 Dsi 0.2399 OK +1,20D+0.50Lr+0.50L+W+1.60H 15,216 psi 15.216 Dsi 15.216 psi 15.216 Dsi 15.216 Dsi 75 Dsi 0.2029 OK +1.20D+0.50L+0.50S+W+1.60H 13.717 psi 13.717 Dsi 13.717 psi 13.717 Dsi 13.717 Dsi 75 psi 0.1829 OK +1.20D+0.50L+0.20S+E+1.60H 9.894 Dsi 9.894 Dsi 9.894 Dsi 9,894 psi 9,894 Dsi 75 Dsi 0.1319 OK +0.90D+W+0.90H 9.07 psi 9.07 psi 9.07 psi 9.07 Dsi 9.07 psi 75 Dsi 0.1209 OK +0.90D+E+0.90H 6.821 Dsi 6.821 Dsi 6.821 psi 6.821 psi 6.821 Dsi 75 psi 0.09095 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the'Printing& Title Block"selection. Printed:27 DEC 2016, 1:53PM General FOOtinl File=c,1DDCUME-11Clinlon%MYDOCU-11ENERCA-117958.ec8 9 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 Description: AA1,3 Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 37.333 osi 150osi 0.2489 OK +1.20D+0.50Lr+1.60L+1.60H 48.296 psi 150nsi 0.322 OK +1.20D+1.60L+0,50S+1.60H 42.37 Dsi 150Dsi 0.2825 OK +1.20D+1.60Lr+0.50L+1.60H 84.148 psi 150Dsi 0.561 OK +1.20D+1.60Lr+0.50W+1.60H 90.074 psi 150osi 0.6005 OK +1.20D+0.50L+1.60S+1.60H 65.185 Dsi 150osi 0.4346 OK +1.20D+1.60S+0,50W+1.60H 71.111 psi 150osi 0.4741 OK +1,20D+0.50Lr+0.50L+W+1.60H 60.148 Dsi 150osi 0.401 OK +1.20D+0.50L+0.50S+W+1,60H 54.222 Dsi 150osi 0.3615 OK +1.20D+0.50L+0.20S+E+1.60H 39.111 Dsi 150osi 0,2607 OK +0.90D+W+0.90H 35.852 psi 150osi 0.239 OK +0.90D+E+0.90H 26.963 Dsi 150Dsi 0,1798 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. NnW:27 DR,M-16, 1:540M General Footin File=c:kDOCUME-1kClintonkMYDOCU-1kENERCA-1k7958.ec6 g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.0.25 I:11: 1ASSOCIATES Description: A,B 5_2.4 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 30 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft Z Footing Thicknes = 14.0 in i Pedestal dimensions... _ -x px:parallel to X-X Axis = !n pz:parallel to Z-Z Axis = in Height = in m Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in o w r II Reinforcing a•o Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Siz( = t: 5 • %56ars ♦.N59ard Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 18.0 23.0 k OB:Overburden = _ksf_ M-xx = k-ft M-zz = k-ft V-x = - - - k - V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, Printed:27 DEC 2016, 1:54PM General FootingFile=c:1DOCUME-11GintonNYDOCU-11ENERCA-t17958.ec6 ENERCALC.INC.1983-2015,Build:6.15.12.9.Ver.6.0.25 i:s0: ASSOCIATES Description: A.6 5_2.4 DESIGN SUMMARY - . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9107 Soil Bearing 2.732 ksf 3.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4920 Z Flexure(+X) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4920 Z Flexure(-X) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4920 X Flexure(+Z) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4920 X Flexure(-Z) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3933 1-way Shear(+X) 29.495 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3933 1-way Shear(-X) 29.495 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3933 1-way Shear(+Z) 29.495 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3933 1-way Shear(-Z) 29.495 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.7606 2-way Punching 114.092 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 1.294 1.294 n/a n/a 0,431 X-X,+D+L+H 3.0 n/a 0.0 2.732 2.732 n/a n/a 0,911 X-X,+D+Lr+H 3.0 n/a 0.0 1.294 1,294 n/a n/a 0,431 X-X.+D+S+H 3.0 n/a 0.0 1.294 1.294 n/a n/a 0.431 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0,791 X-X.+D+0.750L+0.750S+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0,791 X-X,+D+0.60W+H 3.0 n/a 0.0 1.294 1.294 n/a n/a 0,431 X-X,+D+0.70E+H 3.0 n/a 0.0 1.294 1.294 n/a n/a 0.431 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0,791 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0.791 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0.791 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.7765 0.7765 n/a n/a 0.259 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.7765 0.7765 n/a n/a 0.259 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 1.294 1.294 0.431 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 2.732 2.732 0.911 Z-Z.+D+Lr+H 3.0 0.0 n/a n/a n/a 1.294 1,294 0.431 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 1.294 1.294 0.431 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 2.372 2.372 0.791 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 2.372 2.372 0.791 Z-Z.+D+0.60W+H 3.0 0.0 n/a n/a n/a 1.294 1,294 0,431 Z-Z.+D+0.70E+H 3.0 0.0 n/a nla n/a 1.294 1.294 0.431 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 0.0 n/a n/a n/a 2.372 2.372 0,791 Z-Z.+D+0.750L+0.750S+0.450W+H 3.0 0.0 n/a n/a n/a 2.372 2.372 0.791 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 0.0 n/a n/a n/a 2.372 2.372 0.791 Z-Z.+0.60D+0.60W+0.60H 3.0 0.0 n/a n/a n/a 0.7765 0.7765 0.259 Z-Z,+0.60D+0.70E+0.60H 3.0 0.0 n/a n/a n/a 0,7765 0.7765 0.259 Overtuming Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k _ Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 DEC 2C16, 1:54PM General FootingFile=c:ODCUME-lCfintontMYDOCU-11ENERCA-iV958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver..6.0.25 0.00: ASSOCIATES Description: A,6.5_2.4 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 3.150 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.40D+1.60H 3.150 -Z Bottom 0.3024 Min TemD% 0.310 14,836 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. pnnled 27 DEC vt6. 1 uif'f.l General Footing File=c:1DOCUME-11GintonlMYDOCU-1tENERCA-117958.ec6 ENERCALC,INC.1983 2015 Build:6.15.12.9.Ver.6.0.25 1:11: i i Description: A,13.5_2.4 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.20D+0.50Lr+1.60L+1.60H 7.30 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7.30 -Z Bottom 0.3024 Min Temp% 0.310 14,836 -OK X-X.+1.20D+1.60L+0.50S+1.60H 7.30 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1,20D+1.60L+0.50S+1.60H 7.30 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0,50L+1.60H 4.138 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 4.138 -Z Bottom 0,3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.70 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.70 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50L+1.60S+1.60H 4,138 +Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X,+1.20D+0.50L+1.60S+1,60H 4.138 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.70 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.70 -Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 4.138 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 4.138 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 4.138 +Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 4.138 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 4.138 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 4.138 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+0.90D+W+0.90H 2.025 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+0.90D+W+0,90H 2.025 -Z Bottom 0.3024 Min Temp% 0,310 14.836 OK X-X,+0.90D+E+0.90H 2.025 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+0.90D+E+0,90H 2.025 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.40D+1,60H 3.150 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.40D+1,60H 3.150 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50Lr+1.60L+1,60H 7.30 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 7.30 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 7.30 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1,20D+1.60L+0.50S+1.60H 7.30 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 4.138 -X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 4.138 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 2.70 -X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50W+1,60H 2.70 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 4.138 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0,50L+1.60S+1.60H 4.138 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.70 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.70 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D40.5OLr+0.50L+W+1.60H 4.138 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 4.138 +X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 4.138 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 4.138 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 4.138 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 4.138 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+0.90D+WA.90H 2.025 -X Bottom 0.3024 Min Temp% 0,310 14.836 OK Z-Z,+0,90D+W+0,90H 2.025 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+0.90D+E+0.90H 2.025 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+0.90D+E+0.90H 2.025 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 12.727 psi 12.727 psi 12.727 psi 12.727 psi 12.727 psi 75 psi 0.1697 OK +1.20D+0.50Lr+1.60L+1.60H 29.495 psi 29.495 psi 29.495 psi 29.495 psi 29.495 psi 75 psi 0.3933 OK +1,20D+1.60L+0.50S+1.60H 29,495 psi 29.495 psi 29.495 psi 29.495 psi 29.495 psi 75 psi 0.3933 OK +1.20D+1.60Lr+0.50L+1,60H 16.717 psi 16.717 psi 16,717 DSi 16.717 psi 16.717 psi 75 psi 0.2229 OK +1.20D+1,60Lr+0.50W+1.60H 10.909 Dsi 10.909 psi 10.909 psi 10.909 Dsi 10.909 Dsi 75 Dsi 0.1455 OK +1.20D+0.50L+1,60S+1.60H 16.717 psi 16.717 Dsi 16.717 Dsi 16.717 psi 16.717 psi 75 Dsi 0.2229 OK +1.20D+1.60S+0.50W+1.60H 10.909 Dsi 10.909 psi 10.909 Dsi 10.909 Dsi 10.909 Dsi 75 Dsi 0.1455 OK +1,20D+0,50Lr+0.50L+W+1,60H 16.717 psi 16.717 psi 16.717 psi 16.717 DSi 16.717 Dsi 75 Dsi 0.2229 OK +1.20D+0.50L+0.50S+W+1.60H 16.717 psi 16.717 psi 16.717 psi 16.717 psi 16.717 Dsi 75 Dsi 0.2229 OK +1.20D+0.50L+0.20S+E+1.60H 16.717 Dsi 16.717 psi 16.717 psi 16.717 Dsi 16.717 Dsi 75 Dsi 0.2229 OK +0.90D+W+0.90H 8.182 Dsi 8.182 Dsi 8.182 Dsi 8.182 psi 8.182 Dsi 75 Dsi 0,1091 OK +0.90D+E+0.90H 8.182 psi 8.182 psi 8.182 psi 8.182 psi 8.182 Dsi 75 Dsi 0.1091 .OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. 11rmted.27 neI*,m1e 1 54Nti1 General Footing File=c:1DOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9.Ver.6.0.25 0.s0: ASSOCIATES Description; A.B.5_2A Punching Shear All units k _ Load Combination... Vu PhI*Vn Vu I Phi`Vn Status +1.40D+1.60H 49.231 Dsi 1500si 0.3282 OK +1.20D+0.50Lr+1.60L+1.60H 114.092 Dsi 150Dsi 0,7606 OK +1.20D+1.60L+0.50S+1.60H 114,092 Dsi 150Dsi 0.7606 OK +1.20D+1.60Lr+0.50L+1.60H 64.665 Dsi 150Dsi 0.4311 OK +1.20D+1.60Lr+0.50W+1.60H 42.198 Dsi 150osi 0,2813 OK +1.20D+0.50L+1.60S+1.60H 64.665 Dsi 150Dsi 0.4311 OK +1,20D+1.60S+0.50W+1.60H 42.198 Dsi 150osi 0.2813 OK +1.20D+0.50Lr+0.50L+W+1.60H 64.665 Dsi 150osi 0.4311 OK +1.20D+0.50L+0.50S+W+1.60H 64.665 Dsi 150osi 0.4311 OK +1.20D+0.50L+0.20S+E+1.60H 64.665 psi 150osi 0.4311 OK +0.90D+W+0.90H 31.649 Dsi 150Dsi 0.211 OK +0.90D+E+0.90H 31.649 Dsi 150osi 0.211 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pone•2 0EG,2016 1,:,,,, General Footing File=c:IDOCUME-11ClintonVNYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.025 i.00: DESIGN ASSOCIATES Description: J_3 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) - 350.0 pci Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. - 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. - Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 000180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft ? Footing Thicknes = 14.0 in I r Pedestal dimensions.., x - px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in a Rebar Centerline to Edge of Concrete... 0 at Bottom of footing = 3.0 in to u Reinforcing Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 r..., Reinforcing BarSizf = # 5 �C•I•;Y Bandwidth Distribution Check (ACI 15.4.4.2) - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load — 18.0 23.0 k OB:Overburden = ksf M-xx Z - k-ft M-zz = k-ft V-x = k. V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printer':27 DEC 2016 _Wtl General FootingFile=c:1DOCUME-11ClintunWYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.19832015,Build:6.15.12.9,Ver:6.0.25 KW-06008130ASSOCIATES Description: J_3 DESIGN SUMMARY s- . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9107 Soil Bearing 2.732 ksf 3.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4920 Z Flexure(+X) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0,4920 Z Flexure(-X) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1,60H PASS 0.4920 X Flexure(+Z) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4920 X Flexure(-Z) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1,60H PASS 0.3933 1-way Shear(+X) 29.495 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3933 1-way Shear(-X) 29.495 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3933 1-way Shear(+Z) 29.495 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3933 1-way Shear(-Z) 29,495 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.7606 2-way Punching 114.092 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 30 n/a 0.0 1.294 1.294 n/a n/a 0,431 X-X.+D+L+H 3.0 n/a 0.0 2.732 2.732 n/a nla 0.911 X-X,+D+Lr+H 3.0 n/a 0.0 1.294 1.294 n/a n/a 0.431 X-X.+D+S+H 3.0 n/a 0.0 1.294 1,294 n/a n/a 0.431 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0.791 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0,791 X-X,+D+0.60W+H 3.0 n/a 0.0 1.294 1.294 n/a n/a 0 431 X-X,+D+0.70E+H 3.0 n/a 0.0 1.294 1.294 n/a n/a 0.431 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0.791 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0.791 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0.791 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.7765 0.7765 n/a n/a 0,259 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.7765 0.7765 n/a n/a 0.259 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 1.294 1.294 0,431 Z-Z.+D+L+H 3.0 00 n/a n/a n/a 2.732 2.732 0.911 Z-Z.+D+Lr+H 3.0 00 n/a n/a n/a 1.294 1.294 0.431 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 1.294 1.294 0,431 Z-Z.+D+0.750Lr+0.750L+H 3.0 00 n/a n/a n/a 2.372 2.372 0.791 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 2.372 2.372 0.791 Z-Z,+D+0.60W+H 3.0 00 n/a n/a n/a 1.294 1.294 0,431 Z-Z,+D+0,70E+H 3.0 00 n/a n/a n/a 1.294 1.294 0.431 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 00 n/a n/a n/a 2.372 2.372 0.791 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 0.0 n/a n/a n/a 2,372 2.372 0,791 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 0.0 n/a n/a n/a 2.372 2.372 0.791 Z-Z,+0.60D+0.60W+0.60H 3.0 0.0 n/a n/a n/a 0.7765 0.7765 0.259 Z-Z,+0.60D+0.70E+0.60H 30 0,0 n/a n/a n/a 0.7765 0.7765 0,259 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prnted:27 DEC 2016. :54PM General FootingFile=c:VMUME-11ClintonNYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015.Bwkf:6.t5.12.9,Ver.6:o.25 KW-06008130ASSOCIATES Description: J_3 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 3150 +Z Bottom 0.3024 Min Temp% 0,310 14,836 OK X-X,+1.40D+1.60H 3150 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?r:rlec:2I OEC 2016 i:S�Ptd General FootingFile=c:1DOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0.25 - i.Qi: DESIGN Description: J_3 Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? in^2 1n^2 in^2 k-ft X-X,+1.20D+0.50Lr+1.60L+1.60H 7.30 +Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7.30 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60L+0.50S+1.60H 7.30 +Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X.+1.20D+1.60L+0.50S+1.60H 7.30 -Z Bottom 0.3024 Min TemD% 0,310 14.836 OK X-X,+1.20D+1,60Lr+0.50L+1.60H 4.138 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 4.138 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.70 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.70 -Z Bottom 0.3024 Min TemD% 0,310 14,836 OK X-X,+1.20D+0.50L+1.60S+1.60H 4.138 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50L+1.60S+1.60H 4.138 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.70 +Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.70 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 4.138 +Z Bottom 0.3024 Min Temo% 0,310 14,836 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 4.138 -Z Bottom 0.3024 Min Temp% 0,310 14.836 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 4.138 +Z Bottom 0.3024 Min Temo% 0,310 14.836 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 4.138 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0,50L+0,20S+E+1.60H 4.138 +Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 4.138 -Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X,+0.90D+W+0.90H 2.025 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+0.90D+W+0.90H 2.025 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+0,90D+E+0.90H 2.025 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X.+0.90D+E+0.90H 2.025 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.40D+1.60H 3.150 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.40D+1.60H 3.150 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1,20D+0.50Lr+1.60L+1.60H 7.30 -X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 7.30 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 7.30 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 7.30 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50L+1,60H 4.138 -X Bottom 0,3024 Min TemD% 0.310 14.836 OK Z-Z,+1,20D+1.60Lr+0.50L+1.60H 4.138 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 2.70 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 2.70 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 4.138 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 4.138 +X Bottom 0.3024 Min TemD% 0.310 14,836 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.70 -X Bottom 0.3024 Min TemD% 0,310 14.836 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.70 +X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 4.138 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 4.138 +X Bottom 0.3024 Min TemD% 0.310 14,836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 4.138 -X Bottom 0.3024 Min Temo% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 4.138 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.20S+E+1,60H 4.138 -X Bottom 0.3024 Min Temo% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 4.138 +X Bottom 0.3024 Min TemD% 0.310 14.836 -OK Z-Z,+0.90D+W+0.90H 2.025 -X Bottom 0.3024 Min Temo% 0.310 14.836 OK Z-Z,+0.90D+W+0.90H 2.025 +X Bottom 0.3024 Min Temo% 0.310 14.836 OK Z-Z,+0.90D+E+0.90H 2.025 -X Bottom 0.3024 Min TemD% 0,310 14.836 OK Z-Z,+0.90D+E+0.90H 2,025 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi"Vn Status +1.40D+1.60H 12.727 psi 12.727 osi 12.727 Dsi 12.727 psi 12.727 Dsi 75 Dsi 0.1697 OK +1.20D+0.50Lr+1.60L+1.60H 29.495 Dsi 29.495 Dsi 29.495 Dsi 29.495 Dsi 29.495 osi 75 Dsi 0,3933 OK +1.20D+1.60L+0.50S+1.60H 29.495 Dsi 29.495 Dsi 29.495 Dsi 29.495 Dsi 29.495 psi 75 Dsi 0.3933 OK +1.20D+1.60Lr+0.50L+1.60H 16.717 Dsi 16.717 Dsi 16.717 Dsi 16.717 Dsi 16.717 Dsi 75 Dsi 0.2229 OK +1.20D+1.60Lr+0.50W+1.60H 10.909 psi 10.909 Dsi 10.909 Dsi 10.909 Dsi 10.909 Dsi 75 Dsi 0.1455 OK +1.20D+0.50L+1.60S+1.60H 16.717 Dsi 16.717 Dsi 16,717 psi 16.717 psi 16.717 osi 75 Dsi 0.2229 OK +1.20D+1.60S+0.50W+1.60H 10.909 Dsi 10.909 Dsi 10.909 Dsi 10,909 Dsi 10.909 psi 75 Dsi 0.1455 OK +1,20D+0.50Lr+0.50L+W+1.60H 16.717 Dsi 16.717 Dsi 16.717 Dsi 16.717 Dsi 16.717 Dsi 75 Dsi 0.2229 OK +1.20D+0.50L+0.50S+W+1.60H 16.717 psi 16.717 Dsi 16.717 Dsi 16.717 psi 16.717 Dsi 75 Dsi 0.2229 OK +1.20D+0.50L+0.20S+E+1.60H 16.717 Dsi 16.717 Dsi 16.717 Dsi 16.717 Dsi 16.717 Dsi 75 Dsi 0.2229 OK +0.90D+W+0.90H 8,182Dsi 8.182 osi 8.182 osi 8,182Dsi 8,182Dsi 75 osi 0.1091 OK +0,90D+E+0.90H 8.182 Dsi 8.182 Dsi 8.182 Dsi 8.182 Dsi 8.182 Dsi 75 Dsi 0.1091 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pimte#22 DEC 2016. 1501.1 General Footing File=atDOCUME-nGinlonWWYDOCU-11ENERCA-117958.ec6 ENERCALC,INC.19812015,Build:6.15.12.9.Ver.6.0.25 i.10: ASSOCIATES Description: J 3 Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 49.231 psi 150psi 0.3282 OK +1.20D+0.50Lr+1.60L+1.60H 114.092 psi 150osi 0.7606 OK +1.20D+1.60L+0.50S+1.60H 114.092 psi 150psi 0.7606 OK +1.20D+1.60Lr+0,50L+1.60H 64.665 psi 150psi 0.4311 OK +1.20D+1.60Lr+0.50W+1.60H 42.198 psi 150osi 0.2813 OK +1.20D+0.50L+1.60S+1.60H 64.665 psi 150osi 0.4311 OK +1.20D+1.60S+0.50W+1.60H 42.198 psi 150psi 0.2813 OK +1.20D+0.50Lr+0.50L+W+1.60H 64.665 psi 150Dsi 0.4311 OK +1.20D+0.50L+0.50S+W+1.60H 64.665 psi 150osi 0.4311 OK +1.20D+0.50L+0.20S+E+1.60H 64.665 psi 150osi 0.4311 OK +0.90D+W+0.90H 31.649 psi 150Dsi 0.211 OK +0.90D+E+0.90H 31.649 psi 150osi 0.211 OK Title Block Line 1 Project Title: You can change this area Engineer, Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pomw 21 DEC 2016, 154KI General FootingNe=c:1D000ME-11C1inton%MYDOCU-11ENERCA-11795&et6 ENERCALC.INC 1983-2015,Build:6.15.129.Ver:6.025 I:s1 DESIGN ASSOCIATES Description: 6.5,E_3 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0-00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 7.0 ft Length parallel to Z-Z Axis = 7.0 ft Footing Thicknes = 26.0 in Pedestal dimensions... - � x px:parallel to X-X Axis = in pz parallel to Z-Z Axis = in Height - in a Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 ino w Reinforcing 7"o" Bars parallel to X-X Axis Number of Bars = 9.0 Reinforcing Bar Size = 6 Bars parallel to Z-Z Axis Number of Bars = 9.0 1. Reinforcing Bar Siz( _ 6 0-10flan , y�' 9-46B— Bandwidth Distribution Check (AC I 15.4.4.2) t—� Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load - 18.0 23.0 14.0 34.0 k OB;Overburden = _ ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = 10.0 59.0 k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:27 DEC 2016, 1'K4PM General Footin File=c:1D000ME-11ClintonVAYD000-11ENERCA-117 .ec6 g 958 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.0 25 i.i0: ASSOCIATES Description: B.5,E_3 DESIGN SUMMARY s- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9413 Soil Bearing 2.824 ksf 3.0 ksf +0.60D+0.70E+0.60H about X-X axis PASS 1.715 Overturning-X-X 89.483 k-ft 153.428 k-ft +0.60D+0.70E+0.60H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1475 Z Flexure(+X) 8.388 k-ft 56.857 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1475 Z Flexure(-X) 8.388 k-ft 56.857 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0,3121 X Flexure(+Z) 17.747 k-ft 56.857 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1284 X Flexure(-Z) 7.30 k-ft 56.857 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1081 1-way Shear(+X) 8.104 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1081 1-way Shear(-X) 8.104 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.2473 1-way Shear(+Z) 18.548 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.09404 1-way Shear(-Z) 7.053 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1969 2-way Punching 29.530 psi 150.0 psi +1.20D+0.50L+0.20S+E+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6815 0.6815 n/a n/a 0.227 X-X,+D+L+H 3.0 n/a 0.0 1.151 1.151 n/a n/a 0.384 X-X,+D+Lr+H 3.0 n/a 0.0 0.6815 0.6815 n/a n/a 0.227 X-X,+D+S+H 3.0 n/a 0.0 0.6815 0.6815 n/a n/a 0.227 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.034 1.034 n/a n/a 0,345 X-X.+D+0.750L+0.750S+H 3.0 n/a 0.0 1.034 1.034 n/a n/a 0,345 X-X,+D+0.60W+H 3.0 n/a 3.733 0.6293 1.077 n/a n/a 0.359 X-X,+D+0.70E+H 3.0 n/a 18.775 0.0 2.786 n/a n/a 0.929 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 2.055 0.9944 1.330 n/a n/a 0.443 X-X.+D+0.750L+0.750S+0.450W+H 3.0 n/a 2.055 0.9944 1.330 n/a n/a 0,443 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 11.758 0.2434 2.552 n/a n/a 0,851 X-X.+0.60D+0.60W+0.60H 3.0 n/a 5.486 0.3567 0.8040 n/a n/a 0.268 X-X,+0,60D+0.70E+0.60H 3.0 n/a 24.496 0.0 2.824 n/a n/a 0.941 Z-Z.+D+H 3.0 0.0 n/a n/a n/a 0.6815 0,6815 0.227 Z-Z,+D+L+H 3.0 0.0 n/a n/a n/a 1.151 1.151 0.384 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 0.6815 0.6815 0.227 Z-Z,+D+S+H 3.0 0.0 n/a n/a n/a 0.6815 0.6815 0.227 Z-Z,+D+0,750Lr+0,750L+H 3.0 0.0 n/a n/a n/a 1.034 1.034 0.345 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 1.034 1.034 0.345 Z-Z,+D+0.60W+H 3.0 0.0 n/a n/a n/a 0.8529 0.8529 0.284 Z-Z,+D+0.70E+H 3.0 0.0 n/a n/a n/a 1.167 1.167 0,389 Z-Z,+D+0,750Lr+0.750L+0.450W+H 3.0 0.0 n/a n/a n/a 1.162 1.162 0,387 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 0.0 n/a n/a n/a 1.162 1.162 0,387 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 0.0 n/a n/a n/a 1.398 1.398 0.466 Z-Z.+0,60D+0.60W+0.60H 3.0 0.0 n/a n/a n/a 0.5803 0.5803 0.193 Z-Z,+0.60D+0.70E+0.60H 3.0 0.0 n/a n/a n/a 0.8946 0.8946 0,298 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+H 13.0 k-ft 146.280 k-ft 11.252 OK X-X,+D+0.70E+H 89.483 k-ft 200.180 k-ft 2.237 OK X-X,+D+0.750Lr+0.750L+0.450W+H 9.750 k-ft 199.305 k-ft 20.442 OK X-X.+D+0.750L+0.750S+0,450W+H 9.750 k-ft 199.305 k-ft 20.442 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Piml-d 27 OR".1016. 1 SKI C7enera� Footing File=c:1DOCUME-11ClintonWYDOCU-I%ENERCA-117958.ec6 ENER(:AIC,INC.19n2015.Build:6.15.12.9.Ver.6.0.25 KW-06008130 Licensee:STRUCTURAL DESIGN-ASSOCIATES Description: B.5,E_3 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H 67.113 k-ft 239.730 k-ft 3.572 OK X-X,+0.60D+0,60W+0.60H 13.0 k-ft 99.528 k-ft 7.656 OK X-X,+0.60D+0.70E+0.60H 89.483 k-ft 153.428 k-ft 1.715 OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z.+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z.+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.60W+H None 0.0 k-ft Infinity OK Z-Z,+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0,60W+0.60H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi`Mn Status k-ft Side? Bot or Top? in^2 inA2 inA2 k-ft X-X,+1.40D+1.60H 3.150 +Z Bottom 0.5616 Min Temp% 0,5657 56.857 OK X-X.+1.40D+1.60H 3.150 -Z Bottom 0.5616 Min Temp% 0.5657 56,857 OK X-X.+1.20D+0.50Lr+1,60L+1.60H 7.30 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7.30 -Z Bottom 0.5616 Min Temp% 0.5657 56,857 OK X-X,+1,20D+1.60L+0.50S+1.60H 7.30 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+1.60L+0.50S+1.60H 7.30 -Z Bottom 0.5616 Min TemD% 0.5657 56.857 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 4.138 +Z Bottom 0.5616 Min TemD% 0.5657 56.857 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 4.138 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 4.349 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 2.801 -Z Bottom 0,5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+1.60S+1.60H 4.138 +Z Bottom 0.5616 Min TemD% 0.5657 56.857 OK X-X,+1.20D+0.50L+1.60S+1.60H 4,138 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60S+0.50W+1.60H 4.349 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.801 -Z Bottom 0,5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 7.435 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 4.340 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 7.435 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 4.340 -Z Bottom 0.5616 Min TemD% 0.5657 56.857 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 17.747 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.5122 -Z Top 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+W+0.90H 5.322 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+W+0.90H 2.228 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+E+0.90H 16.682 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+E+0.90H 1.576 -Z Top 0.5616 Min TemD% 0.5657 56.857 OK Z-Z,+1.40D+1,60H 3.150 -X Bottom 0,5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.40D+1.60H 3.150 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 7.30 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1,20D+0.50Lr+1.60L+1.60H 7.30 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 7.30 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 7.30 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 4.138 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 4.138 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 3.575 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+1,60Lr+0.50W+1.60H 3.575 +X Bottom 0,5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 4.138 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 4.138 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 3.575 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 3.575 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 5.888 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 5.888 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 5.888 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 5.888 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0,50L+0.20S+E+1.60H 8.388 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. 11.mtm T.Dfr.?016 1 ISOM General Footing File=c:IDocuME-1icfintunIMYDOCu=flENERCA-n7959.ec6 ENERCALC.INC.19632015.Build:6.15.12.9.Ver.6.0.25 KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: 6.5,E_3 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in12 inA2 inA2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 8.388 +X Bottom 0.5616 Min Temo% 0.5657 56.857 OK Z-Z,+0.90D+W+0.90H 3.775 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+0.90D+W+0.90H 3.775 +X Bottom 0.5616 Min Tema% 0.5657 56.857 OK Z-Z.+0.90D+E+0.90H 6.275 -X Bottom 0.5616 Min Temo% 0.5657 56.857 OK Z-Z,+0.90D+E+0,90H 6.275 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 3.043 psi 3.043 psi 3.043 psi 3.043 psi 3.043 psi 75 psi 0.04058 OK +1.20D+0.50Lr+1.60L+1.60H 7.053 psi 7.053 psi 7.053 psi 7.053 psi 7.053 psi 75 psi 0.09404 OK +1.20D+1.60L+0,50S+1.60H 7.053 psi 7.053 psi 7.053 psi 7.053 psi 7.053 psi 75 psi 0.09404 OK +1.20D+1.60Lr+0.50L+1.60H 3.998 psi 3.998 osi 3.998 psi 3.998 psi 3.998 psi 75 psi 0.0533 OK +1,20D+1.60Lr+0.50W+1.60H 3.454 psi 3.454 psi 2,594 Dsi 4.314 psi 4.314 psi 75 psi 0.05752 OK +1.20D+0.50L+1.60S+1.60H 3.998 Dsi 3.998 psi 3.998 psi 3.998 Dsi 3.998 psi 75 psi 0.0533 OK +1.20D+1,60S+0.50W+1.60H 3.454 Dsi 3,454 Dsi 2.594 Dsi 4.314 psi 4.314 Dsi 75 psi 0.05752 OK +1.20D+0.50Lr+0.50L+W+1.60H 5.688 psi 5.688 Dsi 3.969 psi 7.408 Dsi 7.408 psi 75 psi 0.09877 OK +1.20D+0.50L+0.50S+W+1.60H 5.688 psi 5.688 psi 3.969 psi 7,408 Dsi 7.408 Dsi 75 psi 0.09877 OK +1.20D+0.50L+0.20S+E+1.60H 8.104 psi 8.104 Dsi 1.714 psi 18.548 psi 18.548 psi 75 Dsi 0,2473 OK +0.90D+W+0.90H 3.647 Dsi 3.647 Dsi 1.928 Dsi 5.367 Dsi 5.367 osi 75 psi 0.07156 OK +0.90D+E+0.90H 6.063 osi 6.063 osi 1.673 osi 17.983 Dsi 17.983 Dsi 75 osi 0.2398 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status_ +1.40D+1.60H 11.062 osi 150osi 0.07375 OK +1.20D+0.50Lr+1.60L+1.60H 25.637 osi 150osi 0.1709 OK +1.20D+1.60L+0.50S+1.60H 25.637 psi 150osi 0.1709 OK +1.20D+1.60Lr+0.50L+1.60H 14.53 psi 150DSI 0.09687 OK +1,20D+1.60Lr+0.50W+1.60H 12.555 Dsi 150osi 0.0837 OK +1.20D+0.50L+1.60S+1,60H 14.53 psi 150psi 0.09687 OK +1.20D+1,60S+0.50W+1.60H 12.555 Dsi 150osi 0.0837 OK +1.20D+0.50Lr+0.50L+W+1.60H 2O.676 osi 150osi 0.1378 OK +1.20D+0.50L+0.50S+W+1.60H 2O.676 osi 150osi 0.1378 OK +1.20D+0.50L+0.20S+E+1.60H 29.53 osi 150Dsi 0.1969 OK +0.90D+W+0.90H 13.257 osi 150osi 0.08838 OK +0.90D+E+0.90H 22.689 Dsi 150osi 0.1513 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Prr!�m 27 OK 2016 1 420M General Footing File=c:1DOCUME-11Clinton\MYDOCU-11ENERCA-117956.ec6 ENERCALC,INC.19632015,Build:6.15.12.9.Ver.6.0.25 i.►0ASSOCIATES Description: J.9_1,3 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 30 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. 000180 when footing base is below = ft Min.Overturning Safety Factor - 1 0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft Z Footing Thicknes = 14.0 in Pedestal dimensions... x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in n Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in r q o Reinforcing 4"�0" Bars parallel to X-X Axis Number of Bars = 4 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4 — Reinforcing Bar Siz( _ # 5 A --- — Bandvvidth Distribution Check (ACI 15.4.4.2) - - -- - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E N P:Column Load - 8.0 3.0 12.0 k OB:Overburden = ksf_ M-xx = - - - - k-ft M-zz = k-ft V-x = 3.0 1.0 14.0 k V-z k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, vnmod'27 DEC 2016, 1 ?PV General FootingFile=c:IDOCUME-11ClintonWYDOCU-11ENERCA-117958.ec6 ENERAL ,CNC 1983-2015,Build:6.15.12.9,Ver.6.0.25 i:ii: eASSOCIATES Description. J.9-1,3 DESIGN SUMMARY Min.Ratio Rom Applied Capacity Governing Load Combination PASS 0.8633 Soil Bearing 2.590 ksf 3.0 ksf +D+0.70E+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.191 Overturning-Z-Z 13.533 k-ft 29.648 k-ft +0.60D+0.70E+0.60H FAIL 0.5112 Sliding-X-X 11.60 k 5.930 k +0.60D+0.70E+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3749 Z Flexure(+X) 5.562 k-ft 14.836 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0,07023 Z Flexure(-X) 1.042 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1946 X Flexure(+Z) 2.888 k-ft 14.836 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1946 X Flexure(-Z) 2.888 k-ft 14.836 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0,1556 1-way Shear(+X) 11.667 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1556 1-way Shear(-X) 11,667 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1556 1-way Shear(+Z) 11.667 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1556 1-way Shear(-Z) 11,667 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.3011 2-way Punching 45.166 psi 150.0 psi +1.20D+0.50L+0.20S+E+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 3.0 n/a 0.0 0.6692 0.6692 n/a n/a 0,223 X-X,+D+L+H 3.0 n/a 0.0 0.8567 0.8567 n/a n/a 0,286 X-X,+D+Lr+H 3.0 n/a 0.0 0.6692 0.6692 n/a n/a 0.223 X-X,+D+S+H 3.0 n/a 0.0 0,6692 0.6692 n/a n/a 0.223 X-X.+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.8098 0.8098 n/a n/a 0,270 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 0.8098 0.8098 n/a n/a 0,270 X-X,+D+0.60W+H 3.0 n/a 0.0 0.6692 0.6692 n/a n/a 0.223 X-X,+D+0.70E+H 3.0 n/a 0.0 1,194 1.194 n/a n/a 0.398 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 0.8098 0.8098 n/a n/a 0.270 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 0.8098 0.8098 n/a n/a 0.270 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1,204 1.204 n/a n/a 0.401 X-X.+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.4015 0.4015 n/a nla 0.134 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.9265 0.9265 n/a n/a 0,309 Z-Z.+D+H 3.0 3.923 n/a n/a n/a 0.3465 0.9918 0,331 Z-Z,+D+L+H 3.0 4,086 n/a n/a n/a 0.4265 1.287 0.429 Z-Z.+D+Lr+H 3.0 3.923 n/a n/a n/a 0.3465 0.9918 0.331 Z-Z,+D+S+H 3.0 3.923 n/a n/a n/a 0.3465 0.9918 0,331 Z-Z,+D+0.750Lr+0.750L+H 3.0 4.052 n/a n/a n/a 0.4065 1.213 0.404 Z-Z,+D+0.750L+0.750S+H 3.0 4.052 n/a n/a n/a 0.4065 1.213 0.404 Z-Z,+D+0.60W+H 3.0 3.923 n/a n/a n/a 0.3465 0.9918 0.331 Z-Z,+D+0.70E+H 3.0 9.379 n/a n/a n/a 0.0 2.590 0.863 Z-Z.+D+0.750Lr+0.750L+0.450W+H 3.0 4.052 n/a n/a n/a 0.4065 1.213 0,404 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 4.052 n/a n/a n/a 0.4065 1.213 0.404 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 8.070 n/a n/a n/a 0.009622 2,397 0.799 Z-Z.+0.60D+0.60W+0.60H 3.0 3.923 n/a n/a n/a 0.2079 0.5951 0,198 Z-Z,+0.60D+0.70E+0.60H 3.0 10.955 n/a n/a n/a 0.0 2.250 0.750 Overtuming Stability Rotation Axis& _Load Combination... Overturning Moment Resisting Moment Stability Ratio Status _ X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pnnted:2(DEC 2016 i:42PFA General FootingFile=c:1DOCUME-11ClintonWYDOCU�-11ENERCA-117958.ec6 ENERCALC,INC.19a2015,Build:6.15.12.9,Ver.6.0.25 KW-06008130 DESIGN Description: J.9_1,3 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability_Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.601-1 None 0.0 k-ft Infinity OK X-X.+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 3.50 k-ft 21,413 k-ft 6.118 OK Z-Z,+D+L+H 4.667 k-ft 27.413 k-ft 5.874 OK Z-Z,+D+Lr+H 3.50 k-ft 21.413 k-ft 6.118 OK Z-Z,+D+S+H 3.50 k-ft 21.413 k-ft 6.118 OK Z-Z,+D+0.750Lr+0.750L+H 4.375 k-ft 25.913 k-ft 5.923 OK Z-Z,+D+0.750L+0.750S+H 4.375 k-ft 25.913 k-ft 5.923 OK Z-Z,+D+0.60W+H 3.50 k-ft 21.413 k-ft 6.118 OK Z-Z,+D+0.70E+H 14.933 k-ft 38.213 k-ft 2.559 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 4.375 k-ft 25.913 k-ft 5.923 OK Z-Z,+D+0.750L+0.750S+0.450W+H 4.375 k-ft 25.913 k-ft 5.923 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 12.950 k-ft 38.513 k-ft 2.974 OK Z-Z,+0.60D+0.60W+0.60H 2.10 k-ft 12.848 k-ft 6.118 OK Z-Z,+0.60D+0.70E+0.60H 13.533 k-ft 29.648 k-ft 2.191 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X-X,+D+H 3.0 k 4.283 k 1.428 OK X-X,+D+L+H 4.0 k 5.483 k 1.371 OK X-X.+D+Lr+H 3.0 k 4.283 k 1.428 OK X-X,+D+S+H 3.0 k 4,283 k 1.428 OK X-X,+D+0.750Lr+0.750L+H 3.750 k 5.183 k 1.382 OK X-X,+D+0.750L+0.750S+H 3.750 k 5.183 k 1.382 OK X-X,+D+0.60W+H 3.0 k 4.283 k 1.428 OK X-X,+D+0.70E+H 12.80 k 7.643 k 0.5971 No Good! X-X.+D+0.750Lr+0.750L+0.450W+H 3.750 k 5.183 k 1.382 OK X-X,+D+0.750L+0.750S+0.450W+H 3,750 k 5.183 k 1.382 OK X-X,+D+0.750L+0.750S+0.5250E+H 11.10 k 7.703 k 0.6939 No Good! X-X,+0.60D+0.60W+0.60H 1.80 k 2.570 k 1.428 OK X-X,+0.60D+0.70E+0.60H 11.60 k 5.930 k 0.5112 No Good! Z-Z,+D+H 0.0 k 4.283 k No Slidina OK Z-Z,+D+L+H 0.0 k 5.483 k No Slidina OK Z-Z,+D+Lr+H 0.0k 4.283 k No S"d',, OK Z-Z,+D+S+H 0.0 k 4.283 k No Slidina OK Z-Z.+D+0.750Lr+0.750L+H 0.0 k 5.183 k No Slidina OK Z-Z,+D+0,750L+0.750S+H 0.0 k 5.183 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.450W+H 0.0 k 5.183 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.5250E+H 0.0 k 7.703 k No Slidina OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 2.570 k No Slidina OK Z-Z,+0.60D+0.70E+0.60H 0.0 k 5.930 k No Slidina OK Z-Z,+D+0.60W+H 0.0 k 4.283 k No Slidina OK Z-Z,+D+0.70E+H 0.0 k 7.643 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 0.0 k 5.183 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? in^2 inA2 inA2 k-ft X-X.+1.40D+1.60H 1.40 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.40D+1.60H 1.40 -Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 1.80 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.80 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1,60L+0.50S+1.60H 1.80 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.80 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 1.388 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.388 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.20 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.20 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.388 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1,20D+0.50L+1.60S+1.60H 1.388 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X.+1.20D+1.60S+0.50W+1.60H 1.20 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. OwIN.27 DEC 20W 1'OKI General Footing File=c:1DOCUME-11ClintonlMYDOCU-11ENERCA-117958.ec6 ENERCALC,INC 14832015 Build:6.15129.Ver.6.0.25- 'Lie,#: KW-06 130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description. J,9.1.3 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.20D+1.60S+0.50W+1.60H 1.20 -Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1,388 +Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.388 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.388 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.388 -Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 2.888 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 2.888 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+0.90D+W+0,90H 0.90 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X.+0.90D+W+0.90H 0.90 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+0.90D+E+0.90H 2.40 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+0.90D+E+0,90H 2.40 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.40D+1.60H 0.7877 -X Bottom 0.3024 Min Temo% 0.310 14.836 OK Z-Z,+1.40D+1,60H 2.012 +X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.042 -X Bottom 0.3024 Min Temp% 0,310 14.836 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.558 +X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60L+0,50S+1.60H 1.042 -X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2.558 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.7897 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 1.985 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.6751 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.725 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+1.60S+1,60H 0.7897 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.985 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0.6751 -X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z,+1.20D+1,60S+0.50W+1.60H 1.725 +X Bottom 0.3024 Min Temp% 0,310 14.836 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 0,7897 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.985 +X Bottom 0.3024 Min Temp% 0,310 14.836 OK Z-Z,+1.20D+0.50L+0.50S+W+1,60H 0.7897 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.985 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.2845 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 5,562 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+0.90D+W+0,90H 0.5064 -X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z.+0.90D+W+0.90H 1.294 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+0.90D+E+0.90H 0.05813 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+0.90D+E+0.90H 4.928 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu Q+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 5.657 psi 5.657 psi 5,657 psi 5.657 psi 5.657 psi 75 psi 0.07542 OK +1.20D+0.50Lr+1.60L+1.60H 7.273 psi 7.273 psi 7.273 psi 7,273 psi 7.273 psi 75 psi 0.09697 OK +1.20D+1.60L+0.50S+1.60H 7.273 psi 7.273 psi 7.273 psi 7.273 psi 7.273 psi 75 psi 0.09697 OK +1.20D+1.60Lr+0.50L+1.60H 5,606 psi 5.606 psi 5.606 psi 5.606 psi 5.606 psi 75 psi 0.07475 OK +1.20D+1.60Lr+0.50W+1.60H 4.848 psi 4.848 psi 4.848 psi 4.848 psi 4.848 Dsi 75 psi 0.06465 OK +1.20D+0.50L+1.60S+1.60H 5.606 psi 5.606 Dsi 5.606 Dsi 5.606 psi 5.606 psi 75 psi 0.07475 OK +1.20D+1.60S+0.50W+1.60H 4.848 psi 4.848 Dsi 4.848 psi 4,848 psi 4.848 psi 75 Dsi 0.06465 OK +1.20D+0.50Lr+0.50L+W+1.60H 5.606 Dsi 5.606 psi 5.606 psi 5.606 psi 5.606 Dsi 75 psi 0.07475 OK +1.20D+0.50L+0.50S+W+1.60H 5.606 Dsi 5.606 Dsi 5.606 psi 5.606 psi 5.606 psi 75 psi 0.07475 OK +1.20D+0,50L+0.20S+E+1.60H 11.667 Dsi 11.667 psi 11.667 Dsi 11.667 psi 11.667 Dsi 75 Dsi 0.1556 OK +0.90D+W+0.90H 3.636 Dsi 3.636 psi 3.636 Dsi 3.636 Dsi 3.636 psi 75 psi 0.04849 OK +0.90D+E+0.90H 9.696 psi 9.696 psi 9.697 Dsi 9.697 Dsi 9.697 Dsi 75 psi 0.1293 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 21.881 Dsi 150osi 0.1459 OK +1.20D+0.50Lr+1.60L+1.60H 28.132 psi 150Dsi 0.1875 OK +1.20D+1.60L+0.50S+1.60H 28.132 psi 150usi 0.1875 OK +1,20D+1.60Lr+0.50L+1.60H 21.685 psi 150osi 0.1446 OK +1.20D+1.60Lr+0.50W+1.60H 18.755 psi 150Dsi 0.125 OK +1.20D+0.50L+1.60S+1.60H 21.685 psi 150Dsi 0.1446 OK +1.20D+1.60S+0.50W+1.60H 18.755 psi 150osi 0.125 OK +1.20D+0,50Lr+0.50L+W+1.60H 21.685 psi 150psi 0.1446 OK +1,20D+0.50L+0.50S+W+1.60H 21.685 psi 150osi 0.1446 OK +1.20D+0.50L+0.20S+E+1.60H 45.166 Dsi 150Dsi 0.3011 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pri*C:27 DEC�615,i:42PM General FootingHe=c:1DOCUME-11Clinton%WDOCU-11ENERCA-117956.ec6 ENERCALC,INC.1963.2015.Build:6.15.12.9.Ver.6.0.25 i.00: ASSOCIATES Description: 19_1,3 Punching Shear All units k Load Combination..._ _ Vu Phi*Vn Vu I Phi*Vn Status +0.90D+W+0.90H 14.066 psi 150Dsi 0.09377 OK +0.90D+E+0.90H 37.616 psi 150nsi 0.2508 OK WALL PANEL FOUNDATIONS REINFORCING STEEL WALL PANEL BYOTHER5 BY OTHERS 4"SLAB 1.THE FOUNDATION DESIGN 15 BA5ED ON THE RECOMMENDATION IN 1.ALL REINFORCING STEEL SHALL CONFORM TO A5TM A61 5 GRADE STEEL FRAM Y OTHE FL PER PLAN GEOTECHNICAL REPORT No.0482-05 1-01,DATED MAY 20,2013. 60 (fy=60 K51)FOR BAR SIZES NO. 5 6 LARGER,GRADE 40(fy=40 BY OTHERS ANCHOR NOTE: IF SLAB FOUNDATION WORK AND SOIL PREPARATION SHALL BE PERFORMED IN K51)FOR NO.3 AND NO.4 BAR5. I"NON-SHRINK GROUT BOLT IS PLACED AFTER y ACCORDANCE WITH THIS REPORT. (f'c=3000psi MIN) N 2.ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE PLANS. in FOUNDATION, 1-9 2.THE FOUNDATION DE51GN 15 BA5ED ON THE FOLLOWING VALUES: WHERE LAP OR SPLICE LOCATIONS ARE NOT SPECIFICALLY INDICATED #5x5'LONG HAIRPIN AROUND O NOT RE5 ANCHOR BOLTS #4 @ 18 O/C �.-. RESPONSIBLE ALLOW.SOIL BEARING 3000 P5F ON THE CONSTRUCTION DOCUMENTS,LAPS AND/OR SPLICES 5HALL BE 4 gLAg EA WAY OR CONT. �z w z SOIL FRICTION .4 42 BAR DIA AND BE WELL STAGGERED. PER PLAN 6X6-W4XW4 WWF w g o g FOR FRAME KICK OUT FAILURE EQUIV.FLUID PRESSURES IF REQUIRED: m O A UNTIL ALL u ACTIVE PRESSURE' 35 PCF 3.COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN 14"x 14"MIN CONC.PLYNTH U- PERIMENANT PA551VE PRESSURE 350 PCF ACCORDANCE WITH ACI 315 SHALL BE REVIEWED BY THE ENGINEER w/(3)#4 VERT EACH FACE 5LAB 0) AND AVAILABLE ON THE JOB 51TE PRIOR TO THE PLACING OF OR 24"X24"CONC.PLYNTH #4 @ 18 O/C OR CONT. O w/(5)#6 VERT EACH FACE PER PLAN PER CONNECTIONS 3.ALL FOOTINGS 5HALL BE FOUNDED AT LEAST 18"BELOW THE CONCRETE. 6X6-W""WWF N UNDISTURBED GROUND SURFACE OR TO FR05T DEPTH.ALL FOOTINGS t#4 TIES@4"O/C(TYP) p j g PEROF N PLAN ARE MADE. O N SHALL BE FOUNDED ON COMPACTED FILL OR UNDISTURBED NATURAL 4.WELDED WIRE FABRIC SHALL CONFORM TO A5TM A82 AND A 155 z m (4)#4 CONTINUOUS BARS GRADE UNLESS OTHERWISE NOTED. AND SHALL BE 6x6 W2.I AV2.1 UNLESS OTHERWISE NOTED.LAP wIn Lo Q REINFORCEMENT 6"MINIMUM. w TYP. PERIMETER FOOTING m E 4.COMPACTION: MATERIAL FOR FILLING AND BACKFILLING SHALL 2 Q x CON515T OF THE EXCAVATED MATERIAL AND/OR IMPORTED BORROW 5.ANCHOR BOLT5,DOWELS AND OTHER EMBEDDED ITEMS 5HALL BE FOOTING PER PLAN 7�tREINF. C) ui AND 5HALL BE FREE OF ORGANIC MATTER,TRA5H,LUMBER,OR OTHER SECURELY TIED IN PLACE BEFORE CONCRETE 15 POURED. SLAB ON PER PLAN PER 5CHEDULE El N u DEBRIS. ALL WALL5 SHALL BE ADEQUATELY BRACED PRIOR TO GRADE REINFORCEMENT SHALL BE PLACED AT MID-DEPTH OF SLAB AND 1/4"DEEP LL-03 BACKFILLING.FILL AND BACKFILL SHALL BE DEPOSITED IN LAYERS NOT SHALL BE HELD SECURELY IN PLACE WITH MECHANICAL DEVICES PETROLEUM FIR57 POUR SECOND POUR U m m TO EXCEED 8 INCHES THICK,PROPERLY MOISTENED TO APPROXIMATE DURING PLACING OF THE CONCRETE. RE515TANT C)3 N N OPTIMUM REQUIREMENTS AND THOROUGHLY ROLLED OR COMPACTED GENERAL I COLUMN / FOOTING CONNECTION Ya, SEALANT PROVIDE CONTROL JOINT5 OR Q O 3 WITH APPROVED EQUIPMENT IN SUCH A MANNER AND EXTENT A5 TO o CONSTRUCTION JOINTS @ (V PRODUCE A RELATIVE COMPACTION OF 90%OF MAXIMUM POSSIBLE BACKER ROD PER O L ) 3 a MANUFACTURER'S 20'-0"O.C.EA.WAY MAX. I/8"MIN. I/4"MAX. DENSITY A5 DETERMINED BY A5TM D 1557. HAND TAMPERS 5HALL 1.ALL MATERIALS AND WORKMANSHIP 5HALL CONFORM TO THE _ '.0 ch WEIGH AT LEAST 50 POUNDS EACH AND 5HALL HAVE A FACE AREA NOT CONTRACT DRAWINGS. SPECS SAW CUT OR ZIP STRIP �L to ui IN EXCESS OF 64 SQUARE INCHES. HAND TAMPER5 MAY BE N D 2•DURING THE CONSTRUCTION PERIOD THE CONTRACTOR 5HALL BE OPERATED EITHER MANUALLY OR MECHANICALLY AND SHALL BE USE WHERE LARGER POWER DRIVEN COMPACTION EQUIPMENT CANNOT BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR MIN EMBEDMENT VLu U5ED.STRUCTURAL FILL OVER 1 2"DEEP SHALL COMPLY WITH A 511ALL PROVIDE ADEQUATE SHORING,BRACING AND GUYS IN IN PAD FOOTING: L OZ GEOTECHNICAL REPORT. ACCORDANCE WITH ALL NATIONAL,STATE AND LOCAL SAFETY �] SAW CUT TO BE ORDINANCE5. ANY DEVIATION MUST BE APPROVED PRIOR TO ERECTION. 3/4„A.B.-9" r^ L I"A.B.- I I" PERFORMED WITHIN CONCRETE 3.ALL ERECTION PROCEDURES 5HALL CONFORM TO 05HA STANDARDS. HOURS ANY DEVIATION MU5T BE APPROVED BY 05HA PRIOR TO ERECTION. Ya"A.B.-23" SLAB REINF.PLACED MID. SLAB CONTROL JOINT DEPTH(rm.> Z 1.ALL CONCRETE UNLESS OTHERWISE NOTED 5HALL BE REGULAR _O WEIGHT HARD ROCK TYPE(1 50 PCP)AGGREGATES SHALL CONFORM TO 4.THE CONTRACTOR 5HALL BE SOLELY RESPONSIBLE FOR ALL N KEYED CONSTRUCTION A5TM C33 WITH PROVEN 5HRINKAGE CHARACTERISTICS OF LESS THAN CONSTRUCTION PROCEDURES INCLUDING LAGGING,SHORING AND 0.05%. PROTECTION OF ADJACENT PROPERTY,STRUCTURES > ,5TREET5 AND JOINT UTILITIE5 ANCES 2,4 EXPANSION JOINT CONSTRUCTION 2.ALL CONCRETE DESIGN IS BASED ON A 28 DAY COMPRE551VE A B m STRENGTH(f'c)OF 2500 PSI. WHERE 3000 P51 CONCRETE 15 REQUIRED 5.THE CONTRACTOR 5HALL BE RESPONSIBLE FOR COORDINATING THE JOINT 5'-9" BY THE BUILDING DEPARTMENT FOR WEATHERING PURPOSES ONLY,NO WORK OF ALL TRADES AND 5HALL CHECK ALL DIMENSIONS.ALL TYP. SLAB ON GRADE SPECIAL INSPECTION 15 REQUIRED. D15CREPANCIE5 SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AA - 4 1 2- - a-J]2 3.ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH AND BE RESOLVED BEFORE PROCEEDING WITH THE WORK. EXCEEDING 2500 PSI SHALL REQUIRE 5PECIAL INSPECTION BY AN G.SHOP DRAWINGS FOR STRUCTURAL STEEL,PREFABRICATED TRUSSES b _ 9�4" z INSPECTOR APPROVED BY THE BUILDING DEPARTMENT AND THE AND JOISTS,AND REINFORCING STEEL 5HALL BE SUBMITTED TO THE c� I i \ I 2 2' 2' 12' 12' 2' 2' ENGINEER. ENGINEER FOR REVIEW PRIOR TO FABRICATION. _ - _ - - - 1224 - - _ A 4.CEMENT SHALL CONFORM TO A5TM C 150,TYPE I,C5A NORMAL. 7.DRAWING5 INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. A -" WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF I _- ---_ 7518 O 12 5.MAXIMUM SLUMP 5HALL NOT EXCEED 4 INCHE5 IN FLATWORK. SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF r Ii4�26 2026 12026 2026 12026 iv Ln CONSTRUCTION 5HALL BE U5ED SUBJECT TO REVIEW BY THE ENGINEER. G.PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI 301. 8.ALL DETAILS DESIGNATED A5 STANDARD OR TYPICAL 5HALL OCCUR IN B� - - - 3 12 ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT. N 6016 n1 L �426 7.CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FORA P-2" HAIRPIN < MINIMUM OF FIVE(5)DAY5 AFTER PLACEMENT. ALTERNATE METHODS 9•COORDINATE WITH MECHANICAL,PLUMBING,AND ELECTRICAL - 81�4' 1,_ „ #Sx5�ONG(TYP) N WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN BE A55URED. DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS REQUIRED FOR DUCTS,PIPE5,PIPE SLEEVES,ELECTRICAL CONDUITS,AND OTHER ITEMS N CONTROL JOINTS PER 3/5- .0 TO BE EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED IN v N O 8.KEYED CONSTRUCTION JOINTS SHALL BE U5ED IN ALL CA5E5.ALL STRUCTURAL WORK. = _ - - DCD CONSTRUCTION JOINTS 5HALL BE THOROUGHLY CLEANED AND ALL - 1 2 LAITANCE 5HALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE 10.PROVIDE OPENINGS AND SUPPORTS,A5 REQUIRED PER STANDARD E _8426 THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT DETAILS FOR HEATERS,MECHANICAL EQUIPMENT,VENTS,DUCTS,PIPING, 6016 IMMEDIATELY BEFORE PLACING NEW CONCRETE. ETC. ALL SUSPENDED MECHANICAL EQUIPMENT 5HALL BE SWAY OR I_2' N U LATERALLY BRACED. �.p Lh N N 9.SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT.POUR ul a N _ iu D- JOINTS SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE A5 1 1.ARCHITECTURAL AND MECHANICAL PLAN5 ARE CONSIDERED A PART OF N_ 8426 N 4"CONC SLAB W/#4 @ I G"O/C EACH WAY,OVER 2"SAND, b O WELL A5 PLACED AT POINTS OF LOW STRESS.MAXIMUM AREA OF POUR THE STRUCTURAL DESIGN DRAWING5 AND ARE TO BE U5ED TO DEFINE - - - m JOINTS 15 400 SF. DETAIL CONFIGURATIONS INCLUDING;BUT NOT LIMITED TO RELATIVE - OVER 6MIL VAPOR BARRIER,OVER 4"COMPACTED,FREE 3 1 2 LOCATION OF MEMBERS,ELEVATIONS,DIMENSIONS AND LOCATIONS OF G 7518 DRAINING ROCK(TYP)-PATCH ALL TEARS IN VAPOR BARRIER 9y4 10.MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR ALL OPENINGS,ETC. 9�4" WITH DUCT TAPE PRIOR TO CONCRETE PLACEMENT I I_ In FORMED WORK 5HALL BE A5 FOLLOWS: I'-2" a EXTERIOR WALLS,EXPOSED TO WEATHER: I%2" 12.ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING in EXPOSED TO EARTH OR WEATHER(#5 OR SMALLER): I i/2" CONDITIONS IS GIVEN A5 THE BEST PRESENT KNOWLEDGE BUT WITHOUT a 9Y4 v 'NOTE:CONCRETE CAST AGAINST GROUND SHALL HAVE 3"MINIMUM GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH iv v = - COVERAGE THE DRAWINGS,THEY 5HALL BE REPORTED TO THE ENGINEER SO THAT THE - i 4514 _ 3 12 H 9 O'OC�V�NC PROPER REVISIONS MAY BE MADE. MODIFICATION TO DETAILS OF J - 9�4° of AS 0 CONSTRUCTION SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL 7a 1 1.PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED - 8426 V w 2 IN STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED. OF THE ENGINEER. 1_2 1 N 17.CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH ACI FOOTING SCHEDULE N v N 1 10"4" N 9�4' N *3438„m 318(WHEN 5TRENGTH DATA FROM TRIAL BATCHES OR FIELD EXPERIENCE REINF. REINF. = 814 814' ARE NOT AVAILABLE). MARK WIDTH LENGTH DEPTH LONG SHORT •9 12 CEMENT CONTENT WAY WAY L N '4212 = _ DEL [6 2016 SACKS PER - 7„ m 4 `� 0 Q - o a� in LBS/CUBIC YARD CUBIC YARD 1 224 I' CONT. 2' (4)#4 NONE _ = 81�" _ -_- ---- _ ep - _ _ F'c(P51) (MINIMUM) 301 2 2'-6" 2'-6" I' (3)#5 (3)#5 - -v - _ - - 2 - Drawn B :DP (MINIMUM) �p -u� m 26 12 = 7818 _ Checked B:CCC 01 2500(no Special inspection) 470 5 4212 3'-G" 3'-G" 1' (4)#5 (4)#5 - 421 2 2' 2' 1202G p 1202G 2 202G 2' 12026 2' 1202G 2. 12026 2' 7 M Date: 1 2-21-1 6 5EE NOTE A = 21 2 4814 4' 4' I-2" (4)#5 (4)#5 I; '3000 517 5�/2 9" 9' SDA JOB NO. MIXE5 5HALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5"OR LE55. 601 6 5' 5' 1'-4" (6)#5 (6)#5 I G' 9' 1 5'-1" 25-5' 25'-5" 24'-2" 25-5" 25'-5" 24'-l" 10' 7958 NO MORE THAN A I"PLU5 TOLERANCE SHALL BE ALLOWED. 7818 6'-6" I'-6" (6)#6 (6)#6 200' A)WHERE SPECIAL INSPECTION 15 NOT REQUIRED UNDER SECTION 8426 7' 7' 2'-2" (9)#6 (9)#6 I 2 3 4 5 6 7 8 9 I 0 1704.4 OF THE I.B.C.,CONCRETE SHALL HAVE A MINIMUM CEMENT 1 202G 10, 10, 2'-2" (13)#6 (I 3)#6 5TRUCTU RAL CONTENT OF 5 SACKS PER CUBIC YARD OF CONCRETE. 1 542G 10' 1 1 2'-10" 2'-2" (13)#6 (17>#6 NOTES/DETAILS B)DESIGN MIX(OTHER THAN A5 SPECIFIED IN THI5 TABLE)SHALL BE 'ALL REINFORCING TO BE LOCATED AT TOP AND BOTTOM OF FOOTINGS FOUNDATION PLAN SUBMITTED TO THE BUILDING OFFICIAL TWO WEEK5 PRIOR TO FIRST U5E. S- I .O 3Gx24(Arch D) WALL PANEL FOUNDATIONS REINFORCING STEEL WALL PANEL BY OTHERS BY OTHERS 4"SLAB 1.THE FOUNDATION DESIGN 15 BASED ON THE RECOMMENDATION IN 1.ALL REINFORCING STEEL SHALL CONFORM TO A5TM AG 15 GRADE STEEL FRAMEBBA5E PL PER PLAN G„ GEOTECHNICAL REPORT No.0482-05 1-01,DATED MAY 20,2013. GO (fy=GO KSI)FOR BAR SIZES NO.5 d LARGER,GRADE 40(fy=40 BY OTHERS _/ FOUNDATION WORK AND 501L PREPARATION SHALL BE PERFORMED IN K51)FOR NO.3 AND NO.4 BARS. I"NON-SHRINK GROUT BOLT OR NOTE: IF SLAB �2 ACCORDANCE WITH THIS REPORT. (fc=3000p5i MIN) 5 PLACED AFTER 2.ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE PLANS. o FOUNDATION, 2.THE FOUNDATION DESIGN 15 BASED ON THE FOLLOWING VALUES: WHERE LAP OR SPLICE LOCATIONS ARE NOT SPECIFICALLY INDICATED #5x5'LONG HAIRPIN AROUND SDA IS NOT ANCHOR BOLTS I 1 #4 @ 18 O/C 'j III it-. RESPONSIBLE ALLOW.SOIL BEARING 3000 PSF ON THE CONSTRUCTION DOCUMENTS,LAPS AND/OR SPLICES SHALL BE 4"SLAB i EA WAY OR CONT. Q` ' " Lu z SOIL FRICTION 4 42 BAR DIA AND BE WELL STAGGERED. PER PLAN GXG-W4XW4 WWF o g FOR FRAME KICK EQUIV.FLUID PRESSURES OUT FAILURE IF REQUIRED: O- UNTIL ALL In �p ACTIVE PRESSURE' 35 PCF 3.COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN 14"xl4"MIN CONC.PLYNTH m 0 7- PERIMENANT PA551VE PRESSURE 350 PCF ACCORDANCE WITH ACI 315 SHALL BE REVIEWED BY THE ENGINEER w/(3)#4 VERT EACH FACE SLAB n AND AVAILABLE ON THE JOB 51TE PRIOR TO THE PLACING OF OR 24 X24 CONC.PLYNTn �2" #4 @ 18 C/C OR CONT. Q 3.ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18"BELOW THE CONCRETE. w/(5)#G VERT EACn FACE -PER PLAN z FOOTING PER CONNECTIONS �_ 6X6-W4XW4 WWF N UNDISTURBED GROUND SURFACE OR TO FROST DEPTH.ALL FOOTINGS s#4 TIE5@4"O/C C") p o PER PIAN PLAN ARE MADE. ULn SHALL BE FOUNDED ON COMPACTED FILL OR UNDISTURBED NATURAL 4.WELDED WIRE FABRIC SHALL CONFORM TO A5TM A82 AND A 185 z m j= (4)#4 CONTINUOUS BARS Q GRADE UNLESS OTHERWISE NOTED. AND SHALL BE Gx6 W2.I/W2.1 UNLESS OTHERWISE NOTED.LAP n w O 11� j l�N REINFORCEMENT G"MINIMUM. � TYP. PERIMETER FOOTING Qm E 4.COMPACTION: MATERIAL FOR FILLING AND BACKFILLING SHALL 2 Q C , O CON515T OF THE EXCAVATED MATERIAL AND/OR IMPORTED BORROW 5.ANCHOR BOLTS,DOWELS AND OTHER EMBEDDED ITEMS SHALL BE PER PLAN J - U AND SHALL BE FREE OF ORGANIC MATTER,TRASH,LUMBER,OR OTHER SECURELY TIED IN PLACE BEFORE CONCRETE 15 POURED. SLAB ON FOOTING REINF. J O LL ui F SLAB AND PER PLAN PER SCHEDULE Iw N N HA BE PLACED AT MID-DEPTH O O�DEBRIS. ALL WALLS SHALL 8E ADEQUATELY BRACED PRIOR TO GRADE REINFORCEMENT5 LL 'a I/4"DEEP �0 BACKFILLING.FILL AND BACKFILL SHALL BE DEPOSITED IN LAYERS NOT SHALL BE HELD SECURELY IN PLACE WITH MECHANICAL DEVICES PETROLEUM m TO EXCEED 8 INCHES THICK,PROPERLY MOISTENED TO APPROXIMATE DURING PLACING OF THE CONCRETE. RE515TANT FIRST POUR SECOND POUR U Q + OPTIMUM REQUIREMENTS AND THOROUGHLY ROLLED OR COMPACTED COLUMN / FOOTING CONNECTION = Ya" SEALANT O�N U? WITH APPROVED EQUIPMENT IN SUCH A MANNER AND EXTENT AS TO GENERAL I PROVIDE CONTROL JOINTS OR Q O 3 PRODUCE A RELATIVE COMPACTION OF 90%OF MAXIMUM POSSIBLE BACKER ROD PER CONSTRUCTION JOINTS @ N 3 -v WAY MAX. A C 0"O. . . ;cm DENSITY AS DETERMINED BY A5TM D 1557. HAND TAMPERS SHALL I.ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE a MANUFACTURER'S 20'- I/8"MIN. I/4"MAX. WEIGH AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE AREA NOT CONTRACT DRAWINGS. SPECS SAW CUT OR ZIP STRIP u IN EXCESS OF 64 SQUARE INCHES. HAND TAMPERS MAY BE N OPERATED EITHER MANUALLY OR MECHANICALLY AND SHALL BE USED 2.DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE U d WHERE LARGER POWER DRIVEN COMPACTION EQUIPMENT CANNOT BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR MIN EMBEDMENT Z USED.STRUCTURAL FILL OVER 1 2"DEEP SHALL COMPLY WITH A SHALL PROVIDE ADEQUATE SHORING,BRACING AND GUYS IN IN PAD FOOTING: GEOTECHNICAL REPORT. ACCORDANCE WITH ALL NATIONAL,STATE AND LOCAL SAFETY d O SAW CUT TO BE ORDINANCES. ANY DEVIATION MUST BE APPROVED PRIOR TO ERECTION. 3/a"A.B.-9" _ PERFORMED WITHIN 24 (� CONCRETE 3.ALL ERECTION PROCEDURES SHALL CONFORM TO 05HA STANDARDS. I"A.B.- I I" HOURS ANY DEVIATION MUST BE APPROVED BY OSHA PRIOR TO ERECTION. lya"A.B.-23" SLAB REINF.PLACED MID. DEPTH(TYP) I.ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR SLAB CONTROL JOINT o WEIGHT HARD ROCK TYPE(1 50 PCF)AGGREGATES SHALL CONFORM TO 4.THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL N A5TM C33 WITH PROVEN SHRINKAGE CHARACTERISTICS OF LE55 THAN CONSTRUCTION PROCEDURES INCLUDING LAGGING,SHORING AND KEYED CONSTRUCTION > 0.05%. PROTECTION OF ADJACENT PROPERTY,STRUCTURES,STREETS AND JOINT ORDINANCES.IN NSCCORDANCE WITH ALL NATIONAL,STATE AND LOCAL SAFETY 't4 EXPAN51ON JOINT CONSTRUCTION 2.ALL CONCRETE DESIGN I5 BASED ON A 28 DAY COMPU551VE A B STRENGTH(fc)OF 2500 PSI. WHERE 3000 P51 CONCRETE I5 REQUIRED JOI NT5.THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE 5-9"BY THE BUILDING DEPARTMENT FOR WEATHERING PURPOSES ONLY,NO WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS.ALL SPECIAL INSPECTION IS REQUIRED. DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEERAA __ 2_ 3 ~ a 0 3.ALL CONCRETE WITH A DESIGNATED COMPRE551VE STRENGTH AND BE RESOLVED BEFORE PROCEEDING WITH THE WORK. \ r ) 2 0 EXCEEDING 2500 PSI SHALL REQUIRE SPECIAL INSPECTION BY AN G.SHOP DRAWINGS FOR STRUCTURAL STEEL,PREFABRICATED TRUSSES p = 1;_2" 91�4" INSPECTOR APPROVED BY THE BUILDING DEPARTMENT AND THE AND JOISTS,AND REINFORCING STEEL SHALL BE SUBMITTED TO THE N \ 2 2' 2' 2' 2' 2' z ENGINEER. ENGINEER FOR REVIEW PRIOR TO FABRICATION. 6016 - - _ _ - -- ---j - 1224 _ 4.CEMENT SHALL CONFORM TO A5TM C 150,TYPE I,C5A NORMAL. 7.DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. A -- - --- A ; I _ 7818 012 WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF _ II �26 2026 12026 12026 12026 n 5.MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FIATWORK. SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF I 4 N _ CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE ENGINEER. G.PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI8.ALL DETAILS k�t 30 ADDITION O ANDY OTHER ED AS SC DEDAR COR T CAL SHALL OCCUR IN �j� B� -; 3 127.CONCRETE SHALL BE MAINTAINED IN A M015T CONDITION FOR A UT. 1• � N 60I 61'Ll 226 9Y4MINIMUM OF FIVE(5)DAYS AFTER PLACEMENT. ALTERNATE METHODS 9.COORDINATE WITH MECHANICAL,PLUMBING,AND ELECTRICAL = LEGGED HAIRPIN WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED. DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS REQUIRED FOR Ln #5x5'LONG(TYP) N _ ?� DUCTS.PIPES,PIPE SLEEVES,ELECTRICAL CONDUITS,AND OTHER ITEMS N I I I Q 8.KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES.ALL TO BE EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED IN N _ CONTROL JOINTS - N2 O STRUCTURAL WORK. V PER 3/5-1.0 - 1 CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND ALL - - D o� 1 � LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE E - L THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT 0.PROVIDE OPENINGS AND SUPPORTS,AS REQUIRED PER STANDARD Go 16 l8�" L"" _;8426 9�4 J Q DETAILS FOR HEATERS,MECHANICAL EQUIPMENT,VENTS,DUCTS,PIPING, 4 IMMEDIATELY BEFORE PLACING NEW CONCRETE. ETC. ALL SUSPENDED MECHANICAL EQUIPMENT SHALL BE SWAY OR N v 9.SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT.POUR LATERALLY BRACED. Ln NN N N N N JOINTS SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE AS 1 1.ARCHITECTURAL AND MECHANICAL PLANS ARE CONSIDERED A PART OF N - _ O WELL AS PLACED AT POINTS OF LOW STRESS.MAXIMUM AREA OF POUR THE STRUCTURAL DE51GN DRAWINGS AND ARE TO BE USED TO DEFINE _ 8__426 N 4"CONC SLAB W/#4 @ 16"O/C EACH WAY,OVER 2"SAND, _ - JOINTS 15 400 5F. DETAIL CONFIGURATIONS INCLUDING;BUT NOT LIMITED TO RELATIVE G - OVER 6MIL VAPOR BARRIER,OVER 4"COMPACTED,FREE 3 12 LOCATION OF MEMBERS,ELEVATIONS,DIMENSIONS AND LOCATIONS OF L_ -)7818 DRAINING ROCK(TYP)-PATCH ALL TEARS IN VAPOR BARRIER 9�4 10.MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR ALL OPENINGS,ETC. 9�„ WITH DUCT TAPE PRIOR TO CONCRETE PLACEMENT FORMED WORK SHALL BE AS FOLLOWS: 4 2" N EXTERIOR WALLS,EXPOSED TO WEATHER: 1 i/Z" 12.ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO FX15TING in EXPOSED TO EARTH OR WEATHER(#5 OR SMALLER): I VY CONDITIONS 15 GIVEN AS THE BEST PRESENT KNOWLEDGE BUT WITHOUT N 9y4' n 'NOTE:CONCRETE CAST AGAINST GROUND SHALL HAVE 3"MINIMUM GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFUCT WITH N N COVERAGE THE DRAWINGS,THEY SHALL BE REPORTED TO THE ENGINEER 50 THAT THE = 4814 = - 3 12 - F1 COvy PROPER REVISIONS MAY BE MADE. MODIFICATION TO DETAILS OF OF THE ENGINEER. J - �/4" 1 1.PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED CONSTRUCTION SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL 8426 U N STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED. 1, 17.CONCRETE MIXE5 SHALL BE PROVIDED IN ACCORDANCE WITH ACI FOOTING 5CHEDULE Q v n 10"4" N N 3438 318(WHEN STRENGTH DATA FROM TRIAL BATCHES OR FIELD EXPERIENCE REINF. REINF. = 814 814_ ARE NOT AVAILABLE). - - MARK WIDTH LENGTH DEPTH LONG SHORT `1 9 = ' +I 7 m 12 K CEMENT CONTENT 142L2 30 SACKS PER WAY WAY L _ N 0 2016 LBS/CUBIC YARD CUBIC YARD 1 224 CONT. 2' (4)#4 NONE _ - 8� - - _ (- ---j - _ = Q ) DECEC I2-i _ = j = 3012 Fr(PSI) (MINIMUM) _ - ;' _ _ Drawn by:DP 3012 2'-G" 2'-G" 1' (3)#5 (3)#5 (MINIMUM) N m 26 _ i 1 224 - _ i___ ____ - i 7515 Checked By:CCC M 2500(no special inspection) 470 5 42 12 3'-6" 3'-6" (4)#5 (4)#5 42 2 2' 2' 2026 2' 12026 z' 12026 2' 12026 2; 2026 2, 12026 2' 7 Date: 2-2 I- 6 SEE NOTE A = 2 12 3000 517 5V2 4814 4' 4' P-2" (4)#5 (4)#5 6O I G 5' 5' 1'-4' (6)#5 (6)#5 9 911 SDA JOB7✓F Q V MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5"OR LESS. I G' 9' 15'-I" 25'-5' 25'-5" 24'-2" 25'-5" 25'-5" , 24'-1' 10' ✓J NO MORE THAN A I"PLUS TOLERANCE SHALL BE ALLOWED. 7815 G'-G" G'-6" P-G" (6)#6 (6)#6 200' A)WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION 8426 1 7' 1 7' 2'-2" (9)#6 (9)#6 I 2 3 4 5 6 7 8 9 I O 11 1704.4 OF THE I.B.C.,CONCRETE SHALL HAVE A MINIMUM CEMENT 1 202G 10, 10, 2'-2" (13)#G (I 3)#G 5TRUCTU RAL CONTENT OF 5 5ACK5 PER CUBIC YARD OF CONCRETE. 15426 10' 12'-10" 2'-2" (I 3)#6 (17)#6 NOTES/DETAILS B)DESIGN MIX(OTHER THAN AS SPECIFIED IN TH15 TABLE)SHALL BE *ALL REINFORCING TO BE LOCATED AT TOP AND BOTTOM OF FOOTINGS FOUNDATION PLAN S- I .O SUBMITTED TO THE BUILDING OFFICIAL TWO WEEKS PRIOR TO FIR5T USE. 3Gx24(Arch D) V NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 77 APPROVED PERMIT#: � t,I,-, :` AM ;PM DATE: �` � ''c' JOB ADDRESS: _ ` �.._ LOT#: PROJECT: -1 TYPE OF INSPECTION: ' OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION i V THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE. ' / �• 0 PLANNING 0 CIVIL 1�8U1LDING CITY OF ARLINGTON ,�; CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 ` PHONE; (360)403-3551 BUILDING PERMIT Address:17922,59th Drive NE Permit#:1284 Parcel#:310522N0300100 Valuation: 1900000.00 OWNER APPLICANT CONTRACTOR Name:City of Arlington Name:HCI Buildings Name:HCI Steel Buildings Address: 18204.59th Drive NE Address:17833 59th Ave NE,Suite C Address: 17833 59th Avenue NE,#C City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223 Phone: Phone:360-403-4900 Phone:360-403-4900 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: I CONST.TYPE: 11-B DWELLING UNITS: 0 OCC GROUP: F-I B BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRC 110. DES TAX TICF,:Sales tax relating to construction and construction materials in the,C'1" rlingto sl be rep o orted on your sales tax return form and cod Ci o Arlin t n#3101. t -� Signature Print Name Date Rele ed By Date CONDITIONS Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 7/20/2017 Building Permit Fee $16,762.28 7/20/2017 Building Plan Review Fee $10,895.48 7/20/2017 Processing/Technology Fee $25.00 7/20/2017 State Building Code Surcharge Fee $4.50 7/20/2017 Traffic Mitigation $21,807.50 Total Due: $49,494.76 Total Payment: $49,494.76 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of inspection being requested,and whether you prefer morning or afternoon Vfov- Permit Information Date 1/12/2017 Permit Number 1284 Project Name Top Cub Aircraft Applicant Name HCI Buildings Applicant Address 17833 59th Ave NE,Suite C City, State,Zip Arlington,WA 98223 Contact Emily Vanderwielen Phone 360-403-4900 Email emily@hcisteelbuilding.com Permit Type Commercial New Site Address 17922 59th Drive NE Valuation 1900000.00 Status Applied Permit Issued Permit Expires Square Feet 26000 Type of Construction/Occupancy Load 2B Number of Stories 1 Proposed Use New Commercial Building Assigned To Kristin Foster Property Information Owner Information Parcel#:31052200300100 City of Arlington City of Arlington 18204 59th Drive NE 17922 59th Drive NE Arlington,WA 98223 Contractors Contractor Name LPrimary Contact Phone Email Contractor Type License License# HCI Steel Buildings Ted Wheeler :360-403-4900 ed hcisteelbuildings.com CONTRACTOR I IIHCISTSB864DE Review Date Type I Description I Target Date Completed Date Assigned To Status 1/12/2017 BLD 2/9/2017 JKevin Olander lin Review Fees Fee Description Notes Amount Processing/Technology Feel 341.43.00.021 1 $25.0 Total $25.0 Uploaded Files I Upload File Date File Uploaded 8 1/26/2017 8:38:00 AM 1284 Structural Calcs Foundation Part2._df Foster,Kristin 1/26/2017 8:38:00 AM 1284 Structural Calcs Foundation Partl pdf Foster.Kristin 1/26/2017 8:38:00 AM 1284 Structural Calcs Foundation Part3.pdf (Foster,Kristin 1/26/2017 8:37:55 AM 1.284 Plans_P_artl.pdf (Foster, Kristin 1/26/2017 8:37:55 AM 1284 Plans Part3. df IFoster, Kristin 1/26/2017 8:37:55 AM 1284 Plans Part2. df (Foster,Kristin 1/26/2017 8:37:49 AM 1284 Mezzanine Construction Plans Partl. df (Foster, Kristin 1/26/2017 8:37:49 AM 1284 Mezzanine Construction Plans Part3. df (Foster,Kristin 1/26/2017 8:37:49 AM 1284 Mezzanine Construction_PlansPa_rt2_._pdf (Foster, Kristin 1/26/2017 8:37:43 AM 1284 Construction P_lans_Parti_.pdf (Foster,Kristin 1/26/2017 8:37:42 AM '1284 Construction Plans Part3pdf (Foster, Kristin 1/26/2017 8:37:42 AM 1284 Construction Plans Part2 d_f (Foster, Kristin 1/26/2017 8:27:37 AM 1284 Structural Calcs. df Foster,Kristin 1/26/2017 8:27:24 AM 1284 Columns. df (Foster,Kristin 1/12/2017 9:55:11 AM 1284 .Application.pdf Foster,Kristin Gti�1 41, COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington • 18204 59th Ave NE• Arlington, WA 98223 • Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: TopCub Aircraft Valuation: $ 1,900,000.00 Project Address. 1.7922 59th Dr, NE, Arlington WA 98223 Parcel ID#: Legal Description THAT PORTION OF THE NORTHEAST QUARTER OF THE slosZZ40300100 SOUTHWEST QUARTER OF SECTION 22,TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., Owner: Wolfgang Qian & Changjia Ge Phone Number: 401 209,4756 Address: 17922 59th Dr. NE City: Arlington State: WA Zip Code: 98223 Engineer: MAC ENGINEERING, LLC (License#43199 4/2017) Phone Number: 360-652-5820 Cell Phone: E-mail: ELDEN@MACENGINEERING.NET Address: PO BOX 177 City: Silvana State: WA Zip Code: 98287 General Contractor: HCI Steel Buildings, LLC - Ted Wheeler Phone Number: 360-403-4900 Cell Phone: 206-383-0665 E-mall: Ted@licisteelbuilding.corn Address: _ City: Arlington State: WA Zip Code: 98223 Contractor's License Number: # HCISTSB864DE Expiration: 6/30/2017 Contact Person: Ernily Vanderwielen HCI STEEL BUILDINGS, LLC Phone Number: 360.403.4900 Proposed Scope of Worts: NEW MFG BUILDING ON LOT 22 AT ARLINGTON AIRPORT. BUILDING TO BE APPROXIMATELY 26,000 SF WITH APPROXIMATELY 24 PARKING SPACES ON THE EAST SIDE OF PROPERTY. BIO SWELL ON NORTH SIDE OF PROPERTY. WATER TO BE BROUGHT FROM SOUTH TO BUILDING. PUD FROM POLE ON 59TH AVE NE TO TRANSFORMER AND SPLIT FOR POWER TO NEIGHBORING PROPERTY ON NORTH SIDE. REV 2015 Page 6 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 50th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler,,alarm permits require a separate permit application and may also require separate plan review_ Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Peirnit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building PermitPp'IiC[ibTis �drra�" e if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360) 403-3551 or by email to ced@arlingionwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 5;nth Ave NE• Arlington, WA 98223• Phone(360) 403-3551 Project Name_/Tenant 'I'UFCUB AIRCRAFT : WOLFGANG QTAN, CHANGJIA GE Site Address 17922 59th Dr. NE, Arlington WA 98223 Bldg!`Unit/Suite IBC Construction Type 213 IBC Occupancy Type Group F-2 Description of Use Manufacturing/Warehousing Building Square Footage 26,000 Number of Stories 1 MAIN FLOOR & Mezz 2nd FLOOR Square Footage Per Floor (Main Floor: 26,000Mezzanine Floor: 2,725 Will there be any installation, modification or removal of the following? (Check all that apply) IN Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks,piping etc...) Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure. tents f�,200sq fll or canopies (>400 sq ft) r vide details on any of the above chpchpd items: Installation, changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 L�1 fir, COMMERCIAL APPLICATION • s PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington,WA 98223• Phone(360) 403-3551 Name of Project: 01"CUB AIRCRAFT : WOL.FGANG QIAN, CHANGJIA GE Project Address: ,17922 59th Dr. NE, Arlington WA 98223 _ _ _ ` Special Inspection Firm: Krazan , Associates, Inc.4303 198th Street SW, Lynn-ood;W 980 h ._-- Address: --(425) 495.5.5 z9 Office Contact Person: Jeff kfercer Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of Krazan & Associates, INC.. will perform special inspection for the lollowing types of work(separate forms must be submitted it more than one firm is to be employed). ( Reinforced Concrete 1 Boiling in Concrete I 1 pre stressed Concrete t 1 Sholcrete ( 1 Structural Masonry (N) Structural Steel High-Strength Bolting ( j Spray-Applied Fireproofing j Smoke Control Systems l j Other Specify: All individual inspectors to be employed on this project will be WABO rorlified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories.a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City,The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed.for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolrEtion. A weekly shall be submitted to the City. detailing the inspections and testing performed. listing any nonconforming items and resolution of nonconforming items. Unresoved iionconfar9Yt;ng items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy'City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate not€fication of work requiring inspection. The City approved plans and specifications must be made available. at the job site for the use of the special inspector and the City Inspector. The contractor shatf maintain all daily inspections reports. on site-for review. REV 2015 Page 8 of 9 d COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 182304 59th Ave NE• Arlington,WA 33223• Phone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda. Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required. and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent. shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC.the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector at-d or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project. until nonconforming items have been resolved. ACKNOW LEDGEIVENTS I have read and agree to comply with the terms and conditions of this agreement. own _ �.(/ /� �l� [.C��Y✓J/ - - ----- Dale: I hereby cerhly that the above information is correct and that the construction on. and the occupancy and the use of the above described property wil!)ae in accordance with the laws. rules and regulation of the State of Washington. I ivar is Signature Print Applicants Np a Date ReGeived FOR STAFF USE ONLY �S(1 J,�N � 1 1 Permit ti Acceoled By Amount Received Receipt Date Received REV 2015 Page 9 of 9 r �„ •�� '� ' , dahpAllyson Brooks Ph.D.,Director State Historic Preservation Officer July 20, 2017 Ms. Amy Rusko City of Arlington 18204 59th Ave NE Arlington, WA 98223 In future correspondence please refer to: Project Tracking Code: 2017-03-01805 Property: #1453 Top Cub Aircraft Re: Review of Construction Plans, No Concerns Dear Ms. Rusko: Thank you for contacting the Washington State Department of Archaeology and Historic Preservation (DAHP). The Top Cub Aircraft facility project has been reviewed on behalf of the State Historic Preservation Officer(SHPO) under provisions of state and federal law. Our review is based upon documentation contained in your communication. Thank you for providing plans for the proposed Top Cub facility to be constructed at Arlington Municipal Airport in Arlington, Washington. Because the property falls within a recognized historic district, our agency had requested to review construction designs prior to construction. Our State Historic Architect, Mr. Nicholas Vann, has reviewed the plans and finds them feels the construction will not affect the historic character of the district. Thank you again for providing the design plans and for the opportunity to review and comment. If you have any questions, please contact me. Sincerely, ILI•�-�s-2 - - Matthew Sterner, M.A. Transportation Archaeologist (360) 586-3082 matthew.sterner@dahp.wa.gov State of Washington • Department of Archaeology&Historic Preservation s P.O. Box 48343 • Olympia,Washington 98504-8343 • (360) 586-3065 M www.dahp.wa.gov "r Y i -1 0-1 .a.hp Allyson Brooks Ph.D.,Director State Historic Preservation Officer March 13, 2017 Ms. Amy Rusko City of Arlington 18204 59th Ave NE Arlington, WA 98223 In future correspondence please refer to: Project Tracking Code: 2017-03-01805 Property: #1453 Top Cub Aircraft Re: Receipt of SEPA Documents Dear Ms. Rusko: Thank you for contacting the Washington State Department of Archaeology and Historic Preservation (DAHP). The Top Cub Aircraft construction project at the Arlington Municipal Airport has been reviewed on behalf of the State Historic Preservation Officer(SHPO) under provisions of state and federal law. Thank you for providing the additional location information for the proposed Top Cub development. The reason this was important for me is because most of the current airport footprint shares the historic footprint of the Naval Auxiliary Air Station-Arlington, a property that is listed in the National Register of Historic Places (NRHP). Because the boundaries of this site are irregular along the eastern edge of the property, I needed to be certain I had the location correct before I could proceed. Based upon the additional maps you provided, it was easy to determine that the north '/of the parcel considered for lease to Top Cub Aircraft falls within the boundary of the NRHP-listed property. As such, there are a few stipulations that our agency would like to request prior to any development: • While we definitely will not be "dictating"the style of structure that gets built by Top Cub, LLC, the DAHP would like to have the opportunity to review construction plans prior to any final approval or selection. • Regarding Stillaguamish Tribal concerns over the archaeological sensitivity of the parcel, I would suggest that all ground-disturbing activity that extends more than one foot below the current ground surface be monitored by a professional archaeologist, unless the City/Airport can document that previous ground disturbance has occurred at that location. These comments are based on the information available at the time of this review and on behalf of the State Historic Preservation Officer(SHPO) in conformance with state and federal law.Also, we appreciate receiving copies of any correspondence or comments from concerned tribes and other parties that you receive as you continue to consult on this project. Thank you for the opportunity to review and comment. If you have any questions, please contact me. Sincerely,-- Matthew Sterner, M.A. Transportation Archaeologist (360) 586-3082 matthew.sterner@dahp.wa.gov y•nrF• State of Washington • Department of Archaeology&Historic Preservation s P.O. Box 48343 • Olympia,Washington 98504-8343 • (360) 586-3065 www.dahp.wa.gov 1 ,�-, .x. I Structural Design Associates 2802 Rockefeller Ave. Everett, WA 98201-3774 Phone: (425) 339-0293 Fax: (425) 252-0916 STRUCTURAL CALCULATIONS STEEL BLDG FOUNDATION SDA Job # 7958 SCovl�,c G� OF WAy��'olp� t ,p 34.8 05C 2 9 TOP CLUB AIRCRAFT Arlington, WA December 27, 2016 Received JAN 10 2017 Soo+ Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. General Footing _ Fdoxc�DMUu -tOmlW%—I Yoocu=tlENERCA-1�796tiOC6 ENERCALC.INC l9B32015,Dulld:6.15.12.9,Var.6.0,25 KW.0008130 Ucensee;STRUCTURAL DESIGN ASSOCIATES Description: Al Code References _ Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2-50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface - ft Min Steel%Bending Reinf. = Allowable pressure increase per fool of depth - ksf Min Allow%Temp Reinf. = 0,00180 when fooling base is below = ft Min.Overturning Safety Factor - 1.0 ;1 Min,Sliding Safety Factor = 1,0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater Char It Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.50 ft Length parallel to Z-Z Axis - 4.50 ft Footing Thicknes - 14.0 in -� -- I I _ Pedestal dimensions.., X----- I---- - '. px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in �— Rebar Centerline to Edge of Concrete... at Bottom of fooling = 3.0 in = o u Reinforcing Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars - 5.0 Reinforcing BarSizc = # 5 Bandwidth Distribution Check (AC)13,4,4.2) — Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads P:Column Load = 20.0 2.0 22.0 13.0 6,0 1,0 k OB:Overburden = ksf M-xx - k-ft M-zz - k-ft V-x = 2,0 1.0 1,0 3.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descc and then using the"Printing& Title Block"selection, _ General Footing - r-ae=c:tnoCUME-WAiniooueroocu-1kENERCA;iky5a-ec6 EWRCALZ,INC.1983.2015.Build:6.15.12.9,Ver.6.0.25 r;00Licensee: DESIGN Description: Al DESIGN SUMMARY Min.Ratio Item _ - - Applied Capacity Governing Load Combination PASS 0.9843 Soil Bearing 2.953 ksf 3.0 ksf +D+0.750L+0.750S-4450W+H about Z-i PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 11.350 Overturning-Z-Z 3,50 k-ft 39.725 k-ft +0.60D+0.60W+0.60H PASS 2.354 Sliding-X-X 3.0 k 7,062 k +0.60D+0.60W+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5356 Z Flexure(+X) 8.796 k-ft 16.422 k-ft +1,20D+1.60L+0.50S+1.60H PASS 0.4646 Z Flexure(-X) 7.629 k-ft 16.422 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0,5001 X Flexure(+Z) 8.213 k4t 16.422 k-ft +1.20D+1.60L+0.50S+1,60H PASS 0.5001 X Flexure(-Z) 8.213 k-ft 16.422 k-ft +1.20D+1,60L+0,50S+1.60H PASS 0.4424 1-way Shear(+X) 33.182 psi 75.0 psi +1.20D+1,60L+0,50S+1.60H PASS 0.4424 1-way Shear(-X) 33.182 psi 75.0 psi +1.20D+1.60L+0,50S+1,60H PASS 0.4424 1-way Shear(+Z) 33,182 psi 75.0 psi +1.20D+1,60L+0,50S+1.60H PASS 0.4424 1-way Shear(-Z) 33.182 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.8688 2-way Punching 130.314 psi 150,0 psi +1.20D+1.60L-450S+1.60H Detailed Results -Soil Bearing -------- Rotation Axis& Actual Soil Bearing Stress Actual I Allowable --Load Combination... Gros;!Allowable. Xecc Zecc Bottom,-Z Top,+Z Le%-X Right,+X RoMp X-X.+D+H 3.0 n/a 0,0 1.157 1.157 n/a n/a 0.386 X-X.+D+L+H 3,0 n/a 0.0 2,243 2.243 n/a n/a 0 748 X-X,+D+Lr+H 3.0 nla 0.0 1.256 1.256 n/a n/a 0.419 X-X.+D+S+H 3.0 nla 0.0 1.799 1.799 nla n/a 0.600 X-X.+DA.750Lr+0,750L+H 3.0 nla 0.0 2.046 2.046 n/a n/a 0.682 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 2,453 2.453 n/a n/a 0.818 X-X,+D+0.60W+H 3.0 n/a 0,0 1.335 1.335 n/a n/a 0 445 X-X,+D+0,70E+H 3.0 n/a 0.0 1,191 1,191 n/a n/a 0,397 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 nla 0.0 2.179 2.179 n/a n/a 0.726 X-X.+D+0.750L+0.750S+0,450W+H 3.0 nla 0.0 2.586 2.686 n/a n/a 0,862 X-X,+D+0.750L+0.750S+0,5250E+H 3,0 n/a 0.0 2.479 2,479 n/a n/a 0.82,E X-X.+0,60D+0.60W+0,60H 3.0 n/a 0.0 0,8719 0.8719 n/a n/a 0.291 X-X,+0,60D+0.70E+0.60H 3.0 n/a 0.0 0.7287 0,7287 n/a n/a 0,243 Z-Z,+D+H 3.0 1.195 n/a n/a n/a 1,006 1.308 0,436 Z-Z,+D+L+H 3.0 0.9246 n/a n/a n/a 2.017 2,470 0 823 Z-Z,+D+Lr+H 3.0 1.101 n/a n/a n/a 1.105 1.407 0.469 Z-Z+D+S+H 3.0 1.153 n/a n/a n/a 1.572 2.025 0-675 Z-Z,+D+0.750Lr-4750L+H 3.0 0.9294 n/a n/a n/a 1.838 2.253 0.751 Z-Z,+D+0.750L+0.750S+H 3.0 0.9864 n/a n/a n/a 2.189 2.718 0.906 Z-Z,+D+0.60W+H 3.0 1.969 n/a n/a n/a 1.048 1.622 0,541 Z-Z,+D+0.70E+H 3.0 1.161 n/a n/a n/a 1.040 1.342 0 447 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 1.301 n/a n/a nla 1.869 2.489 0,830 Z-Z,+D+0,750L+0.750S•+0A50W+H 3.0 1.296 nla n/a n/a 2.220 2.953 0,984 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 0,9761 n/a nla n/a 2.215 2.743 0,914 Z-Z,+0.60D+0.60W+0.60H 3.0 2.379 n/a n/a n/a 0.6453 1.098 0.366 Z-Z,+0.60D+0.70E+0.60H 3.0 1.139 nla n/a n/a 0,6380 0.8193 0.273 Overturning Stability Rotation Axis 8 _ �- Load Combination... Overturning Nloreent Resisting Moment Ratl&tabilit�► o Stadts X X +D+H -- None 0.0 k fi Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+H None 0,0 k-it Jnfinitv OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0,70E+H None 0,0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L-4450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title, You can change this area Engineer: Proiect ID_ using the'Settings'menu item Project Descr and then using the"Printing& Title Block'selection, i'�1+r YYIH. r, fS:gJ General Footin -- -~ - File=c:+oo>GUME-ittMian�voocu=llFNeRCn-ik7sse�e g ENERCAIC.IRC 1983-2015.MOO 15,12.9.Vor.6 025 0:00: f STRUCTURAL DESIGN '. � Description: At Overturning_Stability Rotation---.Load-Com_bination... Overturning Moment A Resisting Moment Stability Ratio_ _ Status X-X +D+0,750L-4750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0,60W+0.60H None 0.0 k-ft Infinity OK X-X,-+�).60D-0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2.333 k-ft 52,708 k-ft 22.589 OK Z-Z.+D+L+H 3.50 k-ft 102.208 k-ft 29.202 OK Z-Z,+D+Lr+H 2,333 k-ft 57.208 k-ft 24.518 OK Z-Z,+D+S+H 3.50 k-ft 81,958 k-ft 23.416 OK Z-Z.+D+0.750Lr+0.750L+H 3.208 k-ft 93.208 k-ft 29,052 OK Z-Z,+D+0,750L+0.750S+H 4.083 k-ft 111,770 k-ft 27.372 OK Z-Z,+0+0,60W+H 4.433 k-ft 60.808 k-ft 13.716 OK Z-Z,+D+0.70E+H 2.333 k-ft 54.283 k-ft 23,264 OK Z-Z,+D+0,750Lr+0.750L+0.450W+H 4,783 k-ft 99.283 k-ft 20.756 OK Z-Z,+D+0.750L+0.750S+0.450W+H 5.658 k-ft 117.845 k-ft 20.827 OK Z-Z,+D+0.750L+0,750S+0.5250E+H 4.083 k-ft 112.951 k-ft 27.662 OK Z-Z,+0.60D+0.60W+0.60H 3.50 k-ft 39.725 k-ft 11.350 OK Z-Z.+0,60D+0,70E+0.60H 1.40 k-ft 33.20 k-ft 23,714 OK Sliding Stability _ All units k Force Application Axis Load Combination... Slidina Resisting Force SlidinQSatet�rRatio_ - Status X-X.+D+H --- - - - 2.0 k 9.370 k 4.685 OK - X-X.+D+L+H 3.0 k 18.170 k 6,057 OK X-X,+D+Lr+H 2.0 k 10.170 k 5.085 OK X-X,+D+S+H 3.0 k 14.570 k 4.857 OK X-X,+D+0.750Lr+0.750L+H 2.750 k 16.570 k 6,026 OK X-X.+D+0.750L+0.750S+H 3.50 k 19.870 k 5,677 OK X-X,+D+0,60W+H 3.80 k 10,810 k 2,845 OK X-X,+D+0,70E+H 2.0 k 9,650 k 4.825 OK X-X,+D+0,7501-r+0.75OL+0.450W+H 4,10 k 17.650 k 4.305 OK X-X,+D+0.750L+0,750S+0.450W+H 4,850 k 20,950 k 4.320 OK X-X,+D+0,750L+0,750S+0.5250E+H 3.50 k 20.080 k 5.737 OK X-X,+0.60D+0.60W+0,60H 3.0 k 7.062 k 2,354 OK X-X,-460D470E4601-1 1.20 k 5,902 k 4,918 OK Z-Z,+D+H 0.0 k 9,370 k No Slidinq OK Z-Z,+D+L+H 0.0 k 18.170 k No Slidina OK Z-Z,+D+Lr+H 0.0 k 10,170 k No Slidina OK Z-Z,+D+S+H 0.0 k 14.570 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+H 0.0 k 16.570 k No Slidina OK Z-Z,+D+0.750L+0,7503+H 0.0 k 19.870 k No Slidinq OK 7--7.,+D+0,750L+0,750S+0.450W+H 0.0 k 20.950 k No Slidina OK Z-Z,+D+U.750L+0.750S+0.5250E+H 0.0 k 20,080 k No Slidina OK Z-Z,+0.60D+0,60W+0.60H 0.0 k 7.062 k No Slidina OK Z-Z,+0,60D+0 70E+0,60H 0.0 k 5.902 k No Slidina OK Z-Z,+D+0.60W+H 0.0 k 10.810 k No Slidina OK Z-Z,+D+0.70E+H 0.0 k 9,650 k No Slidina OK Z-Z.+D+0,750Lr+0.750L+0.450W+H 0.0 k 17.650 k No Slidinq OK _Footing Flexure_ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? in^2 in^2 inA2 k-ft X-X,+1.40D+1,60H 3.50 +Z Bottom 0.3024 Min Temp% 0,3444 16.422 OK X-X,+1,40D+1,60H 3.50 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1.20D+0,50Lr+1.60L+1.60H 7.525 +Z Bottom 0,3024 Min Temo% 0.3444 16.422 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7.525 -Z Bottom 0,3024 Min TemD% 0.3444 16,422 OK X-X.+1.20D+1.60L+0.50S+1,60H 8.213 +Z Bottom 0.3024 Min Temp% 0,3444 16.422 OK X-X,+1,20D+1.60L+0.50S+1.60H 8.213 -Z Bottom 0.3024 Min Temp% 0.3444 16,422 OK X-X,+1.20D+1.60Lr+0,50L+1,60H 4.775 +Z Bottom 0.3024 Min TemD% 0,3444 16,422 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 4.775 -Z Bottom 0.3024 Min TemD% 0.3444 16.422 OK X-X,+1.20D+1.60Lr+0,50W+1.60H 3.775 +Z Bottom 0.3024 Min TemD% 0,3444 16.422 OK X-X,+1.20D+1,6DLr+0.50W+1.60H 3,775 -Z Bottom 0.3024 Min TemD% 0.3444 16.422 OK X-X,+1.20D+0.50L+1.60S+1.60H 6,975 +Z Bottom 0.3024 Min TemD% 0.3444 16.422 OK X-X,+1,20D+0,50L+1,60S+1.60H 6,975 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+1,20D+1.60S+0,50W+1,60H 5.975 +Z Bottom 0.3024 Min TemD% 0.3444 16.422 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr. and then using the"Printing& Title Block"selection. General Footing ^ ` - File=CADOCU'ME=tiffNio&v'Docu-it£MfRCA-117958.;6 ENERCALC,INC.19B2115,0uM:6.15.12.9,Ver.6.0.25 Description: Al Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As - Actual As Phi'Mn Status k ft - Side 7 Bot or Top? in^2 -in"2 - - In^2 k-ft -- X-X,+1,20D+1.60S+0.50W+1.60H 5.975 -Z Bottom 0,3024 Min Temp% 0,3444 16.422 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 5.250 +Z Bottom 0.3024 Min Temo% 0.3444 16.422 OK X-X,+1.2DD+0,50Lr+0.50L+W+1.60H 5.250 -Z Bottom 0.3024 Min Temp% 0.3444 16,422 OK X-X,+120D+0,50L+0.50S+W+1,60H 5.938 +Z Bottom 0,3024 Min Temo% 0,3444 16,422 OK X-X,+1.20D+0.50L+U,50S+W+1.60H 5.938 -Z Bottom 0.3024 Min TemD% 0.3444 16.422 OK X-X,+1.20D+0,50L+0.20S+E+1,60H 4.825 +Z Bottom 0.3024 Min TemD% 0.3444 16.422 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 4.825 -Z Bottom 0.3024 Min Temp% 0.3444 16.422 OK X-X,+0.90D+W+0.90H 3.0 +Z Bottom 0.3024 Min Temo% 0.3444 16.422 OK X-X.+0.90D+W+0,90H 3.0 -Z Bottom 0,3024 Min Temo% 0.3444 16,422 OK X-X.+0.90D+E+0.90H 2,375 +Z Bottom 0,3024 Min Temp% 0.3444 16.422 OK X-X,+0.90D+E+0.90H 2,375 -Z Bottom 0.3024 Min TemD% 0,3444 16.422 OK Z-Z,+1.40D+1.60H 3.137 -X Bottom 0.3024 Min Temo% 0,3444 16.422 OK Z-Z.+1.40D+1,60H 3.863 +X Bottom 0,3024 Min Temo% 0,3444 16.422 OK Z-Z,+1,20D+0.50Lr+1.60L+1.60H 7.007 -X Bottom 0,3024 Min TemD% 0,3444 16.422 OK Z-Z.+1,20D+0.50Lr+1,60L+1.60H 8.043 +X Bottom 0.3024 Min TemD% 0,3444 16.422 OK Z-Z.+1.20D+1.60L+0,50S+1,60H 7,629 -X Bottom 0,3024 Min TemD% 0.3444 16.422 OK Z Z.+1200+1.60L+0,50S+1.60H 8.796 +X Bottom 0.3024 Min TemD% 0.3444 16,422 OK Z-Z,+1.20D+1,60Lr+0.50L+1.60H 4.399 -X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+1,20D+1.60Lr+0.50L+1.60H 5,151 +X Bottom 0.3024 Min TemD% 0,3444 16.422 OK Z-Z,+1.20D+1,60Lr+0.50W+1.60H 3,270 -X Bottom 0,3024 Min TemD% 0.3444 16.422 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 4.280 +X Bottom 0,3024 Min TemD% 0,3444 16.422 OK Z-Z,+1.20D+0,50L+1.60S+1.60H 6.392 -X Bottom 0.3024 Min Temp% 0.3444 16.422 OK Z-Z,+120D+0,50L+1.60S+1.60H 7.558 +X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z.+1.20D+1.60S+D.50W+1.60H 5.262 -X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z,+1.20D+1.60S+0,50W+1.60H 6.688 +X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z.+120D+0.50Lr+0.50L+W+1,60H 4.485 -X Bottom 0.3024 Min Temp% 0.3444 16.422 OK Z-Z,+1.20D+0,50Lr+0,50L+W+1.60H 6.015 +X Bottom 0.3024 Min TemD% 0.3444 16.422 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 5,108 -X Bottom 0.3024 Min Temo% 0.3444 16.422 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 6.767 +X Bottom 0.3024 Min Temp% 0,3444 16.422 OK Z-Z,+1.20D+0.50L+020S+E+1.60H 4.423 -X Bottom 0.3024 Min TemD% 0.3444 16.422 OK Z-Z.+1.20D+0.50L+0.20S+E+1,60H 5.227 +X Bottom 0.3024 Min Temo% 0,3444 16,422 OK Z-Z,+0,90D+W+0,90H 2,378 -X Bottom 0,3024 Min TemD% 0,3444 16,422 OK Z-Z,+0.90D+VV+0.90H 3,622 +X Bottom 0.3024 Min TemD% 0.3444 16.422 OK Z-Z,+0,90D+E+0.90H 2.142 -X Bottom 0.3024 Min Temo% 0,3444 16.422 OK Z-Z,+0.90D+E+0,90H 2,608 +X Bottom 0.3024 Min Temo% 0.3444 16.422 OK One Way Shear Load Combination... Vu -X Vu +X Vu -Z Vu a+Z Vu:Max Phi Vn Vu 1 Phi*Vn- Status +1.40D+1,60H 14,141 osi 14.141 psi 14.141 Dsi 14.141 Dsi 14.141 psi 75 Dsi 0,1886 OK +1.20D+0.50Lr+1.60L+1,60H 30.404 psi 30.404 Dsi 30.404 Dsi 30,404 Dsi 30.404 Dsi 75 psi 0.4054 OK +1.20D+1.60L+0.50S+1.60H 33.182 Dsi 33.182 nsi 33.182 Dsi 33.182 Dsi 33.182 Dsi 75 psi 0,4424 OK +1.20D+1,60Lr+0.50L+1.60H 19.293 Dsi 19,293 nsi 19.293 Dsi 19.293 psi 19.293 Dsi 75 Dsi 0.2572 OK +1,20D+1.60Lr+0.50W+1.60H 15.253 nsi 15253 Dsi 15.253 psi 15.253 osi 15,253 Dsi 75 Dsi 0.2034 OK +1.20D+0.50L+1.60S+1,60H 28.182 Dsi 28,182 psi 28182 psi 28.182 osi 28.182 nsi 75 Dsi 0.3758 OK +1.20D+1.60S+0,50W+1.60H 24.141 psi 24.141 psi 24,141 psi 24,141 psi 24,141 psi 75 Dsi 0.3219 OK +1,20D+0.50Lr+0.50L+W+1,60H 21,212psi 21.212osi 21.212nsi 21212osi 21,212osi 75 psi 0.2828 OK +120D+0.50L+0.50S+W+1.60H 23.99 Dsi 23.99 psi 23.99 psi 23,99 osi 23.99 osi 75 Dsi 0.3199 OK +1.20D+0,50L+0.20S+E+1.60H 19,495 Dsi 19,495 Dsi 19,495 Dsi 19,495 osi 19.495 osi 75 psi 0,2599 OK +0.90D+W+0.90H 12.121 Dsi 12.121 Dsi 12.121 osi 12,121 psi 12,121 psi 75 Dsi 0.1616 OK +0.90D+E+0,90H 9.596 Dsi 9,596 osi 9.596 Dsi 9.596 osi 9.596 osi 75 osi 0,1279 OK Punching Shear All units k Load Combination... � - Vu Phi"Vn Vu 1 Phi'Vn _ _- _Status +1.40D+1.60H 55,537 osi 1500si 0.3702 �OK +1.20D+0,50Lr+1,60L+1.60H 119.405 Dsi 150osi 0.796 OK +1.20D+1.60L+0.50S+1.60H 130,314;)si 1500si 0.8688 OK +120D+1.60Lr+0.50L+1.60H 75.769 osi 1501)si 0.5051 OK +1.20D+1.60Lr+0,50W+1,60H 59.901 osi 150Dsi 0.3993 OK +1200+0.50L+1.60S+1.60H 110.678 Dsi 150Dsi 0.7379 OK +1.20D+1.60S+0.50W+1.60H 94.81 Dsi 150nsi 0.6321 OK +1.20D+0.50Lr-iO.50L+W+1.60H 83,306 osi 150r)s1 0.5554 OK +120D+0.50L+0,50S+W+1,60H 94.215 osi 150usl 0.6281 OK +1.20D+0.50L+020S+E+1.60H 76.562 nsi 150DA 0,5104 OK Title Block Line 1 Project Title: You can change this area Engineer; Project ID: using the"Settings"menu item Protect Descr and then using the"Printing& Title Block"selection. r General Footingrid=ctiflocutk-11Cfin-WM`OOCU-lWNERCA-1p958.w6 I --- ENERG1LC,INC.19B32016.auNd:8,i5.i29:Va:b.0.25 KW-06008130 Lice nsee 7S TRU CTU RAL DESIGN ASSOCIATES Description: Al Punching Shear All units k_ Load Combination... Vu Phi'Vn Vu!Phi'Vn Status +0,90D+W+0.90H 47.603 psi 150pSi 0.3174 OK +0.90D+E+0.90H 37.686 osi 150osi 0.2512 OK Title Block Line 1 Project Title: You can change this area En Ineer: Project ID: using the"Settings"menu item Pro�ect Descr: and then using the"Printing& Title Block"selection. --------------- )ern General Footing nit=c:lnoCUWE-t%atnlon,tilYoocu-ITNERCA-11795s.oc6� ENERCAW INC 196320i5.nink16.15.12.9.Var6025 r:rr: r r c � Description: Cf Code References Calculations per ACI 318-0-8, IBC 2009, CBC 2010,ASCE 7 10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength - 2.50 ksi Allowable Sal Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850,0 ksi Soil Passive Resistance(for Sliding) - 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friclion Coeff. = 0.40 cp Values Flexure = 0.90 Shear - 0,750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel /o Bending Reinf. Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when fooling base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater Char ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis 5.0 ft Length parallel to Z-Z Axis - 5.0 ft Footing Thicknes - 14.0 in I Pedestal dimensions... -• - -- x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in m Rebar Centerline to Edge of Concrete... at Bottom of fooling = 3,0 in n Reinforcing__ •_ s' �I Bars parallel 10 X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars - 5 0 Reinforcing BarSizf = # 5 i =y ter•t Bandwidth Distribution Check (ACI 15.4,4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied LoadsT - ---- -- - -- - --------- - -- - --- p- -- - -- Lr L--- S W -- E H---- P:Column Load = 23.0 4.0 24.0 13.0 10,0 1.0 k OB:Overburden ksf M-xx - k-ft M-zz _ k-ft V-x = 1.0 1.0 4.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer; Project ID: using the"Settings"menu item Pr Ct Descc and then using the"Printing& Title Block"selection. General Footing - -�, cOOCUME-1tClmhl WYDOCU-1tENERCA-1t7Mc c6 g ENERCALC,INC:,1983-2015 GkO4615 12,9,Ver.6.0 25 KW-066061 30 c: DESIGN • Description: C1 DESIGN SUMMARY _ Min.Ratio Rom Applied CapacityGoverning Load Combination PASS f 0.8583 Soil Bearing 2.575 ksf 3.0 ksf +D+0.750L+0750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 15.955 Overturning-Z-Z 3.50 k-ft 55.844 k-ft +0.60D+O,60W+0,60H PASS 2.978 Sliding-X-X 3.0 k 8.935 k +0,60D+O,60W+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0,6328 Z Flexure(+X) 9,389 k-ft 14.836 k-ft +1.20D+1,60L+0.50S+1.60H PASS 0.5888 Z Flexure(-X) 8.736 k-ft 14.836 k-ft +1,20D+1,60L+0,50S+1.60H PASS 0.6108 X Flexure(+Z) 9,063 k-ft 14.836 k-ft +1.20D+1.60L+0.50S+1,60H PASS 0.6108 X Flexure(-Z) 9.063 k-ft 14,836 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4638 1-way Shear(+X) 34.785 psi 75.0 psi +1.20D+1,60L+0.50S+1.60H PASS 0,4638 1-way Shear(-X) 34.785 psi 75.0 psi +1.20D+1.60L+0.50S+1,60H PASS 0,4638 1-way Shear(-#-Z) 34.785 psi 75.0 psi +1.20D+1,601.+0,50S+1.60H PASS 0,4638 1-way Shear(-Z) 34.765 psi 75.0 psi +1.20D+1.60L+0,50S+1.60H PASS 0.9587 2-way Punching 143.802 psi 150.0 psi +1.20D+1.60L+0.50S+1.60H Detailed Results_ - Son Bearl"- - Rotation Axis& Actual Soil Bearingg Stress Actual IAllowable Load Combination... Gross Allowable Xecc Zecc Bolcom, Z Tap,+Z Le(t, X Right,+X _^Ratio X-X,+D+H 3.0 n/a 0.0 1,089 1,069 n/a n/a 0,313 3 X-X,+D+L+H 3.0 n/a 0.0 2.049 2,049 n/a n/a 0.�383 X-X,+D+Lr+H 3.0 n/a 0.0 1.249 1.249 n/a n/a ().416 X-X, +D+S+H 3.0 nla 0.0 1,609 1.609 nla nla Cf.;53i7 X-X,+D+0,750Lr+0.750L+H 3.0 n/a 0.0 1,929 1.929 n/a n/a 0.643 X-X,+D+O 750L+0.750S+H 3.0 n/a 0.0 2.199 2.199 n/a nla 0.7j3 X-X,+D+0,60W+H 3.0 nla 0.0 1,329 1.329 n/a nla 0.443 X-X,+D+0.70E+H 3.0 n/a 0.0 1.117 1.117 n/a n/a 0.372 X-X,+D+0,75OLr+0,750L+0,450W+H 3.0 n/a 0.0 2.109 2,109 n/a nla el.''103 X-X,+D+0.750L+0,75OSi0.450W+H 3,0 n/a 0.0 2,379 2.379 n/a n/a 0.70 3 X-X,+D+0.750L+0,750S+0.5250E+H 3.0 n/a 0.0 2.220 2.220 n/a n/a 0.7+0 X-X,+0.60D+0,60W+0,60H 3.0 n/a 0.0 0.8935 0.8935 n/a n/a 0.298 X-X.+0.60D+0,70E+0.60H 3.0 n/a 0.0 0.6815 0.6815 n/a n/a 0.227 Z-Z,+D+H 3,0 0,5142 n/a n/a n/a 1,034 1.144 0,381 Z-Z,+D+L+H 3.0 0,5466 nla n/a nla 1.939 2.159 0.720 Z-Z,+D+•Lr+H 3.0 0.4483 n/a n/a n/a 1.194 1.304 0.435 Z-Z,+D+$+H 3.0 OA480 nla nla nla 1.bb4 1.f'b4 0.5,h Z-Z,+D+•0.750Lr+0,750L+H 3.0 0.5080 n/a n/a nla 1.833 2.026 0.675 Z-Z,+D+0.750L+0750S+H 3.0 0,4456 nla n/a n/a 2,103 2.296 0.765 Z-Z,+D+0,60W+H 3.0 1.432 nla n/a nla 1.142 1,516 ii.505 Z-Z+D+0.70E+H 3.0 0,5013 nla n/a n/a 1.062 1.172 0,3t11 Z-Z,+D+0.750Lr+0,750L+0,450W+H 3,0 0.9426 n/a n/a nla 1.914 2.305 0,768 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 0.8356 nla n/a n/a 2,184 2,575 0 uE;8 Z-Z,+D4750L+0,750S+0.5250E+H 3.0 0.4414 n/a n/a n/a 2,124 2,317 0,772 Z-Z,+0.60D+0.60W+0,60H 3.0 1.880 n/a nla n/a 0.7283 1.059 0.35 Z-Z+0.60D+0.70E+0.60H 3.0 0.4930 nla n/a n/a 0.6485 0.7145 0.238 Overturning Stability Rotation Axis& Load Combination... Overturnin Moment -_ ReWst_ing-Moment- Stab lIgRatio Status _X-X. • --- None O.Ok-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0,750S+H None 0.0 k-ft Infinity OK X-X.+D+O,60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0,750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, General Footing F1e=c:wOCUL(F�-11ClintonlMYDOCu-11ENERCA-ii795a.ec6 ' ENFRCAI C INC 19912015,Bui!t1:6.15.12.9,Vee6.0.25 i:iO: ASSOCIATES ; Description- C1 Overturning Stability Rotation Axis& Load Combination.,, Overtuming Moment Resisting Moment Stability Ratio___-_- Status X-X,+D-4750L+0,750S+0,5250E+H None 0.0 k-ft Infinity OK X-X.+0.60D-�0.60W+0.601-1 None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 1.167 k-ft 68.073 k-ft 58.348 OK Z-Z,+D+L+H 2.333 k-ft 128.073 k-ft 54.888 OK Z-Z,+D+Lr+H 1.167 k-ft 78.073 k-ft 66.920 OK Z-Z,+O+S+H 1.167 k-ft 100.573 k-ft 86,205 OK Z-Z,+D+0.750Lr+0.750L+H 2.042 k-ft 120.573 k-ft 59.056 OK Z-Z,+D+0.750L+0.750S+H 2.042 k-ft 137.448 k-ft 67.321 OK Z-Z,+D+0.60W+H 3.967 k-ft 83.073 k-ft 20.943 OK Z-Z,+D+0.70E+H 1.167 k-ft 69,823 k-ft 59.848 OK Z-Z.+D+0.750Lr+0.750L+0,450W+H 4.142 k-ft 131.823 k-ft 31.828 OK Z-Z,+D+0,750L+0.7505+0.450W+H 4,142 k-ft 148.698 k-ft 35,903 OK Z-Z,+D+0.750L+0.750S-45250E+H 2,042 k-ft 138,760 k-ft 67.964 OK Z-Z,+0.600+0.60W-4601-1 3.50 k-ft 55.844 k-ft 15,955 OK Z-Z.+0.60D+0,70E+0,60H 0.70 k-ft 42.594 k-ft 60.848 OK Sliding Stability All units k Force Application Axis Load Combination- _ Sliding Force _ Resisting Force Sliding SafetyRatio Status TT+D+H _ _ 1.0 k 10,892 k 10.892 OK X-X,+D+L+H 2.0 k 20.492 k 10,246 OK X-X.+D+Lr+H 1.0 k 12.492 k 12.492 OK X-X,+D+S+H 1.0 k 16.092 k 16,092 OK X-X,+D+0.750Lr+0,750L+H 1,750 k 19.292 k 11.024 OK X-X.+D+0.750L+0.750S+H 1.750 k 21.992 k 12.567 OK X-X,+D+0.60W+H 3.40 k 13,292 k 3,909 OK X-X,+D+0.70E+H 1.0 k 11.172 k 11,172 OK X-X,+D+0.750Lr+0.75OL+0.450W+H 3.550 k 21.092 k 5.941 OK X-X,+D+0.750L+0.7503+0,450W+H 3.550 k 23.792 k 6.702 OK X-X,+D+0.750L+0.750S+0.5250E+H 1.750 k 22.202 k 12,687 OK X-X,+0,60D+0,60W+0.60H 3.0 k 8.935 k 2,978 OK X-X,+0.60D+0.70E+0.60H 0.60 k 6.815 k 11.358 OK Z-Z,+D+H 0.0 k 10.892 k No Sliding OK Z-Z,+D+L+H 0.0 k 20.492 k No Slidina OK Z-Z.+D+Lr+H 0.0 k 12.492 k No Sliding OK Z-Z.+D+S+H 0.0 k 16.092 k No Slidina OK Z-Z,+D+0.750Lr+0,750L+H 0.0 k 19.292 k No Sliding OK Z-Z.+D+0,750L+0.750S+H 0.0 k 21.992 k No Slidina OK Z-Z,+D+0,750L+0.750S+0.450W+H 0.0 k 23.792 k No Slidina OK Z-Z.+D+0.750L+0.7505+0.5250E+H 0.0 k 22.202 k No Slidina OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 8.935 k No Slidina OK Z-Z,+0.60D+0.70E+0.60H 0.0 k 6.815 k No Slidina OK Z-Z,+D+0.60W+H 0.0 k 13.292 k No Slidina OK Z-Z,+D+0.70E+H 0.0 k 11,172 k No Slidina OK Z-Z,+D+0.750Lr-4750L+0A50W+H 0.0 k 21,092 k No Slidina OK Footing Flexure Flexure Axis&Load Combination r Mu Which Tension Q As Req'd� Ovm.As Actual As PhrMn Status k-ft Side? Bot or Top 7 inA2 inA2 in"2 _ k-R X-X,+1.40D+1.60H 4.025 +Z Bottom 0,3024 Min Temp% 0.310 14.836 OK X-X,+1,40D+1,60H 4,025 -Z Bottom 0,3024 Min Temp% 0,310 14.836 OK X-X.+1,20D+0,50Lr+1.60L+1.60H 8.50 +Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 8.50 -Z Bottom 0.3024 Min Terno% 0.310 14.836 OK X-X,+1.20D+1,60L+0.50S+1.60H 9,063 +Z Bottom 0,3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60L+0,50S+1.60H 9.063 -Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 5.750 +Z Bottom 0,3024 Min Temp% 0.310 14.836 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 5.750 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0,50W+1.60H 4,875 +Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X.+1.20D+1.601-r+0.50W+1.60H 4.875 -Z Bottom 0,3024 Min Temp% 0.310 14,836 OK X-X,+1.20D+0,50L+1.60S+1.60H 7.550 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50L+1.60S+1.60H 7.550 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X.+1.20D+1.60S+0,50W+1,60H 6.675 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. General Footing i -- T F�o=�wocuMt-t+c��w,��voocu�tlENERCA-1�7958.erb I ____ ENEnCgI%,INC.14832i115,Bvild:8.t5.12,9.Ver.5,o.95 KW-011008130 Licensee 7STRUCTURAL DESIGN ASSOCRTES Description• C1 _Footing Flexwe _ Flexure Axis$Load Combination Mu Which Tension @ As Req'd Gvrn,As Actual As Phi'Mn Status k-ft Side 7 Sot or Top 7 inA2 in"2 in^2 k-ft X-X,+1,20D+1.60S+0,50W+1.60H 6.675 -Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 6.450 +Z Bottom 0,3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0,50Lr+0,50L+W+1,60H 6.450 -Z Bottom 0.3024 Min Temp% 0,310 14.836 OK X-X,+1.20D+0.50L+0,50S+W+1.60H 7.013 +Z Bottom 0.3024 Min Temo% 0.310 14.636 OK X-X,+1.20D+0.50L+0,50S+W+1.60H 7.013 -Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X,+1.20D+0,50L+0.20S+E+1.60H 5.40 +Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 5.40 -Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X,+0.90D+W+0.90H 3.838 +Z Bottom 0.3024 Min Temq% 0,310 14,836 OK X-X,+0.90D+W+0,90H 3.838 -Z Bottom 0,3024 Min Temo% 0.310 14,836 OK X-X,+0.90D+E+0,90H 2.713 +Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X.+0,90D+E+0,90H 2,713 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.40D+1.60H 3.862 -X Bottom 0.3024 Min Temo% 0.310 14,836 OK Z-Z,+1.40D-F1,60H 4.188 +X Bottom 0.3024 Min Temn% 0.310 14.836 OK Z-Z,+1.20D+0,50Lr+1,60L+1.60H 8.173 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0,50Lr+1,601+1,60H 8.827 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 8.736 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1,20D+1,60L+0.50S+1.60H 9,389 +X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z, +1.20D+1,60Lr+0.50L+-1.60H 5,552 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 6.948 +X Bottom 0.3024 Min Temo% 0.310 14.836 OK Z-Z.+1.20D+1.60Lr+0.50W+1,60H 4.502 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0,50W+1.60H 5.248 +X Bottom 0,3024 Min Temp% 0,310 14.836 OK Z-Z,+1,20D+0.50L+1,60S+1.60H 7,352 -X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+0,50L+1.60S+1,60H 7.748 +X Bottom 0,3024 Min Temp% 0,310 14,836 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 6,302 -X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z,+1,20D+1.60S+0,50W+1.60H 7,048 +X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1.60H 5,785 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+0,50Lr+0.50L+W+1.60H 7,115 +X Bottom 0.3024 Min Temo% 0.310 14,836 OK Z-Z.+1.20D+0.50L+0,50S+W+1.60H 6.348 -X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 7,677 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 5.202 -X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z,+1,20D+0.50L+0.20S+E+1.60H 5,598 +X Bottom 0.3024 Min Temo% 0.310 14.836 OK Z-Z.+0.901D+W+0.90H 3,266 -X Bottom 0.3024 Min Temp% 0,310 14.836 OK Z-Z,+0.90D+W+0.90H 4.409 +X Bottom 0.3024 Min TemD% 0,310 14.836 OK Z-Z.+0.90D+E+0.90H 2,608 -X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z,+0.90D+E+0.90H 2.817 +X Bottom 0.3024 Min Temo% 0.310 14,836 OK One Way Shear Load Combination.., Vu •X Vu +X Vu Vu tZ Vu:Max Phi Vn Vu I Phl'Vn Status +1.40D+1,60H 15.449 psi 15.449 osi 15.449 osi 15,449 Dsi 15.449 osi 75 osi 0.206 OK 11.20D 10,501-r 11,60L 11.6011 32.020 Dsi 32.620 osi 32,626 usi 32,626 u* 32.826 usi 75 usi 0.435 OK +1,20D+'l,60L+0,50S+1,60H 34,785Dsi 34.785 Dsi 34.785 psi 34.785 psi 34.785 vs! 75 psi 0.4638 OK +1.20D+1,60Lr+0.50L+1.60H 22.071 Dsi 22.071 psi 22,071 psi 22071 Dsi 22.071 Dsi 75 osi 0.2943 OK +1.20D+1,60Lr+0.50W+1,60H 18.712 psi 18.712 osi 18 712 osi 18.712 Dsi 18.712 osi 75 Dst 0.2495 OK +1,20D+0,50L+1,60S+1,60H 28.98 osi 28.98 osi 28.98 psi 28.98 Dsi 28.98 Dsi 75 psi 0.3864 OK +1,20D+1 60S+0,50W+1.6011 25.621 Dsi 25.621 psi 25.621 Dsi 25.621 psi 25.621 psi 75 psi 0,3416 OK +1,20D+0,50Lr+0,50L+W+1.60H 24.758 psi 24.758 Dsi 24,758 Dsi 24.758 osi 24.758 Dsi 75 osi 0.3301 OK +1.20D+0.50l-A.50S+W+1.60H 26.917 psi 26.917 psi 26.917 psi 26,917 Dsi 26,917 osi 75 Dsi 0,3589 OK +1,20D+0.50L+0.20S+E+1.60H 2O.727 Dsi 20.727 Dsi 20.727 osi 20.727 osi 20.727 Dsi 75 psi 0.2764 OK +0.90D+W-490H 14.73 osi 14.73 Dsi 14.73 psi 14.73 Dsi 14,73 Dsi 75 osi 0.1964 OK +0.90D+E+0.90H 10.412 psi 10,412 osi 10.412 psi 10.412 osi 10.412 Dsi 75 Dsi 0,1388 OK Punching Shear _ _ All units k _ Load Combination... - r_ Vu Phi'Vn Vu I Phi'Vn -Status +1.40D+1.60H 63.868 Dsi 1500si 0.4258 OK +1.20D+0,50Lr+1,60L+1,60H 1.34,876 Dsi 1500si 0.8992 OK +1,20D+1.60L+0,50S+1.60H 143,802 Dsi 1501)si 0.9587 OK +1.20D+1.60Lr+0.50L+1.60H 91.24 Dsi 150osi 0.6083 OK +1.20D+1.60Lr+0.50W+1.60H 77,355 psi 1500si 0.5157 OK +1,20D+0.50L+1.60S+1.60H 119,802 nsi 1500si 0,7987 OK +1.20D+1.60S+0.50W+1,60H 105,917 nsi 1500si 0,7061 OK +1,20D+0.50Lr+0,50L+W+1,60H 102.347 osi 150psi 0.6823 OK +1.20D+0.50L+0,50S+W+1.60H 111.273 DSi 1501)si 0.7418 OK +1.20D+0.50L+0.20S+E+1,60H 85,686 osi 150psi 0.5712 OK Title Block Line 1 Project Title: You can change this area En sneer: Protect ID; using the"Settings"menu item Pro�ect Descr and then using the"Printing& Title Block"selection. General Footing Fire=�uiocu�+c=i�a�ror>Mvriocu neNEacniiia�oucR [NF.RCALC, NCr 19832015,r3ufkl:s.t5.i 4 Vrr,G0 e:00: i Lic • • rw' Description: C t Punching Shear All units_k__ Load Combination... Yu Phi'Vn Vu I Phi"Vn Status +0.90D+W+0.90H 60.B93 osi 150osi 0.406 OK +0,900+E+0.90H 43.041 psi 150osi 0.2869 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and 111e11 using the"Printing& Title Block"selection. 11mM*1 W qN.Mlp I age. i General Footing -- - - -- He=c.D000ME-lUintonurt ME -1�NERcn-„79ULws ENERCALC.INC.1903.2015.13110-15.129.Ver.B 0 25 00DESIGN Description: F.1 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus _ 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear - 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface - ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 000180 when footing base is below = ft Min,Overturning Safety Factor = 1.0:1 Min.Sliding Safety Factor = 1.0:1 Increases based on fooling plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis - 5.0 ft Footing Thicknes = 16.0 in - - -- I Pedestal dimensions... _x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis in Height - in $' Rebar Centerline to Edge of Concrete... I '$ at Bottom of fooling = 3.0 in n Reinforcing Bars parallel to X-X Axis ~ Number of Bars - 6.0 Reinforcing Bar Size - # 5 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Sizr = # 5 �J f Bandwidth Distribution Check (RG!15.4.4.2) - '`...r'•+�•w Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads —� -- — - —— - - - D _ Lr L _ S W F H P:Column Load = 26.0 5.0 24.0 14.0 11.0 1,0 k OB:Overburden = ksf M-xx = k-ft M-zZ = k-fi V-x = 1,0 1.0 5,0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. General Footing - File=c:1A000MF-t�OiotonWYOocu-;TN1 RCA-;}iMoc6 f.Nf RCAIC, 19842f1i!i,Duili!'6.15.124,VM:fiA,25 i:1O, i e Descriptioa E1 DESIGN SUMMARY _ - • Min.Ratio item Applied Capacity Governing Load Combination PA55v A- 0.9410 Soil Bearing _ 2,823 ksf 3.0 ksf +D+0,750L+0.750S4450W+H about Z-i PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 13.073 Overturning-Z-Z 4.80 k-ft 62.750 k-ft -+0.60D+0,60W4601-1 PASS 2,789 Sliding-X-X 3.60 k 10,040 k +0.60D-F0,60W+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0.4731 Z Flexure(+X) 9.948 k-ft 21.029 k-ft +1.20D+1.60L+0.50S+1,60H PASS 0,4376 Z Flexure(-X) 9.202 k-ff 21,029 k-ft +1.20D+1.60L+0,50S+1.60H PASS 0,4553 X Flexure(+Z) 9.575 k-ft 21.029 k-ft +1.20D+1.60L+0,50S+1.60H PASS 0.4553 X Flexure(-Z) 9.575 k-ft 21,029 k-ft +1.20D+1,60L+0.50S+1.60H PASS 0.3710 1-way Shear(+X) 27.825 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.3710 1-way Shear(-X) 27.825 psi 75.0 psi +1.20D+1.601_-+0,50S+1.60H PASS 0.3710 1-way Shear(+Z) 27.825 psi 75.0 psi +1.20D+1,60L+0.50S+1,60H PASS 0.3710 1-way Shear(-Z) 27,825 psi 75.0 psi +1.20D+1,60L+0,50S+1.60H PASS 0.7143 2-way Punching 107.144 psi 150.0 psi +•1.20D+1,60L+0.50S+1.60H Detailed Results Soil Bearing _ Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination..._ T Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3,0 n/a 0.0 1.233 1.233 nla n/a 0.411 X-X,+D+L+H 30 n/a 0.0 2,193 2,193 nla n/a 0731 X-X,+D+Lr+H 3.0 n/a 0.0 1.433 1.433 n/a n/a 0.478 X-X,+D+S+H 3.0 n/a 0,0 1.793 1.793 nla n/a 0.598 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 2.103 2.103 n/a n/a 0.701 X-X,+D+0,750L+0.750S+H 3.0 nla 0.0 2.373 2,373 n/a n/a 0.79i X-X,+D+0,60W+H 3.0 n/a 0.0 1.497 1,497 n/a n/a 0.499 X-X,+D+0,70E+H 3.0 n/a 0.0 1.261 1,261 n/a n/a 0 420 X-X,+D+0.750Lr-+V50L+0A50W+H 3.0 n/a 0.0 2.301 2,301 n/a n/a 0 767 X-X,+D+0.750L+0.750S+0,450W+H 3,0 n/a 0.0 2.571 2,571 n/a n/a 0,857 X-X,+D+0.750L+0,750S+0,5250E+H 3.0 n/a 0.0 2,394 2,394 nfa n/a 0.798 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 1.004 1.004 n/a n/a 0.335 X-X.+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.7680 0,7680 n/a n/a 0.256 Z-Z.+D+H 3.0 0.5189 n/a nla nla 1.170 1.296 0.432 Z-Z,+D+L+H 3.0 0.5836 nla n/a n/a 2.067 2.319 0.773 Z-Z,+D+Lr+H 3.0 0.4465 nla n/a n/a 1.370 1.496 0.499 Z-Z.+D+S+H 3.0 0.3569 n/a n/a n/a 1,730 1.856 0,619 Z-Z,+D+0,750Lr+0.750L+H 3.0 0.5325 n/a n/a n/a 1.993 2.213 0.738 Z-Z.+D+0.750L+0,750S+H 3.0 0.4719 n/a n/a n/a 2,263 2.483 0,828 Z-Z,+D+0,60W+H 3.0 1.710 n/a n/a n/a 1.246 1.749 0,583 Z-Z,+D+0,70E+H 3.0 0.5074 n/a nla n/a 1.198 1.324 0,441 Z-Z,+D-4750Lr+0.750L+0.450W+H 3.0 1.112 n/a n/a n/a 2,050 2,553 0,4351 Z-Z,+D+0.750L+0,750S+0.450W+H 3.0 0.9956 n/a n/a n/a 2.320 2.823 0.941 Z-Z,+1)+0,750L+0.750S+0.5250E+H 3.0 0.4678 n/a nla n/a 2,284 2.504 0.835 Z-Z,+0.60D+0,60W+0.60H 3.0 2.295 nla Na n/a 0.7774 1.231 0.410 Z-Z,+0.60D-470E+0.60H 3.0 0.50 n/a n/a n/a 0.7302 0.8058 0.n"q Overturning Stability Rotation Axis& Load Combination... Overturning Moment _y Resisting Moment Stability Ratio Status �-- --.�.---- _-�u w-- �- X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X.+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0,750L+H None 0,0 k-ft infinity OK X-X+D+0.750L+0.750S+H None 0.0 k-ft infinity OK X-X.+D+0,60W+H None 0.0 k-ft Infinity OK X-X.+D+0,70E+H None 0.0 k-ft infinity OK X-X,+D+0,750Lr+0,750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0J50L+0,750S+0.450W+H None 0.0 k-ft Infinity OK Title Bfock Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. K00%)21 Dry:Fills i��M _ _ General Footin rig=c:+nocunu-toaln1oiAW00CU-11ENERCA-117958.ec6 g ENERCALC.INC.19B17015.ROW6.15.12.9.Ver.6.0.2fi 11 __ 1;11: 1 • • Description: E1 Overturning Stability Rotation Axis& _Load Combination.,. _ Overturning Moment Resisting_Moment Stability Ratio Status X-X.+D+0.750L+0.750S+0.5250E+H None 0.0 01 Infinitv OK X-X,+0,60D+0,60W+0.60H None 0.0 k-ft Infinitv OK X-X,+0.60D+0,70E+0.60H None 0.0 k-ft Infinitv OK Z-Z,a D 1 H 1.333 k-ft 77.083 k-ft 57.813 OK Z-Z,+D+L+H 2.667 k-ft 137,083 k-ft 51.406 OK Z-Z,+D+Lr+H 1.333 k-ft 89,583 k-ft 67.188 OK Z-Z,+D+S+H 1.333 k-ft 112.083 k-ft 84,063 OK Z-Z,+D+0.750Lr+0.750L+H 2.333 k-ft 131.458 k-ft 56.339 OK Z-Z,+D+0.750L+0.750S+H 2.333 k-ft 148.333 k-ft 63.571 OK Z-Z,+D+0.60W+H 5.333 k4t 93.583 k-ft 17.547 OK Z-Z,+D+0.70E+H 1.333 k-ft 78.833 k-ft 59.125 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 5.333 k-ft 143.833 k-ft 26,969 OK Z-Z,+D+0.750L+0,750S+0.450W+H 5,333 k-ft 160.708 k-ft 30,133 OK Z-Z,+D+0,750L+0.750S+0.5250E+H 2,333 k-ft 149.646 k-ft 64.134 OK Z-Z,+0.60D+0.60W+0.60H 4,80 k-ft 62.750 k-ft 13,073 OK Z-Z,+0.60D+0.70E+0.60H 0.80 k-ft 48,0 k-ft 60,0 OK Sliding Stability All emit; k Force Application Axis ___-� -_ A --- -•- � ^- - --_ __ Load Combination... Sliding Force Resisting Force Slides SOtetyRatio Status X-X,+D+H 1.0 k 12.333 k 12,333 OK X-X,+D+L+H 2.0 k 21.933 k 10.967 OK X-X,+D+Lr+H 1.0 k 14,333 k 14.333 OK X-X,+D+S+H 1.0 k 17.933 k 17.933 OK X-X,+D+0.750Lr+0.750L+H 1,750 k 21,033 k 12.019 OK X-X,+D+0,750L+0.750S+H 1.750 k 23.733 k 13.562 OK X-X,+D+0.60W+H 4.0 k 14.973 k 3,743 OK X-X.+D+0.70E+H 1.0 k 12.613 k 12,613 OK X-X,+D+0.750Lr+0.750L+0,450W+H 4.0 k 23.013 k 5,753 OK X-X,+D+0.750L+0.750S+0.450W+H 4.0 k 25,713 k 6,428 OK X-X.+D+0.750L+0.750S+0.5250E+H 1.750 k 23.043 k 13,682 OK X-X,460D-46OW460H 3.60 k 10.040 k 2.789 OK X-X,+0,60D+0.70E+0.60H 0.60 k 7,680 k 12.80 OK Z-Z,+D+H 0.0 k 12.333 k No Slidina OK Z-Z,+D+L+H 0.0 k 21.933 k No Slidina OK Z-Z,+D+Lr+H 0.0 k 14,333 k No Slidina OK Z-Z,+D+S+H 0.0 k 17.933 k No Slidina OK Z-Z.+D+0,750Lr+0,750L+H 0.0 k 21,033 k No Slidino OK Z-Z,+D+0,750L+0.750S+H 0,0 k 23,733 k No Slidina OK Z Z, FD 10,760L 10.750E 10,450W d 1 0.0 k 25.713 k No Slidina 01< Z-Z,+D+0,750L+0.750S+0.5250E+H U.0 k 23,943 k No Slidino OK Z-Z.+0.60D+0.60W+0,60H 0.0 k 10.040 k No Slidina OK Z-Z,+0.60D+0,70E+0.60H 0.0 k 7.680 k No Slidina OK Z-Z,+D+0.60V11+H 0.0 k 14.973 k No Slidina OK Z-Z,+D+0.70E+H 0.0 k 12.613 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 0.0 k 23.013 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mum Which Tension @ As Req'd Gym.As Actual As Phi"Mn Status k-ft Side? Bot or Top? 102 in"2 inl,2 k-ft X-X,+1.40D+1,60H 4.550 +Z Bottom 0.3456 Min Temn% 0.3720 21,029 OK X-X,+1.40D+1.60H 4.550 -Z Bottom 0.3456 Min Temo% 0,3720 21,029 OK X-X,+1.20D+0,50Lr+1.60L+1.60H 9.013 +Z Bottom 0.3456 Min Temo% 0.3720 21.029 OK X-X,+1.20D+0,50Lr+1.60L+1.60H 9.013 -Z Bottom 0.3456 Min Temo% 0.3720 21,029 OK X-X,+1.20D+1,60L+0.50S+1,60H 9.575 +Z Bottom 0.3456 Min Temo% 0,3720 21029 OK X-X,+1.20D+1.60L+0,50S+1,60H 9,575 -Z Bottom 0.3456 Min Temo% 0,3720 21.029 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 6,40 +Z Bottom 0.3456 Min TemD% 0,3720 21,029 OK X-X,+1,20D+1,60Lr+0,50L+1.60H 6.40 -Z Bottom 0.3456 Min TemD% 0,3720 21,029 OK X-X.+1.20D+1.60Lr+0.50W+1,60H 5,588 +Z Bottom 0.3456 Min Temp% 0,3720 21.029 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 5.588 -Z Bottom 0,3456 Min TemD% 0.3720 21,029 OK X-X,+1.20D+0,50L+1,60S+1,60H 8.20 +Z Bottom 0.3456 Min TemD% 0.3720 21,029 OK X-X,+1,20D+0.50L+1,60S+1,60H 8.20 -Z Bottom 0.3456 Min Temp% 0.3720 21,029 OK X-X,+1.20D+1.60S-+0.50W+1,60H 7.388 +Z Bottom 0.3456 Min TemD% 0,3720 21,029 OK Title Block Line 1 Project Title: You can change this area Engineer; Project ID: using the"Settings'menu item Project Descr: and then using the"Printing& Title Block"selection, General Footingv _ - ---------- --�`- - fide=�-U)OCub,E-1lCitnMaiM1'6A(lU•t,En,ERCA-nx�se.e�s • FNFRCAI C.INC 1983.2015 Du M:6.15.12 9.Verr6.0 25 r:r0: rASSOCIATES : Description E1 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status -k-ft Side? Bot or Top? in^2 inA2 in"2 k-ft X-X,+1,20D+1.60S+0,50W+1,60H 7,388 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 7.088 +Z Bottom 0.3456 Min Temo% 0.3720 21.029 OK X-X,+1.20D+0.50Lr+0.50L+W+1,60H 7.088 -Z Bottom 0,3456 Min Temp% 0,3720 21.029 OK X-X,+1,20D+0.50L-+0.50S+W+1.60H 7.650 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+1,20D+0.50L+0.50S+W+1.60H 7.650 -Z Bottom 0,3456 Min Temp% 0,3720 21,029 OK X-X,+1,20D+0.50L+0.20S+E+1.60H 5.875 +Z Bottom 0,3456 Min Temp% 0.3720 21.029 OK X-X,+1.20D+0,501_+0.20S+E+1,60H 5,875 -Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+0.90D+W+0,90H 4,30 +Z Bottom 0.3456 Min Temp% 0.3720 21,029 OK X-X,+0.90D+W+0,90H 4.30 -Z Bottom 0,3456 Min Temp% 0.3720 21.029 OK X-X.+0.90D+E+0,90H 3.050 +Z Bottom 0.3456 Min Temp% 0.3720 21.029 OK X-X,+0,90D+E+0.90H 3.050 -Z Bottom 0.3456 Min Temp% 0.3720 21,029 OK Z-Z,+1.40D+1,60H 4.363 -X Bottom 0,3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.40D+1.60H 4.737 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+0.50Lr+1,60L+1.60H 8.639 -X Bottom 0,3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+0,50Lr+1.60L+1.60H 9.386 +X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+1.60L+0,50S+1,60H 9.202 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+1.60L+0,50S+1.60H 9.948 +X Bottom 0.3456 Min Temp% 0.3720 21,029 OK Z-Z,+1.20D+1,60Lr+0.50L+1.60H 6.173 -X Bottom 0.3456 Min Temo% 0.3720 21.029 OK Z-Z,+1,20D+1,60Lr+0.50L+1.60H 6.627 +X Bottom 0.3456 Min Temp% 0,3720 21,029 OK Z-Z,+1.20D+1.60Lr+0,50W+1.60H 5.094 -X Bottom 0.3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+1.60Lr+0,50W+1.60H 6.081 +X Bottom 0.3456 Min Temp% 0.3720 21,029 OK Z-Z,+1,20D+0.50L+1.60S+1.60H 7,973 -X Bottom 0.3456 Min Temo% 0.3720 21.029 OK Z-Z,+1,20D+0.50L+1.60S+1.60H 8.427 +X Bottom 0,3456 Min Temp% 0,3720 21.029 OK Z-Z,+1.20D+1,60S+0.50W+1.60H 6.894 -X Bottom 0.3456 Min Temp% 0,3720 21.029 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 7.881 +X Bottom 0.3456 Min Temp% 0,3720 21,029 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 6.194 -X Bottom 0,3456 Min Temp% 0.3720 21.029 OK Z-Z,+1.20D+0.50Lr+0,50L+W+1,60H 7,981 +X Bottom 0,3456 Min Temo% 0,3720 21.029 OK Z-Z.+1.20D+0,50L+0.50S+W+1.60H 6.757 -X Bottom 0.3456 Min Temo% 0.3720 21.029 OK Z-Z,+1.20D+0.50L+0.50S+W+1,60H 8.543 +X Bottom 0.3456 Min Temo% 0.3720 21.029 OK Z-Z,+1,20D+0.50L+0,20S+E+1.60H 5.648 -X Bottom 0,3456 Min Temp% 0,3720 21.029 OK Z-Z.+1.20D+0,50L+0,20S+E+1,60H 6.102 +X Bottom 0.3456 Min Temp% 0,3720 21.029 OK Z-Z,+0.90D+W+0.90H 3,514 -X Bottom 0.3456 Min Temo% 0.3720 21,029 OK Z-Z,+0.90D+W+0.90H 5,086 +X Bottom 0.3456 Min Temo% 0,3720 21.029 OK Z-Z,+0.90D+E+0.90H 2.930 -X Bottom 0.3456 Min Temo% 0.3720 21,029 OK Z-Z.+0.90D+E+0,90H 3.170 +X Bottom 0.3456 Min Temo% 0.3720 21.029 OK One Way Shear Land ComblmWon... , Vu A-X Vu d_+X Vuu Vu r +Z~ Vu_Max Phi Vn Vu!Phl"Vn Status +1.40D+1.60H 13,222 psi 13.222 psi 13.222 Dsi 13.222 Dsi 13.222 osi 751* 0.1763 OK +1.20D+0.50Lr+1,60L+1.60H 26.19 osi 26.19 osi 26.19 osi 26,19 psi 26.19 psi 75 psi 0.3492 OK +1.20D+1.60L+0.50S+1,60H 27.825 psi 27.825 Dsi 27,825 psi 27.825 psi 27.825 osi 75 osi 0.371 OK +1.20D+1.60Lr+0.50L+1.60H 18.598 psi 18.598 osi 18.598 Dsi 18.598 psi 18.598 osi 75 Dsi 0.248 OK +1.20D+1,60Lr+0,50W+1.60H 16.237 psi 16.237 psi 16.237 psi 16.237 osi 16.237 osi 75 psl 0,2165 OK +1,20D+0,50L+1,60S+1.60H 23.829 psi 23.829 osi 23.829 Dsi 23.829 Dsi 23.829 psi 75 osi 0.3177 OK +1,20D+1,60S+0.50W+1.60H 21.468 osi 21.468 psi 21,468 psi 21.468 Dsi 21.468 Dsi 75 psi 0.2862 OK +1.20D+0.50Lr+0.50L+W+1,60H 2O.596 Dsi 20.596 osi 20,596 psi 20.596 Dsi 20,596 psi 75 Dsi 0.2746 OK +1,200+0.50L+0.50S+W+1.60H 22.231 osi 22.231 osi 22,231 Dsi 22.231 psi 22.231 Dsi 75 osi 0,2964 OK +1100+0.50L+0,20S+E+1.60H 17.073osi 17.073Dsi 17,073 Dsi 17.073 Dsi 17,073Dsi 75 psi 0.2276 OK +0,90D+W+0,90H 12.496 Dsi 12.496 osi 12,496 Dsi 12.496 Dsi 12,496 Dsi 75 osi 0.1666 OK +0.90D+E+0,90H 8.863 osi 8.863 osi 8.863 osi 8.863 osi 8.863 osi 75 osi 0.1182 OK Punching Shear All units k _Load Combination..,.-._-- _ Vu__- _ _ Phi'Vn Vu l Phi'Vn _ _ Status +1.40D+1 60H 50,915 osi 150psi 0.3394 OK +1.20D+0.50Lr+1,60L+1.60H 100.85 osi 150osi 0.6723 OK +1.20D+1.60L+0.50S+1.60H 107,144 osi 150osi 0,7143 OK +1.20D+1.60Lr+0,50L+1.60H 71.616 osi 150osi 0.4774 OK +1.20D+1,60Lr+0.50W+1.60H 62.524 psi 1500si 0.4168 OK +1.20D+0,50L+1.60S+1.60H 91.758 Dsi 150usi 0.6117 OK +1.20D+1.60S+0.50W+1,60H 82.666 psi 1501)si 0,5511 OK +1,20D+0,50Lr-450L+W+1.60H 79.309 psi 150nsi 0.5287 OK +1,20D+0.50L+0.50S+W+1.60H 85.604 Dsi 150osi 0.5707 OK +1.20D+0,50L+0.20S+E+1.60H 65.741 osi 1500si 0,4383 OK Title Block line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Protect Descr: and then using the"Punting 8 Title Block"selection. r ,iocrxm1, :•11N.i j General Footin — — Fete-R.woc ME--fClinlwWYoocu-,*NERCn-i% .tee ENE.RM.C,INC.19932015,Build:6.15.12.9.Vor.A.0.25 KW-06008130DESIGN Description E1 Punching Shear All units k Load Combination...- VII Phi'Vn Vu I Phi"Vn _ -Status +0.90D+W+0,90H 48.117 psi 15013si 0.3208 OK +0.90D+E+0.90H 34.13 osi 150osi 0,2275 OK Title Block Line Project Title: You can change this area PrNmX|D: using the"Settings"menu item Project uvscr. and then using the'Printing& Title Block"selection. General Footing| Lic.#:KW-08008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Code References Calculations per AC| 318'O8. IBC 2O09. OBC2O10.A8CE7'1O Load Combinations Used :AOCE7'1O General Information - 0Yataha( Properties Soil Design Values fc Concrete 28 day strength = 2.50kxi Allowable Soil Bearin 3.0ksf h:Rob rYio(d = 00.0 kai increase 8amingByFoobogWeight No Ec Concrete Elastic Modulus ~ 2.850.0 kai Soil Passive Resistance(for Sliding) 350.0 pcf Concrete Density = 145,0 pcf Soil/Concrete Friction Ouuff, = 0.40 9 Values Flexure = 0190 Shear = O75U� |n based un�uUnyDooN Analysis Settings °Footing depth below soil surface = M Min Steel%Boodin Roi t = �" '' Allowable mm�inceaooper��dop� = k� Min Allow%Tom R i f = O O01OO when ''- b i below M ~ `' ' ' footing a000 emw = Min.Ovo�um�g8o�tyFauNr ~ 1.0:1 ' — ' Min Sliding Safety Facto = 1.0 Increases based on footing plan dimension Add rtgwY for SNPressure Yes AUnxmb)e pressureinonmx per foot of = ksf Use Mgx*for stability,moments&shears ' Yes when moximom length or width|v greater ther= ft Add Pedestal NA for Soil Pressure No Use Pedestal xu for stability,mom mshear No Qimn�msionm Width parallel to X-XAxiu = T,O h Length parallel NZ-ZAxis = 7.0ft FootingThioknoy = 26.0 in Podosto|dimenoiono— px:pomUel to X-XXxix = in pzparallel to Z-Z Axis ~ Height ~ Rebar Centerline to Edge of Concrete... | mummmmmo�g ~ 3.0 in � Reinforcing Bars parallel to X-XAx|o = Number�Bam 9.0 Reinforcing Bar Size = # 0 Bars parallel to Z-Z Axis Number ofBars = 0.0 Reinforcing Bar Gio = # O Bon8Wdth Distribution Check V\C|i5.4.4,q Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required un each side of zone n/a Am N � Le — .. '.—. '__mdm L/ L � 8 UV [ U P:Column Load = 24.O 4.O 24�O 1�O 18U 340 k 08:Oveho�oo = ksf m-xx = k-fI =-zz = k-ft «-x = 1.0 1�0 1.0 1.0 5,0 8.0 k «-z 80 57.0 k Title Block Line i Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. _ _ iwaeu�rt>F:wee �a_wti General Footingfl�=c.1DOCUMF.-it0inWW+YDOCu-11t:NERCi%-1%79%Ad la F.NERCALC,IN(1.1993-?015,Bulld:6,15.i29,Ver.6.0.25 ,.i,: DESIGN ASSOCIATES Description: G1 DESIGN SUMMARY _ _ _ - • • Min.Ratio item _ J Applied Capacity Governing Load Combination PASS 0.9550 Soil Bearing 2,865 ksf 3.0 ksf +D+0.750L+0.750S+0,5250E+H about X- PASS 1,921 overturning-X-X 86.450 k-ft 166.028 k-ft +0.60D+0,70E+0,60H PASS 12,359 Overturning-Z-Z 13.433 k-ft 166.028 k-ft A,60D+0,70E+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1975 Z Flexure(+X) 11.232 k-ft 56,857 k-ft +1,20D+0.50L+0.20S+E+1.60H PASS 0.1541 Z Flexure(-X) 8.764 k-ft 56,857 k-ft +1,20D+1,60L+0,50S+1.60H PASS 0.3263 X Flexure(+Z) 18.551 k-ft 56.857 k-ft +1,20D+0.50L+0.20S+E+1,60H PASS 0,1631 X Flexure(-Z) 9.275 k-ft 56,857 k-ft +1.20D+1,60L+0.50S+1,60H PASS 0.1250 1-way Shear(+X) 9,372 psi 75.0 psi +1,20D+0.50L+0.20S+E+1.60H PASS 0,1250 1-way Shear(-X) 9,372 psi 75,0 psi +1.20D+0,50L+0.20S+E+1.60H PASS 0.2562 1-way Shear(+Z) 19,214 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0,1195 1-way Shear(-Z) 8,961 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.2272 2-way Punching 34.074 psi 150.0 psi +1.20D+0,50L+0.20S+E+1.60H Detailed Results Soil Bear" Rotation Axis& _ ~ Actual Soll Bearing Stress' ' Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z TO ,+Z Left,-X ltt,+X Ratio X-X.+D+H 3.0 n/a 0,0 0.8040 0,8040 n/a n/a 0.268 X-X,+D+L+H 3.0 n/a 0.0 1,294 1.294 n/a n/a 0.431 X-X,+D+Lr+H 3.0 n/a 0.0 0,8856 0.8856 n/a n/a 0.295 X-X,+D+S+H 3.0 n(a 0.0 1.090 1,090 n/a n!a 0.3E3 X-X,+0+0.750Lr+0,750L+H 3.0 n/a 0.0 1.233 1.233 n/a nla 0.41l X-X,+D+07501-4750S+1H 3.0 n/a 0.0 1,386 1,386 n/a n/a 0,462 X-X,+D+0.60W+H 3.0 n/a 1.843 0.9024 1.171 n/a n/a 0.390 X-X,+D+0.70E+H 3.0 n/a 16.416 0.0 2.797 n/a nla 0.932 X-X,+D+0.750Lr+0,750L+0A50W+H 3.0 nla 1.018 1.306 1.508 n/a nla 0,503 X-X,+D+0.750L+0,7503+0.450W+H 3.0 n/a 0,9183 1.459 1.661 n/a n/a 0.554 X-X,+0+0.750L+0.750S+0.5250E+H 3.0 n!a 9.074 0.6346 2.865 n/a n/a 0.9555 X-X,+0.600+0.60W+0.60H 3.0 n/a 2,672 0.5809 0.8492 n/a nla 0.283 X-X,+0,60D+0.70E+0.60H 3.0 n/a 21.869 0,0 2,662 n/a n/a 0,887 Z-Z.+D+H 3.0 0,660 n/a n/a n/a 0,7667 0.8412 0.280 Z-Z,+D+L+H 3.0 0.8203 n/a nla n/a 1,219 1,368 CA56 Z-Z,+D+Lr+H 3.0 1.198 nla n/a n/a 0,8111 0.9601 0,320 Z-Z,+D+S+H 3.0 0,9/31y nla n/a nla 1,01b 1.164 11.388 Z-Z,+D+0.750Lr+0.750L+H 3.0 1,076 nla n/a nla 1,139 1.326 0.442 Z-Z,+D+0.750L+0.750S+H 3.0 0,9574 n/a n/a n/a 1.292 1,479 0.493 Z-Z,+D+0,60W+H 3.0 2.047 n/a n/a n/a 0.8875 1,186 0.395 Z-Z,+D+070E+H 10 2715 n/a n/a n/a 1.044 1.536 0.512 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 1.791 n/a n/a n/a 1.230 1.584 0.528 Z-Z,+D+0,750L+0.750S+0.450W+H 3.0 1,616 n/a nla n/a 1.383 1,737 0.579 Z-Z,+D+0.750L+0,750S+0,5250E+H 3.0 2.032 nla n/a n/a 1.50 2.0 0.667 Z-Z,+0.60D+0,60W+0,60H 3.0 2.672 n/a n/a n/a 0,5809 0.84.92 0,263 Z-Z,+0.60D+0.70E+0,60H 3.0 3,398 n/a n/a n/a 0.7370 1,199 0.400 Overturning Stability Rotation Axis& Load C_o.mbination... Overturning Moment Resisting Moment Stability Ratio Status _ X-X,+D+H None 0.0 k ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X.+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D40.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0,750S+H None 0,0 k-ft Infinity OK X-X,+0+0.60W+H 7.80 k-ft 177.780 k-ft 22.792 OK X-X,+D+O,70E+H 86,450 k-ft 221.180 k-ft 2.558 OK X-X.+D+0.750Lr+0,750L+0,450W+H 5.850 k-ft 241.305 k-ft 41,249 OK X-X,+D+0.750L+0.750S+0.450W+H 5,850 k-ft 267.555 k-ft 45.736 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Protect Descr: and then using the"Printing& Title Block"selection. General Footing V File-c:=C.(1ME-1,CknranINlYDOCU-I%ENERCA-ltMoc6 T ENERCALC,INC M3.2015.Build:6,15.12.9.Ver.6.0.25 Description- G1 Overturning Stability Rotation Axis 8 - - - Load Combination,.. Overturnin Moment - Resisting-Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H 64.838 k-ft 300,106 k ft 4.629 OK X-X,+0.60D+0.60W+0,60H 7.80 k-ft 122.628 k-ft 15,722 OK X-X,+0,60D+0.70E+0.60H 86.450 k-ft 166.028 k-ft 1,921 OK Z-Z,+D+H 2.167 k-ft 137,880 k-ft 63.637 OK Z-Z,+D+L+H 4,333 k-ft 221.880 k-ft 51,203 OK Z-Z,+D+Lr+H 4,333 k-ft 151,880 k-ft 35.049 OK Z-Z,+D+S+H 4,333 k-ft 186.880 k-ft 43.126 OK Z-Z,+D+0,750Lr+0.750L+H 5.417 k-ft 211.380 k-ft 39.024 OK Z-Z,+D+0,750L+0,750S+H 5.417 k-ft 237.630 k-ft 43.870 OK Z-Z,+D+0,60W+H 8.667 k-ft 177,780 k-ft 20,513 OK Z-Z,+D+O.70E+H 14.30 k-ft 221.180 k-ft 15.467 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 10.292 k-ft 241.305 k-ft 23.447 OK Z-Z.+D+0.750L+0.7505+0,450W+H 10.292 k-ft 267.555 k-ft 25.997 OK Z-Z.+D+0,750L+0.750S+0,5250E+H 14,517 k-ft 300,105 k-ft 20.673 OK Z-Z,+0.60D+0.60W+0.60H 7.80 k-ft 122.628 k-ft 15.722 OK Z-Z,+0.60D+0,70E+0,60H 13.433 k-ft 166.028 k-ft 12,359 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As PhrMn Status k-ft Side? Bot or Top? in"2 in"2 in^2 k-ft X-X,+1.40D+1.60H 4.20 +Z Bottom 0.5616 Min Temp% 0,5657 56,857 OK X-X,+1.40D+1.60H 4.20 -Z Bottom 0.5616 Min Temp% 0.5657 56,857 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 8.650 +Z Bottom 0.5616 Min Temp% 0,5657 56.857 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 8,650 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60L+0.50S+1,60H 9,275 +Z Bottom 0,5616 Min Temp% 0,5657 56.857 OK X-X.+1.20D+1.60L+0.505+1,60H 9,275 -Z Bottom 0,5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60Lr+0,50L+1,60H 5.90 +Z Bottom 0.5616 Min Temp% 0.5657 56,857 OK X-X.+1.20D+1,60Lr+0.50L+1.60H 5,90 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60Lr+0,50W+1.60H 6.052 +Z Bottom 0.5616 Min Temp% 0,5657 56.857 OK X-X,+1,20D+1,60Lr+0.50W+1,60H 5.123 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0,50L+1,605+1.60H 7.90 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0,50L+1,60S+1.60H 7.90 -Z Bottom 0.5616 Min Temp% 0.5657 56,857 OK X-X,+1.20D+1.60S+0.50W+1.60H 8.052 +Z Bottom 0,5616 Min Temp% 0.5657 56,857 OK X-X,+1.20D+1,605+0,50W+1.60H 7.123 -Z Bottom 0,5616 Min Temn% 0.5657 56,857 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 8.653 +Z Bottom 0.5616 Min Temp% 0,5657 56.857 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 6.797 -Z Bottom 0.5616 Min TemD% 0.5657 56,857 OK X-X,+1.20D+0.50L+0.50S+W+1,60H 9.278 +Z Bottom 0.5616 Min Tema% 0.5657 56,857 OK X-X,+1,20D+0.50L+0.50S+W+1.60H 7.422 -Z Bottom 0.5616 Min Temp% 0,5657 56,857 OK X-X,+1.20D+0.50L+0,205+E+1,60H 18.551 +Z Bottom 0,5616 Min TemD% 0.5657 56,857 OK X-X.+1.20D+0.50L+0,205+E+1,60H 0,9130 -Z Bottom 0.5616 Min Temp% 0.5657 56,857 OK X-X,+0,90D+W+0.90H 6.003 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0,90D+W+0.90H 4.147 -Z Bottom 0.5616 Min Temp% 0,5657 56 857 OK X-X,+0.90D+E+0.901-1 16.481 +Z Bottom 0.5616 Min TemD% 0.5657 56.857 OK X-X,+0.90D+E+0,90H 1.158 -Z Top 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1,40D+1,60H 3,983 -X Bottom 0.5616 Min TemD% 0.5657 56.857 OK Z-Z,+1,40D+1,60H 4.417 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50Lr+1.60L+1,60H 8.139 -X Bottom 0.5616 Min Temp% 0,5657 56.657 OK Z-Z,+1,20D+0.50Lr+1.60L+1,60H 9.161 +X Bottom 0.5616 Min Temp% 0,5657 56.857 OK Z-Z,+1.20D+1.60L+0.50S+1,60H 8.764 -X Bottom 0,5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+1.60L+0,50S+1.60H 9.786 +X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Z-Z,+1,20D+1,60Lr+0.50L+1.60H 5.389 -X Bottom 0.5616 Min Temp% 0,5657 56.857 OK Z-Z,+1.20D+1.60Lr+0.50L+1,60H 6.411 +X Bottom 0.5616 Min TemD% 0.5657 56.857 OK Z-Z,+1.20D+1,60Lr+0.50W+1.60H 4.767 -X Bottom 0.5616 Min Temp% 0,5657 56,857 OK Z-Z,+1.20D+1,60Lr+0,50W+1.60H 6.408 +X Bottom 0.5616 Min TemD% 0.5657 56,857 OK Z-Z,+1.20D+0.50L+1.605+1.60H 7.389 -X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Z-Z,+1,20D+0.50L+1.60S+1.60H 8.411 +X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Z-Z.+1,20D+1.60S+0,50W+1.60H 6.767 -X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Z-Z,+1.20D+1.60S+0,50W+1,60H 8.408 +X Bottom 0.5616 Min Tema% 0.5657 56.857 OK Z-Z,+1,20D+0.50Lr+0.50L+W+1,60H 6.611 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0,50Lr+0,50L+W+1.60H 8,839 +X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Z-Z.+1.20D+0,50L+0,50S+W+1,60H 7.236 -X Bottom 0.5616 Min TemD% 0,5657 56.857 OK Z-Z,+1.20D+0,50L+0,50S+W+1.60H 9,464 +X Bottom 0.5616 Min Temp% 0.5657 56.867 OK Z-Z,+1,20D+0.50L+0.20S+E+1.60H 8.168 -X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID. using the"Settings'menu item Project Descr, and then using the"Printing& Title Block"selection. t General Footing-- - -- - - :_ -�a: �r�RCA- s-}, FNERCALC,INC.1902015,Bulki:6.15.12.9.Vor.&t1.25 1 Description G 1 Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi"Mn Status k-ft Side? Bot or Top? inA2 inA2 in12 k-ft Z-Z, +1,20D+0.50L+0,2DS+E+1.60H 11.232 +X Bottom 0.5616 Min Temo% 0.5657 56,857 OK Z-Z,+0.90D+W+0.90H 4.162 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z, +0.90D+W+0.90H 5.988 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+0.90D+E+0.90H 5.573 -X Bottom 0.5616 Min Temp% 0,5657 56.857 OK Z-Z.+0.90D+E+0.90H 8.327 +X Bottom 0.5616 Min Tema% 0.5657 56.857 OK One Way Shear Load Combination- Vu -Z. Vu +Z Vu:Max Phi Vn Vu 1 Phi Vn Status a �X Y tX Vu +1,40D+1.60H 4.058 psi 4,058 psi 4,058 psi 4,058 osi 4.058 psi 75 psl 0.05411 OK +1.20D+0,50Lr+1.60L+1.60H 8,357 psi 8.357 psi 8.357 osi 8,357 psi 8.357 psi 75 osi 0.1114 OK +1.20D+1.60L+0.505+1.60H 8.961 osi 8,961 osi 8.961 psi 8,961 psi 8,961 psi 75 psi 0.1195 OK +1.20D+1.60Lr+0.50L+1,60H 5.7 osi 5.7 psi 57 osi 5.7 psi 5.7 psi 75 nsi 0.07601 OK +1.20D+1.60Lr-0,50W+1.60H 5.399 psi 5.399 psi 4,883 psi 5.914 osi 5.914 psi 75 psi 0.07886 OK +1.20D+0.50L+1.60S+1.60H 7.633 Ds! 7.633 osi 7,633 osi 7.633 osi 7.633 osi 75 psi 0.1018 OK +1.20D+1.60S+0.50W+1.60H 7.331 psi 7.331 Dsi 6.815 osi 7.847 osi 7.847 osi 75 psi 0.1046 OK +1.20D+0.50Lr+0.50L+W+1.60H 7.464 osi 7.464 osi 6,432 Dsi 8.496 Dsi 8.496 psi 75 osi 0,1133 OK +1.20D+0.50L+0.50S+W+1.60H 8,068 psi 8.068 osi 7.036 Dsi 9.099 psi 9.099 osi 75 osi 0.1213 OK +1.20D+0.50L+0.20S+E+1.60H 9,372 psi 9.372 osi 0,3941 osi 19.214 psi 19.214 psi 75 psi 0,2562 OK +0.90D+W+0.90H 4.903 osi 4.903 osl 3,872 psi 5,935 osi 5.935 osi 75 osi U7914 OK +0.90D+E+0,90H 6.715 osi 6.715 osi 1.673 psi 17.467 Dsi 17.467 osi 75 psi 0.2329 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phl*Vn Status +1.40D+1.60H - __- - 14,75 psi 150psi 0.09833 - OK +1.20D+0.50Lr+1.60L+1,60H 30,378 psi 150osi 0,2025 OK -F1.20D+1.60L+0.50S+1.60H 32,573 psi 150psi 0.2172 OK +1.20D+1.60Lr+0.50L+1.60H 2O,72 psi 150usi 0,1381 OK +1.20D+1.60Lr+0.50W+1.60H 19.623 psi 150psi 0.1308 OK +1.20D+0.50L+1.60S+1.60H 27.744 psi 150psi 0.185 OK +1.20D+1.605+0,50W+1.60H 26.646 psi 150osi 0.1776 OK +'1.20D+0,50Lr+0.50L+W+1.60H 27.129 osi 150psi 0.1809 OK +11,20D-+O.50L+0.50S+W+1.60H 29,324 psi 1500si 0.1955 OK +1.200+0.501-4208+E+1.60H 34,074 osi 150�)6 0.2272 OK +0.90D+W+0.90H 17.823 psi 150osi 0.1188 OK +0,90D+E+0.90H 24,701 usi 150osi 0.1547 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID; using the'Settings"menu item Project Descr; and then using the"Printing& Title Block"selection, y:W.".'On; IOU General Footing - - -- _ FNe=cCOCUME-ICHntontMYD000-I%ENERCA-I%MSec8 ENERCALC,INC 1983-2015,Ouild:6.1512.9,Ver:6.4.25 i;i�; Description: J1 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material properties Soil Design Values ft:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing 3.0 ksf fy;Rebat Yield = 60,O ksi Increase Beating By Footing Weight No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) 350.0 pcf Concrete Density - 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0,90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface - It Min Steel°oo Bending Reinf. = Allowable pressure increase per foot of depth - ksf Min Allow /o Temp Reinf. = 0.00180 when footing base is below - ft Min,Overturning Safety Factor 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per root of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis ,. 7.0 ft T �'_-!- � -• -�- Length parallel to Z-Z Axis - 7.0 ft Footing Thicknes = 26.0 in i i I i j Pedestal dimensions... px:parallel to X-X Axis = in pz parallel to Z-Z Axis in Height In Rebar Centerline to Edge of Concrete... I at Bottom of footing = 3.0 in - Reinforcin �'�' �` Bars parallel to X-X Axis Number of Bars = 9.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 9.0 Reinforcing Bar Siz( - # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads P:Column Load = _ 25.0 5,0 24.0 _ 15.0 21.0 34.0 k OB:Overburden = ksf M-xx _ k-ft M-zz = k-ft V-x = 1.0 1,0 5.0 8.0 k V-z - 6.0 57.0 k Title Block Line 1 Project Title, You can change this area Engineer: Prolect ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection, - - - - - - Foie=c DOCUMECIU�n 1 nWYDDO -IlEt*R(A-il79 ,ec6 r General Footing r.602s�Lic.#:KW.05008130 Licensee:STRUCTURAL DESIGN ASSOCIATES 1 Description ,i 1 DESIGN SUMMARY o Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,9670� Soil Bearing 2.901 ksf 3.0 ksf +D+0.750L+0.750S+0.5250E+H about X- PASS 1.945 Overturning-X-X 86.450 k-ft 168,128 k-ft +0.60D+0.70E+0.60H PASS 12.516 Overturning-Z-Z 13.433 k-ft 168,128 k-ft +0.60D+0.70E+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift 'ASS 0.2001 Z Flexure(+X) 11,376 k-ft 56,857 k-ft +120D+0.50L d,20S+E+1,60H PASS 0.1592 Z Flexure(-X) 9.054 k-ft 56.857 k-ft +1.20D+1,60L+0,50S+1.60H PASS 0.3292 X Flexure(+Z) 18,717 k-ft 56,857 k-ft +1.20D+0,50L+0.20S+E+1.60H PASS 0.1669 X Flexure(-Z) 9,488 k-ft 56.657 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0,1272 1-way Shear(+X) 9,541 psi 75.0 psi +1.20D+0.50L+0,20S+E+1,60H PASS 0.1272 1-way Shear(-X) 9.541 psi 75.0 psi +1.20D+0,50L+0.20S+E+1,60H PASS 0,2583 1-way Shear(+Z) 19.372 psi 75.0 psi +1.20D+0.50I_A.20S+E+1.60H PASS 0.1222 1-way Shear(-Z) 9,167 psi 75.0 psi +1,20D+1.60L+0.50S+1.60H PASS 0.2312 2-way Punching 34.684 psi 150.0 psi +1.20D4-0,50L+0,20S+E+1.60H Detailed Results - W Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable - Xec, Zecc Bottom,-Z Tap,+Z Left, X Right,+X _ Ratio X-X,+D+H 3,0 n/a 0,0 0.8244 0.8244 Na n/a 0.275 X-X,+D+L+H 3.0 n/a 0.0 1.314 1.314 n/a n/a 0,438 X-X,+D+Lr+H 3.0 nla 0.0 0,9264 0.9264 n/a nla 0,309 X-X, +D+S+H 3.0 n/a 0.0 1,130 1.130 n/a nla 01377 X-X,+D+0.750Lr+0.750L+H 3.0 nla 0,0 1,268 1,268 n/a n/a 0.423 X-X,+D+0,750L+0,750S+H 3.0 nla 0.0 1.421 1,421 n/a nla 0.474 X-X.+D+0.60W+11 3.0 n/a 1,766 0.9473 1.216 n/a n/a 0.405 X-X,+D+0,70E+H 3.0 n/a 16.160 0.0 2.814 n/a n/a U,9."s8 X-X,+D+0.750Lr+0,750L+0.450W+H 3.0 n/a 0,9805 1,360 1.562 n/a n/a 0.721 X-X,+D+0.750L+0,750S+0.450W+H 3.0 n/a 0.8876 1.514 1.715 n/a n/a 0.572 X-X,+D+0,750L+0,750S+0,5250E+H 3.0 nla 8,893 0.6703 2,901 nla n/a 0957 X-X.+0.60D+0,60W+0.60H 3.0 n/a 2,541 0.6176 0.8859 nfa n/a 0.295 X-X,+0.60D+0.70E+0,60H 10 n/a 21,596 0.0 2,660 n/a nla 0.887 Z-Z.+D+H 3.0 0,6437 n/a nla n/a 0.7871 0,8616 0.287 Z-Z,+D+L+H 3,0 0.8075 n/a n/a n/a 1.240 1.389 0 d%3 Z-Z, +D+Lr+H 3.0 0.5728 n/a n/a nla 0.8891 0.9637 0,321 Z-L,+D+S+H 3,11 0,4694 n/a nla nla 1,043 1,168 1489 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.7322 n/a n/a nfa 1.203 1,333 0,444 Z-Z,+D+0,750L+0.750S+H 3.0 0.6533 n/a n/a nla 1.356 1,487 0.496 Z-Z,+D+0.60W+H 3.0 1,962 n/a n/a n/a 0.9324 1,231 0,410 Z-Z,+D+0.70E+H 3.0 2.673 n/a n/a n/a 1.064 1.556 0.5 1 c, Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 1.453 n/a n/a nla 1,312 1.610 0.537 Z-Z,+D+0.750L+0,750S+0.450W+H 3.0 1,315 n/a n/a n/a 1.465 1,763 0,568 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 1,768 n/a n/a n/a 1.564 2,007 0,669 Z-Z,+•0.60D+0,60W+0.60H 3.0 2.541 n/a n/a nla 0,6176 0,8859 0.22 Z-Z.+0.60D+0.70E+0.60H 3.0 3.356 n/a n/a n/a 0,7493 1211 0.404 Overturning Stability Rotation Axis& . .- Load Combination.., - OYettuming Moment Resisting MomentStablBty Ratio _ Status X-X,+D+H y None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0,760L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0,60W+H 7.80 k-ft 185.480 k-ft 23.779 OK X-X,+-D+0.70E+H 86.450 k-ft 224.680 k-ft 2.599 OK X-X,+D+0.750Lr+0.750L+0.450W+H 5.850 k-ft 250.580 k-ft 42,834 OK X-X,+D4750L+0.7503+0.450W+H 5.850 k-ft 276,830 k-ft 47,321 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID; using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. General Footin F%=�:ioocuntE-1iChnlonWY6Oc -,�"rENERCA-I%? a. 9 ENERCAI.C.INC t9n2015.BuilA:6.15 i29.Vc1.'0,25 STRUCTURAL e • Description: Jf Overturning Stability Rotation Axis 8 -�- Load Combination... Overtuming Moment - Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S4,5250E+H 64.838 k-ft 306.230 k-ft 4.723 OK X-X.+0.60D+0.60W+0.60H 7.80 k-ft 128.928 k-ft 16.529 OK X-X,+0.60D+0.70E+0,60H 86.450 k-ft 168.128 k-ft 1,945 OK Z-Z,+D+H 2.167 k-ft 141.380 k-ft 65,252 OK Z-Z,+D+L+H 4.333 k-ft 225,380 k-ft 52.011 OK Z-Z,+D+Lr+H 2,167 k-ft 158.880 k-ft 73.329 OK Z-Z,+D+S+H 2.167 k-ft 193.880 k-ft 89.483 OK Z-Z,+D+0.750Lr+0.750L+H 3.792 k4t 217.505 k-ft 57.364 OK Z-Z,+D+0.750L+0,750S+H 3.792 k-ft 243.755 k-ft 64,287 OK Z-Z,+D+0.60W+H 8.667 k-ft 185,480 k-ft 21.401 OK Z-Z,+D+0,70E+H 14.30 k-ft 224.680 k-ft 15.712 OK Z-Z,+0+0,750Lr+0,750L+0,450W+H 8,667 k-ft 250,580 k-ft 28.913 OK Z-Z,+D+0,750L+0,750S+0.450W+H 8.667 k-ft 276.830 k-ft 31.942 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 12.892 k-ft 306,230 k-ft 23,754 OK Z-Z,+0.60D+0.60W+0.60H 7.80 k-ft 128.928 k-ft 16,529 OK Z-Z,+0.60D+0.70E+0,60H 13,433 k-ft 168.128 k-ft 12,516 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phr un -T Status k-ft Side? Bot or To ? inA2 in"2 in^2 k-ft X-X,+1,40D+1.60H 4.375 +Z Bottom 0.5616 Min Temo% 0.5657 56.857 OK X-X,+1.40D+1.60H 4.375 -Z Bottom 0,5616 Min Temo% 0.5657 56.857 OK X-X,+1.20D+0.50Lr+1,60L+1,60H 8,863 +Z Bottom 0.5616 Min Temo% 0.5657 56.857 OK X-X.+1.20D+0.50Lr+1,60L+1,60H 8.863 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1,60L-40.50S+1.60H 9,488 +Z Bottom 0,5616 Min Temo% 0,5657 56.857 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.488 -Z Bottom 0.5616 Min Temo% 0.5657 56.857 OK X-X,+1.20D+1.60Lr+0.50L+1,60H 6.250 +Z Bottom 0.5616 Min Temo% 0.5657 56.857 OK X-X,+1.20D+1.60Lr+0.50L+1,60H 6.250 -Z Bottom 0.5616 Min Temo% 0.5657 56.857 OK X-X,+1.20D+1.60Lr+0,50W+1.60H 6.527 +Z Bottom 0,5616 Min Temo% 0,5657 56.857 OK X-X,+1,20D+1.60Lr+0.50W+1.60H 5.598 -Z Bottom 0,5616 Min Temo% 0.5657 56,857 OK X-X,+1.20D+0.50L+1.60S+1,60H 8.250 +Z Bottom 0,5616 Min Temo% 0,5657 56.857 OK X-X,+1,20D+0,50L+1.60S+1,60H 8,250 -Z Bottom 0,5616 Min Temp% 0.5657 56.857 OK X-X,+1,20D+1,60S+0.50W+1,60H 8.527 +Z Bottom 0,5616 Min Temp% 0.5657 56,857 OK X-X.+1,20D+1.60S+0.50W+1.60H 7.598 -Z Bottom 0,5616 Min Temo% 0,5657 56.857 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 9,116 +Z Bottom 0.5616 Min Temo% 0.5657 56,857 OK X-X,+1.20D+0,50Lr+0,50L+W+1,60H 7,259 -Z Bottom 0.5616 Min Temo% 0.5657 56,857 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 9.741 +Z Bottom 0,5616 Min Temp% 0,5657 56.857 OK X-X.+1.20D+0 50L+0.50S+W+1,60H 7.884 -Z Bottom 0.5616 Min Temo% 0,5657 56.857 OK X-X.+1,20D+0.50L+0,20S+E+1.60H 18.717 +Z Bottom 0.5616 Min Temp% 0,5657 56,857 OK X-X,+1,20D+0.50L+0,20S+E+1.60H 1.077 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0.90D+W+0.90H 6,366 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0,90D+W+0.90H 4.509 -Z Bottom 0.5616 Min Temo% H657 56.857 OK X-X.+0.90D+E+0,90H 16.546 +Z Bottom 0.5616 Min Temo% 0.5657 56.857 OK X-X,+0.90D+E+0.90H 1.093 -Z Too 0.5616 Min Temo% 0.5657 56.857 OK Z-Z,+1.40D+1.60H 4.158 -X Bottom 0.5616 Min Temo% 0.5657 56.857 OK Z-Z,+1.40D+1.60H 4.592 +X Bottom 0.5616 Min Temo% 0.5657 56.857 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 8.429 -X Bottom 0,5616 Min Temo% 0,5657 56.857 OK Z-Z.+1.20D+0,50Lr+1,60L+1.60H 9,296 +X Bottom 0.5616 Min Temo% 0.5657 56.857 OK Z-Z,+1,20D+1.60L+0,50S+1,60H 9.054 -X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 9.921 +X Bottom 0.5616 Min Temo% 0.5657 56.857 OK Z-Z,+1,20D+1.60Lr+0,50L+1,60H 5.987 -X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 6.513 +X Bottom 0.5616 Min Temo% 0.5657 56.857 OK Z-Z,+1.20D+1.6DLr+0.50W+1.60H 5.490 -X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Z-Z,+1.20D+1.60Lr+0.50W+1,60H 6.635 +X Bottom 0,5616 Min Temo% 0.5657 56.857 OK Z-Z,+1.20D+0,50L+1,60S+1,60H 7.987 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1,20D+0.50L+1.60S+1.60H 8,513 +X Bottom 0.5616 Min Temo% 0.5657 56.857 OK Z-Z.+1.20D+1,60S-450W+1.60H 7.490 -X Bottom 0.5616 Min Temp% 0,5657 56.857 OK Z-Z,+1.20D+1,60S+0.50W+1,60H 8.635 +X Bottom 0.5616 Min Temo% 0,5657 56.857 OK Z Z.+1.20D+0.50Lr-450L+W+1,60H 7.151 -X Bottom 0.5616 Mir:Temp% 0.5657 56,857 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1,60H 9.224 +X Bottom 0.5616 Min Temo% 0,5657 56,857 OK Z-Z,+1.20D+0,50L+0.50S+W+1.60H 7.776 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0.50L+0,50S+W+1.60H 9.849 +X Bottom 0.5616 Min Temo% 0.5657 56,857 OK Z-Z,+1.20D+0.50L+0.20S+E+1,60H 8.374 -X Bottom 0.5616 Min Temp% 0,5657 56.857 OK Title Block Line 1 Project Title: You can change this area Engineer-. Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, g - - - - File-o.NOCU�ECt INC.intonW OCU-I%ENE 9 t%?%A General Footin e 25 1:1i: e • Description J t Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Botor Top? inA2 n12 h12 k-ft Z-Z.+120D+0.501_+0.20S+E+1.60H 11.376 +X Bottom 0.5616 Min Temp% 0.5657 56,857 OK Z-Z.+0.90D+W+0.90H 4,525 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+0.90D+W+0.90H 6.350 +X Bottom 0,5616 Min Temp% 0,5657 56,857 OK Z-Z.+0.90D+E+0.90H 5.686 -X Bottom 05616 Min Temp% 0.5657 56.857 OK Z-Z.+0.90D+E+0.90H 8.440 +X Bottom 0.5616 Min Temp% 0,5657 56.857 OK One Way Shear Load Combination... Vu •X Vu +X Vu •Z Vu 0,tZ Vu-.Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 4,227 psi 4.227 psi 4.227 psi 4,227 psi 4,227 psi 75 psi 0.05636 OK +1.20D+0.50Lr+1.60L+1.60H 8,563 psi 8,563 psi 8,563 psi 8.563 psi 8,563 psi 75 psi 0.1142 OK +1,20D+1.60L+0,50S+1.60H 9.167 psi 9.167 psi 9,167 psi 9.167 psi 9.167 psi 75 psi 0.1222 OK +1.20D+1.60Lr+0.50L+1.60H 6.039 psi 6.039 osi 6,039 psi 6.039 psi 6.039 psi 75 psi 0,08052 OK +1.20D+1.60Lr+0.50W+1,60H 5.857 psi 5.857 psi 5.342 psi 6.373 psi 6.373 usi 75 psi 0,08498 OK +1.20D+0.50L+1.60S+1.60H 7.971 psi 7,971 psi 7,971 psi 7,971 psi 7.971 psi 75 psi 0,1063 OK +1.20D+1,60S+0,50W+1.60H 7.79 psi 7.79 psi 7.274 psi 8,306 psi 8,306 osi 75 osi 0.1107 OK +1.20D+0.50Lr+0,50L+W+1.60H 7.911 psi 7.911 osi 6,879 osi 8,942 psi 8.942 osi 75 psi 0.1192 OK +1.20D+0.50L+0.50S+W+1.60H 8,514 osi 8,514 osi 7.483 psi 9.546 osi 9.546 osi 75 p81 0.1273 OK +1,2DD+0,5DL+0,2DS+E+1,60H 9,541 psi 9.541 osi 0,2382 psi 19.372 psi 19.372 psi 75 psi 0,2583 OK +0.90D+W+0,90H 5,254 osi 5.254 osi 4,222 osi 6.285 psi 6,285 psi 75 psi 0.08381 OK +0.90D+E+0.90H 6.824 psi 6.824 osi 1,673 osi 17.509 osi 17.509 psi 75 psi 0,2335 OK _Punching Shear _ _ _ _ All units k Load Combination... Vu Phi*Vn Vu I Phl*Vn Status +1.40D+1.60H 15,364 Dsi 150Dsi 0.1024 OK +1.20D-450Lr+1.60L+1.60H 31,124 psi 150osi 0,2075 OK +1.20D+1.60L+0.50S+1.60H 33,319 r)si 150Dsi 0.2221 OK +1.20D+1,60Lr+0.50L+1.60H 21,949 psi 1500si 0.1463 OK +1.20D+1.60L r+0,50W+1.60H 21.291 Dsi 150Dsi 0.1419 OK +1.20D+0,50L+1.60S+1,60H 28.973 ,si 150as) 0,1932 OK +1.20D+1.60S+0.50W+1,60H 28.314 psi 150Dsi 0,1888 OK +120D+050Lr+050L+W+1,60H 28.753psi 150psi -0.1917 OK +1.20D+0.50L+0.50S+W+1,60H 30.948 psi 150psi 0,2063 OK +120D+0,50L+0.20S+E+1.60H 34.684 Dsi 150Dsi 0.2312 OK +0.90D+W+0,90H 19.096 psi 150psi 0,1273 OK +0.90D+E+0,90H 25.071 psi 1500si 0,1671 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID; using the"Settings"menu item Project Descr; and then using the'Printing& Title Block"selection. [General FootingLai LNER(Al C.INC.19n2015,Build:6.11 *44 DeSCriplion: L1 Code References Calculations per ACl 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145,0 pcf Soil/Concrete Friction Coeff. - 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysts Settings Fooling base depth below soil surface = ft Min Steel /o Bending Reinf. - Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. 0.00180 when footing base is below = ft Min,Overturning Safety Factor = 1.0 ;1 Min.Sliding Safety Factor - 1:0 i Increases based on fooling plan dimension Add Ftg WI for Soil Pressure Yes Allowable pressure increase per toot of depth = ksf Use fig wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis - 3.50 ft Length parallel to Z-Z Axis _ 3.50 ft z Footing Thicknes 12.0 in - Pedestal dimensions... X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in m Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in ,g u Reinforcina 3 Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing BarSizr = # 5 Bandwidth Distribution Check (ACI 15.4.4,2) -- - -- Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads P:Column Load - 7.0 5.0 1.0 17,04 - 11.0 OB:Overburden - ksd M-xx = - - k-ft M-zz k-ft V-x 2,0 to 1-0 3.0 k V-z k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, ( General Footing - - - Fite kOWUME=lncfnlonWvoacu-I%NERCA-I%�se,006 g EN6RCAt.C,IW',1983 2.015.130J 6 1512.9,Ver.6.0.25 Ur. 0--kWO8008130 Licensee,STRUCTURAL DESIGN ASSOCIATES Description: L1 DESIGN SUMMARY _ ___ ■- • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9290 Soil Bearing 2.787 ksf 3.0 ksf +D+0.7501_+0.7505+0 450W+H about Z-2 PASS nla Overturning-X-X 0.0 k-f1 0.0 k-ft No Overturning PASS 6.922 Overturning-Z-Z 3.0 k-ft 20.765 k-ft +0.60D+0.60W+0,60H PASS 1,582 Sliding-X-X 3.0 k 4.746 k +0.60D+0.60W+0,60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0,5702 Z Flexure(+X) 5.923 k-ft 10.388 k-ft +1.20D+1.60S+0,50W+1,60H PASS 0.4190 Z Flexure(-X) 4.352 k-f1 10.388 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0.4946 X Flexure(+Z) 5.138 k-ft 10.388 k-ft +1.20D+1.60SA,50W+1.60H PASS 0.4946 X Flexure(-Z) 5,138 k-ft 10.388 k-ft +1,20D+1,60S+0.50W+1,60H PASS 0.4108 1-way Shear(+X) 30.807 psi 75.0 psi +1.20D+1,60S+0.50W+1.60H PASS 0,4108 1-way Shear(-X) 30.807 psi 75.0 psi +1.20D+1,605+0.50W+1.60H PASS 0.4108 1-way Shear(+Z) 30.807 psi 75.0 psi +1.20D+1,605+0.50W+1.60H PASS 074108 1-way Shear(-Z) 30-807 psi 75.0 psi +120D+1,60S+0.50W+1.60H PASS 0.8119 2-way Punching 121.778 psi 150.0 psi +1,20D+1.60S+0.50W+1.60H Detailed R•sub Soil Bearing _ Rotation Axis& Actual Soll Bearing Stress Actual I Allowable Load Combination... _ Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+Xo X-X,+D+H R 3.0 n/a 0.0 0.7164 0.7164 n/a n/a 0 239 X-X,+D+L+H 3.0 n/a 0,0 0,7981 0,7981 n/a nla 0,266 X-X,+D+Lr+H 3.0 n/a 0,0 1.125 1.125 nla n/a 0.3-15 X-X,+D+S+H 3.0 r1la 0.0 2AC4 2.104 ilia nla 0.70 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.084 1.084 n/a nla 0,361 X-X,+D+0.750L+0,750S+H 3.0 n/a 0.0 1.818 1.818 n/a n/a 0,606 X-X,+D+0.60W+H 3.0 n/a 0.0 1.255 1.255 n/a n/a 0 418 X-X,+D 0,70E+H 3.0 Na 0.0 0,7736 01736 n/a nla 0,258 X-X,+D+0.750Lr+0,750L+0.450W+H 3.0 n/a 0.0 1.488 1.488 n/a n/a 0.496 X-X,+D+0.750L+0.750S+0,450W+H 3.0 nla 0.0 2.223 2.223 n/a n/a 0,741 X-X,+D+0.750L+0.750S+0,5250E+H 3.0 n/a 0.0 1.861 1.861 n/a n/a 0.620 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.9686 0.9686 nla nla 0 323 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.4870 0,4870 n/a nla 0.162 Z-Z.+D+H 3.0 2.735 n/a n/a n/a 0.4412 0,9916 0.331 Z-Z,+D+L+H 3.0 2.455 n/a nla nla 0,5228 1.073 0.358 Z-Z,+D+Lr+H 3,0 2,613 n/a n/a n/a 0.7118 1.537 0.512 Z-Z,+D+S+H 3.11 1.397 nla n/a n/a 1.691 2,917 ff 8"?;9 Z-Z.+D+0.750Lr+0.750L+H 3.0 2,486 n/a n/a n/a 0.7054 1.462 0,487 Z-Z,+D+0,750L+0,750S+H 3.0 1,481 n/a nla n/a 1.440 2.197 0,732 Z-Z,+D+0,60W+H 3.0 2.966 n/a n/a nla 0.7323 1.778 0 593 Z-Z,+D-+0.70E+H 3.0 2,533 n/a n/a n/a 0.4984 1,049 0.350 Z-Z.+D+0.750Lr+0,750L+0.450W+H 3.0 2.699 n/a n/a n/a 0.9237 2052 0 684 Z-Z,+D+0,750L+0,750S+0,450W+H 3.0 1.807 n/a ilia nla 1.658 2.787 0 929 Z-Z,+fl+0.750L+0.750S+0,5250E+H 3.0 1.447 n/a ilia n/a 1.483 2.240 0.747 Z-Z,+0,60D+0,60W+0,60H 3.0 3034 nla n/a n/a 0.5558 1,381 0,460 Z-Z,+0.60D+0.70E+0.60H 3.0 2,414 n/a nla n/a 0.3219 0.6521 0,217 Overturning Stability Rotat6Axis&_ - ---- _Load Combination... _ _ Overturning Moment Resisting Moment Stabile Ratio Status X-X.+D+H _ None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0,450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Protect 10: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, __ Ur;arzNur.MA5 ,.IVIi General Footing- Foe• T"UME-i,QoWVAYDOCU-IIENERCA-i%?O'$�ac6 ENERCALC.INC.1903.2015,0uIId:0.15.QA Ver.6.0.25 o • Description: L1 Overturning Stability Rotation Axis& Load Combination.,. _ Overturning Moment Resisting_Moment StablIftyRMW v Status X-X,+D+0.750L-t9.7505+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0,60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.600+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2.0 k-ft 15.358 k-ft 7.679 OK Z-Z,+D+L+H 2.0 k-ft 17,108 k-ft 8.554 OK Z-Z,+D+Lr+H 3.0 k-ft 24.108 k-ft 8.036 OK Z-Z,+D+S+H 3.0 k-ft 45.108 k-ft 15,036 OK Z-Z,+D+0,750Lr+0.750L+H 2,750 k-ft 23.233 k-ft 8.449 OK Z-Z,+D+0.7501-+0.750S+H 2.750 k-ft 38,983 k-ft 14,176 OK Z-Z,+D+0.60W+H 3.80 k-ft 26.908 k-ft 7.081 OK Z-Z,+D+0,70E+H 2.0 k-ft 16.583 k-ft 8,292 OK Z-Z,+D+0.750Lr+0.750L+0A50W+H 4.10 k-ft 31.896 k-ft 7.780 OK Z-Z.+D+0.750L+0.750S-+0.450W+H 4.10 k-ft 47,646 k-ft 11.621 OK Z-Z.+D+0.750L+0,750S+0.5250E+H 2,750 k-ft 39.902 k-ft 14,510 OK Z-Z.+0.60D+0.60W+0.60H 3.0 k-ft 20.765 k-ft 6.922 OK Z-Z.+0.60D+0,70E-0U0H 1,20 k-ft 10.440 k-ft 8.70 OK Sliding Stability _ _ All unitS k Force Application Axis - Load Combinatlon... Sliding Force _ Resisting Force _ Sliding SafetyRatio Status X-X +p+H _ 2.0 k 3.511 k 1,755 OK X-X,+D+L+H 2.0 k 3.911 k 1.955 OK X-X,+D+Lr+H 10 k 5.511 k 1.837 OK X-X.+D+S+H 3,0 k 10.311 k 3.437 OK X-X,+D+0,750Lr+0.750L+H 2.750 k 5.311 k 1.931 OK X-X,+D+0.750L+0.750S+H 2.750 k 8.911 k 3.240 OK X-X,+D+0.60W+H 3.80 k 6.151 k 1.619 OK X-X,+D+0.70E+H 2.0 k 3.791 k 1.895 OK X-X.+D+0.750Lr+0,750L+0.450W+H 4,10 k 7.291 k 1.776 OK X-X,+D+0,750L+0,750S+0.450W+H 4.10 k 10.891 k 2.656 OK X-X,+D+0.750L+0,750S+0,5250E+H 2.750 k 9.121 k 3.317 OK X-X,+0,60D+0,60W+0,60H 3.0 k 4,746 k 1,582 OK X-X,+0.60D+0.70E+0.60H 1.20 k 2,386 k 1.989 OK Z-Z,+D+H 0.0 k 3,511 k No Sliding OK Z-Z,+D+L+H 0.0 k 3.911 k No Slidina OK Z-Z,+D+Lr+H 0.0 k 5.511 k No Slidina OK Z-Z,+D+S+H 0.0 k 10.311 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+H 0.0 k 5,311 k No Slidina OK Z-Z,+D+0,750L+0.750S+H 0.0 k 8.911 k No Slidina OK Z-Z.+D+0.750L+0.750S+0,450W+H 0.0 k 10.891 k No Slidina OK Z-Z,+D+0.750L+0.750S+0,5250E+H 0.0 k 9.121 k No Slidina OK Z-Z,+0,60D+0,60W+0.60H 0.0 k 4.746 k No Slidina OK Z-Z,+0.60D+0.70E+0.60H 0,0 k 2.386 k No Slidina OK Z-Z,+D+0.60W+H 0.0 k 6,151 k No Slidino OK Z-Z.+D+0.70E+H 0.0 k 3,791 k No Slidina OK Z-Z,+D+0.750Lr+0.75OL+0.450W+H 0.0 k 7,291 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Reif Gvm.As Actual As Phi Mn Status ___ _ _• _ �_�__.- . k-ft Side?` Bot or Top? _ inA2 inA2 ui inA2 k-ft X-X,+1.40D+1.60H 1.225 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1,40D+1.60H 1.225 -Z Bottom 0.2592 Min Temo% 0.2657 10,388 OK X-X.+1,20D+0.50Lr+1.60L+1,60H 1,563 +Z Bottom 0,2592 Min Temo% 0.2657 10.388 OK X-X.+1.20D+0.50Lr+1.60L+1,60H 1.563 -Z Bottom 0,2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1,60L+0.50S+1.60H 2.313 +Z Bottom 0.2592 Min Temp% 0.2657 10,388 OK X-X,+1.20D+1.60L+0.50S+1,60H 2.313 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1,20D+1,60Lr+0,50L+1.60H 2,113 +Z Bottom 0,2592 Min Temo% 0.2657 10.388 OK X-X,+1.20D+1.60Lr+0,50L+1.60H 2,113 -Z Bottom 0,2592 Min Temp% 0,2657 10.388 OK X-X,+1.20D+1,60Lr+0.50W+1,60H 2.738 +Z Bottom 0,2592 Min Temo% 0,2657 10.388 OK X-X,+1.20D+1.60Lr-+0.50W+1.60H 2.738 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50L+1.60S+1.60H 4.513 +Z Bottom 0,2592 Min Temp% 0.2657 10,388 OK X-X.+1.20D+0.50L+1.60S+1,60H 4.513 -Z Bottom 0,2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1,60S+0.50W+1.60H 5.138 +Z Bottom 0,2592 Min Temo% 0.2657 10.388 OK Title Block Line 1 Proj®cf Title: You can change this area Engineer: Project ID: using the"Settings'menu item Prot Descr: and llieii usiuy llie"PIinllny& Title Block"selection. [General Footing - - -� - Fb-cADOCUME'1ica`ntmUAYD000-""iENERCA-;trssae ENERCAK INC 19B32i1t5.©uild:6.15.12-9,V�c6.0.25 Licensee:STRUCTURAL DESIGN ASSOCIATES QescrilNion: _1 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status - --- - -- - - -k-ft - Side? Bot or Top? in'12---inA2 in12- - k.ft --- X-X,+1.20D+1.60S+0,50W+1.60H 5138 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 2.80 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+0.50Lr-450L+W+1.60H 2.80 -Z Bottom 0.2592 Min TemD% 0.2657 10,388 OK X-X,+1.20D+0,50L+0.50S+W+1.60H 3.550 +Z Bottom 0.2592 Min TemD% 0.2657 10,388 OK X-X,+1.20D+0.50L+0.50S+W+1,60H 3.550 -Z Bottom 0.2592 Min Temp% 0.2657 10,388 OK X-X,+1.2C0+0.50L+0,20S+E+1.60H 1,663 +Z Bottom 0.2592 Min TemD% 0,2657 10.388 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1,663 -Z Bottom 0,2592 Min Temo% 0.2657 10.388 OK X-X.+0.90D+W+0,90H 2.163 +Z Bottom 0.2592 Min TemD% 0,2657 10.388 OK X-X,+0.90D+W+0,90H 2.163 -Z Bottom 0.2592 Min Temo% 0.2657 10,388 OK X-X,+0.900+E+0.90H 0.9126 +Z Bottom 0.2592 Min TemD% 0.2657 10,388 OK X-X,+0.90D+E+0.90H 0.9125 -Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.40D+1.60H 0.8251 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.40D+1.60H 1.625 +X Bottom 0.2592 Min TemD% 0,2657 10,388 OK Z-Z,+1.20D+0,50Lr+1.60L+1.60H 1.148 -X Bottom 0,2592 Min TemD% 0.2657 10.388 OK Z-Z,+1,20D+0,50Lr+1,60L+1,60H 1,977 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+1.60L-450S+1,60H 1.898 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+1.20D+1,60L+0,50S+1.60H 2.727 +X Bottom 0.2592 Min TemD% 0.2657 10,388 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.541 -X Bottom 0,2592 Min Temp% 0,2657 10.388 OK Z-Z,+1.20D+1.60Lr+0.50L+1,60H 2.684 +X Bottom 0.2592 Min Tema% 0.2657 10,388 OK Z-Z,+1.20D+1,60Lr+0.50W+1,60H 1.952 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+1.20D+1.60Lr+0,50W+1.60H 3,523 +X Bottom 0.2592 Min TemD% 0.2657 10 388 OK Z-Z,+1.20D+0.50L+1,60S+1,60H 3.941 -X Bottom 0,2592 Min Temp% 0.2657 10,388 OK Z-Z,+1.20D+0.50L+1.60S+1,60H 5,084 +X Bottom 0,2592 Min Temp% 0.2657 10.388 OK Z-Z,+120D+1.60S+0,50W+1.60H 4,352 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+120D+1.60S+0.50W+1.60H 5.923 +X Bottom 0.2592 Min Temp% 0,2657 10.388 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1,60H 1.957 -X Bottom 0.2592 Min Temp% 0,2657 10.388 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 3,643 +X Bottom 0,2592 Min Temp% 0,2657 10.388 OK Z-Z,+1.20D+d.50L+0.50S+W+1.60H 2,707 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z.+1.20D+0.50I--450S+W+1.60H 4.393 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1,20D+0.50L+0,20S+E+1.60H 1.291 -X Bottom 0.2592 Min Temp% 0.2657 10,388 OK Z-Z, *1,20D+0,50L,0.20S+E+1.60H 2.034 +X Bottom 0.2592 Min TemD% 0,2657 10.388 OK Z-Z,+0,90D+W+0.90H 1.477 -X Bottom 02592 Min Temp% 02657 10.388 OK Z-Z,+0.90D+W+0,90H 2.848 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+0,90D+E+0,90H 0.6554 -X Bottom 0.2592 Min Temp% 0,2657 10,388 OK Z-Z,+0.90D+E+0.90H 1.170 +X Bottom 0.2592 Min Temp% 0,2657 10,388 OK One Way Shear Load Combination... Vu -X Vu +X Vu -Z Vu +Z Vu:Max Phi Vn Vu I Phi'Vn Status +1.40D+1.60H 7.346 osi 7.346 psi 7.346 psi 7.346 osl 7,346 osi 75 psi 0.09794 OK +1.20D+0.50Li+1.60L+1.60H 9.369 psl 9.369 psi 9.369 Dsi 9.369 Dsl 9.369 psi 75 osl 0.1249 OK +1.20D+1.60L+0.50S+1,60H 13.867 osi 13.867 psi 13.867 psi 13.867 psi 13,867 psi 75 osi 0.1849 OK +1.20D+1.60Lr+0.50L+1.60H 12.668 psi 12.668 osi 12.668 osi 12.668 Dsi 12.668 psi 75 osi 0.1689 OK +1,20D+1.60Lr+0,50W+1,60H 16.415 Dsi 16,415 psi 16.415 Dsi 16.415 Dsl 16.415 Dsi 75 osi 0.2189 OK +1.20D+0,50L+1.60S+1,60H 27,059 psi 27,059 osi 27.059 osi 27.059 psi 27.059 psi 75 psl 0.3608 OK +1.20D+1.60S+0.50W+1.60H 30.807 Dsi 30,807 Dsi 30.807 osi 30,807 osi 30,807 osi 75 Dsi 0.4108 OK +1.20D+0.50Lr+0,50L+W+1.60H 16.79 psi 16.79 osi 16.79 osi 16.79 psi 16.79 psi 75 osi 0.2239 OK +1.20D+0.50L+0.50S+W+1.60H 21,287 osi 21.287 Dsi 21.287 osl 21.287 psi 21.287 psi 75 psi 0.2838 OK +1,20D+0,50L+0.20S+E+1 60H 9.969 psi 9.969 psi 9.969 psi 9.969 osi 9.969 Dsi 75 psl 0.1329 OK +0,900+W+0,90H 12,967 psi 12.967 osi Q967 osi 12.967 osi 12.967 osi 75 psi 0,1729 OK +0.90D+E+0.90H 5.472 osi 5.472 Dsi 5.472 osi 5.472 psi 5.472 Dsi 75 osi 0.07296 OK Punching Shear _ All units k Load_Combination... _ Vu_ Phl"Vn Vu 1 Phi'Vn - Status +1,40D+1,60H 29,037 psi 150osi 0.1936 OK +1.20D+0.50Lr+1,60L+1.60H 37,037 psi 150psi 0.2469 OK +1.20D+1.60L+0,50S+1.60H 54.815 osi 150Dsi 0.3654 OK +1.20D+1.60Lr+0.50L+1.60H 50.074 osi 150Dsi 0,3338 OK +1,20D+1.60Lr+0,50W+1.60H 64.889 osi 150Ds1 0.4326 OK +1.20D+0.50L+1.60S+1.60H 106.963 Dsi 150usi 0,7131 OK +120D+1.60S+0,50W+1.60H 121.778 psi 150osi 0,8119 OK +1.20D+0.50Lr+0.50L+W+1.60H 66.37 Dsi 150osi 0.4425 OK +1.20D+0.50L+0,50S+W+1.60H 84.148 Dsi 150nsi 0561 OK +120D+0.50L+0,20S+E+1.60H 39.407 Dsi 150osi 0.2627 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings'menu item Project Descr: and then using the"Printing& Title Block"selection. General Footing Fli•= u OCUME-1 riinion;►AYoacu-I%CNERCA-,'79 6 0 ENERCALC,INC,1983.2015.nulld:6.16.12.9,' ,.0.25 Descnpflon: L1 Punching Shear _ All units k Load Combination._.. __Vu. `Phil% Vu I Phi"Vn Status +0.90D+VV-490H 51.259 osi 150Dsi 0.3417 OK +0.90D+E+0,90H 21.63 psi 150Dsi 0,1442 OK Title Block Line f Project Title: You can change this area En Ineer: Project ID: using the"Settings"menu item P(oCt Descr: and Mien using the"Printing& Title Block"selection. General Footingfile o:%nocuME-1tCIInlontMY00CU-i%N£RCA-N7950.ec6 ENERCAW,INC 1983-2015 nut 0 15.12.9.Verb 0.25 " 0-.KW-06008130DESIGNra Licensee:STRUCTURAL Description mi Code_References Calculations per ACI 318-08, IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information - Material Properties Soil Design Values f'c:Concrete 28 day strength - 2.50 ksi Allowable Soil Bearing 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear 0,750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf, Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. 0.00180 when footing base is below = ft Min.Overturning Safely Factor 1.0 :1 Min.Sliding Safety Factor 1.0 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per fool of depth = ksf Use ftg wtfor stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions _ Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft z Footing Thicknes = 12.0 in Pedestal dimensions... ! x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in m Rebar Centerline to Edge of Concrete... j at Bottom of footing = 3.0 in Sr Reinforcing Bars parallel to X-X Axis Number of Bars 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars - 3.0 _ Reinforcing Bar 5izf = # 5 Bandwidth Distribution Check (AGI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S VV l: - —� N - -_. _--— -- — — P:Column Load = 4.0 2-0 1,0 8.0 3.0 1.0 k OB:Overburden = ksf M-xx = k-ft M-zz m k-ft V-x - 2.0 1=0 1,0 2.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. _ tauf7..y pLr x�(d, ttcnr.l General Footing File-u:�oOCUME-NC4nEonuY11'D=-11ENERCA-/11958w6 ENERCAtC,INC.198.V2015,Build:6.15.12.9,Vor.6.0.95 Description DESIGN SUMMARY _ - • Min.Ratio Item Applied Capacity Governing Load Combination FADS 0.7623 Soil Bearing - 2.287 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-1 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 3.114 Overturning-Z-Z 2.40 k-ft 7.475 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2674 Z Flexure(+X) 3,221 k-ft 12,046 k-ft +1.20D+1.60S+0,50W+1,60H PASS 0,1325 Z Flexure(-X) 1.596 k-ft 12.046 k-ft +1.20D+0.501_+1.60S+1.60H PASS 0.1982 X Flexure(+Z) 2.388 k-ft 12,046 k ft +1.20D+1,60S+0,50W+1,60H PASS 0,1982 X Flexure(-Z) 2,388 k-ft 12.046 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0.1965 1-way Shear(+X) 14.738 psi 75,0 psi +1.20D+1.60S+0,50W+1,60H PASS 0.1965 1-way Shear(-X) 14,738 psi 75,0 psi +1.20D+1,60S+0,50W+1.60H PASS 0.1965 1-way Shear(+Z) 14,738 psi 75,0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,1965 1-way Shear(-Z) 14.738 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.3716 2-way Punching 55.741 psi 150,0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis_& Actual toil Bearing Stress Actual I Allowable Load Combination_... Gross Allowable _ Xecc Zecc Bottom,-Z Top,+Z Left,-X RJ0 +X RatioX-X,+D+H � _ 3.0 n/a 0.0 0,5894 0.5894 n/a n/a 0.197 X-X.+D+L+H 3.0 n/a 0.0 0.7006 0.7006 n/a n/a 0.234 X-X,+D+Lr+H 3.0 n/a 0.0 0,8117 0.8117 n/a n/a 0.271 X-X,+D+S+H 3.0 n/a 0.0 1.478 1.478 n/a n/a 0.493 X-X.+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.8394 0.8394 n/a nla 0,280 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.339 1,339 n/a n/a 0,446 X-X,+D+0.60W+H 3.0 n/a 0.0 0,7894 0.7894 n/a n/a 0,263 X-X,+D+0.70E+H 3.0 n/a 0.0 0.6672 0.6672 n/a n/a 0.222 X-X,+D+0.750Lr+0.750L+0A50W+H 3.0 n/a 0.0 0,9894 0,9894 n/a n/a 0.330 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.489 1.489 n/a n/a 0,496 X-X,+D+0.750L+0.750S+0,5250E+H 3.0 n/a 0.0 1.398 1,398 n/a n/a 0.466 X-X,+0.60D+0.60W+0,60H 3.0 n/a 0.0 0.5537 0.5537 n/a n/a 0.185 X-X,+D.60D+0.70E+0.60H 3.0 n/a 0.0 0.4314 0.4314 n/a n/a 0144 Z-Z,+D+H 3.0 4,524 n/a n/a n/a 0.1524 1,026 0 342 Z-Z.+D+L+H 3.0 3,807 n/a n/a n/a 0.2635 1.138 0.379 Z-Z.+D+Lr+H 3.0 4.928 n/a n/a n/a 0.1561 1.467 0 489 Z-Z,+D+S+H 3.0 2.706 nla n/a n/a 0.8228 2.134 0,711 Z-Z,+D+0.750Lr+0.750L+H 3.0 4.368 n/a n/a n1a 0.2385 1,440 0,480 Z-Z,+D+0.750L+0.750S+H 3.0 2.737 n/a n/a n/a 0.7385 1.940 0.647 Z-Z.+D+0,60W+H 3.0 5.405 n/a n/a n/a 0.09019 1.489 0.496 Z-Z,+D+0.70E+H 3.0 3.997 n/a n/a n/a 0.2302 1,104 0,368 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 4,919 n/a n/a n/a 0.1919 1.787 0.596 Z-Z,+D+0.750L+0,750S+0,450W+H 3.0 3.267 n/a n/a n/a 0.6919 2.287 0.762 Z-Z,+D+0,750L+0.750S+0.5250E+H 3.0 2,623 n/a n/a nla 0.7969 1,999 0"666 Z-Z,+0,60D+0,60W+0.60H 3.0 5,780 nla n/a n/a 0.02922 1,07B 0.359 Z-Z,+0.60D+0,70E+0,60H 3.0 3.708 n/a n/a n/a 0.1692 0.6937 0.231 Overturning Stability Rotation Axis It Load Combination... Overtumlrt Moment Resisting Moment StablNty RBtlo - Status X-X,+D+H �- -�-- -- - T None - �-� _ 0.0 k-ft -^�- Infinity OK � W.+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0,750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Inflntty OK X-X,+D+0.60W+H None 0.0 k-ft Infinitv OK X-X,+0+0.70E+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft infinity OK X-X,+D+0,750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Protect Descr: and then using the"Printing& Title Block"selection. General Footing ENERCALC,INC.19032015 nuitf:8.15.12.9,Vor:8.A.25 DESIGN Description: M1 Overtuming Stability Rotation,"- Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0,750L+0.750S+0,5250E+H None 0.0 k-ft Infinitv OK X-X,+0.60p+0,60W+0.60H None 0,0 k-ft Infiniiv OK X-X,40.60D+0,70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2,0 Wt 7.958 k-ft 3.979 OK Z-Z,+D+L+H 2.0 k-ft 9.458 k-ft 4.729 OK Z-Z,+D+Lr+H 3.0 k-ft 10.956 k-ft 3.653 OK Z-Z.+D+S+H 3.0 k-ft 19.958 k-ft 6.653 OK Z-Z,+D+0.750Lr+0.750L+H 2.750 k-ft 11.333 k-ft 4.121 OK Z-Z.+D+0,750L+0,750S+H 2,750 k4t 18.083 k-ft 6.575 OK Z-Z,+D+0,60W+H 3.20 k-ft 10.658 k-ft 3.330 OK Z-Z,+D+0.70E+H 2.0 k-ft 9.008 k-ft 4.504 OK Z-Z.+D+0,750Lr+0,750L+0.450W+H 3.650 k-ft 13,358 k-ft 3.660 OK Z-Z,+D+0.750L+0.750S+0,450W+H 3.650 k-ft 20.108 k-ft 5,509 OK Z-Z,+D+0.756L+0.750S+0.5250E+H 2,750 k-ft 18.870 k-ft 6.862 OK Z-Z,+0,60D+0.60W+0.60H 2,40 k4t 7.475 k-ft 3,114 OK Z-Z,+0.60D+0,70E+0.60H 1.20 k-ft 5,825 k4t 4.854 OK Footing Flexure Mu Which Tension @ As Req' 'd Gvrn.As Actual As PhiMn Flexure Axis 8 Load Combination Status k-h----.Side? Botor Top? inA2 _ - in^2 in^2 - - k-ft X-X,+1.40D+1,60H 0.70 +Z Bottom 0,2592 Min Temp% 0.310 12.046 OK X-X,+1,40D+1.60H 0.70 -Z Bottom 0,2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+0,50Lr+1,60L+1.60H 0.9250 +Z Bottom 0.2592 Min Temo% 0,310 12.046 OK X-X,+1.20D+0.50Lr+1,60L+1.60H 0,9250 -Z Bottom 0,2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+1.60L+0,50S+1.60H 1.30 +Z Bottom 0,2592 Min Temo% 0.310 12.046 OK X-X,+1.20D+1,60L+0.50S+1.60H 1.30 -Z Bottom 0,2592 Min TemD% 0.310 12.046 OK X-X,+1,20D+1.6OLr+0.50L+1.60H 1,063 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+120D+1.60Lr+0,50L+1.60H 1.063 -Z Bottom 0,2592 Min Two% 0,310 12.046 OK X-X,+120D+1,60Lr+0.50W+1,60H 1.188 +Z Bottom 0,2592 Min TemD% 0,310 12.046 OK X-X,+1,20D+1.60Lr+0.50W+1.60H 1.188 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+0,50L+1.60S+1.60H 2.263 +Z Bottom 0.2592 Min Two% 0.310 11046 OK X-X,+1.20D+0.50L+1,60S+1,60H 2.263 -Z Bottom 0,2592 Min TemD% 0,310 12,046 OK X-X,+1.20D+1.60S+0.50W+1,6011 2,388 +Z Bottom 0.2592 Min TemD% 0,310 12.046 OK X-X,+1,20D+1,60S+0.50W+1.60H 2.388 -Z Bottom 0.2592 Min TemD% 0,310 12.046 OK X-X,+1.20D+0,50Lr+0.50L+W+1.60H 1.163 +Z Bottom 0,2592 Min Temn% 0.310 12,046 OK X-X,+1.20D+0.50Lr+0.50L+W+1,60H 1.163 -Z Bottom 0.2592 Min TemD% 0,310 12.046 OK X-X,+1.20D+0,50L+0.50S+W+1,60H 1.538 +Z Bottom 0.2592 Min Temo% 0,310 12.046 OK X-X,+1,20b+0.50L+0,50S+W+1.60H 1.538 -Z Bottom 0.2592 Min Temp% 0.310 12,046 OK X-X.+1.20D+0.50L+0,20S+E+1,60H 0,9875 +Z Bottom 0.2592 Min Tema% 0.310 12.046 OK X X,+1,20D i0,60L 10,2061 E 11.6011 0.9875 •Z Bottom 0.2G92 Min Tema% 0.310 12,046 OI< X-X,+0.90D+VV+0,90H 0,82bU +L Bottom 0.2592 Min-f emo% 0.310 12.U413 -UK X-X.+0.90D+W+0.901-1 0.8250 -Z Bottom 0,2592 Min TemD% 0.310 12.046 OK X-X,+0.90D+E+0.90H 0,5750 +Z Bottom R2592 Min Temo% 0.310 12,046 OK X-X,+0.90D+E+0,90H 0,5750 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK Z-Z,+1.401)+1.6011 0,2335 -X Bottom 0.2592 Min Temo% 0.310 12,046 OK Z-Z,+1,40D+1.60H 1,167 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1,20D+0,50Lr+1,60L+1.60H 0.4418 -X Bottom 0.2592 Min Temo% 0.310 12,046 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1,408 +X Bottom 0,2592 Min Temo% 0,310 12.046 OK Z-Z,+1.20D+1,60L+0.50S+1,60H 0.816E -X Bottom 02592 Min Temo% 0,310 12,046 OK Z-Z,+1,200+1.60L+0.50S+1.60H 1.783 +X Bottom 0.2592 Min TemD% 0.310 '12.046 OK Z-Z,+1.20D+1,60Lr+0,50L+1.60H 0.3960 -X Bottom 0.2592 Min Temo% 0,310 12.046 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.729 +X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z,+1.20D+1,60Lr+0.50W+1.60H 0.3544 -X Bottom 0,2592 Min Temo% 0.310 12.046 OK Z-Z.+1.20D+1.6OLr+0.50W+1,60H 2.021 +X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z,+1,20D+0.50L+1.60S+1.60H 1.596 -X Bottom 0,2592 Min Temo% 0.310 12.046 OK Z-Z,+1.20D+0.50L+1.60S+1,60H 2.929 +X Bottom 0,2592 Min Temo% 0.310 12.046 OK Z-Z,+1200+1.60S+0.50W+1.60H 1.554 -X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z,+1.20D+1.60S+0,50W+1,60H 3,221 +X Bottom 0,2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1.60H 0,3461 -X Bottom 0.2592 Min TemD% 0,310 12.046 OK Z-Z,+1.200+0.50Lr+0.50L+W+1,60H 1,979 +X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 0.7211 -X Bottom 0,2592 Min TemD% 0.310 12.046 OK Z-Z,+1,20D+0.50L+0.50S+W+1,60H 2.354 +X Bottom 0.2592 Min Temo% 0.310 12,046 OK Z-Z,+1,20D•+0,50L+0.20S+E+1.60H 0,5543 -X Bottom 0,2592 Min Temo% 0.310 12.046 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Generai Footing Fir-c.1DO ME-110mionWY000U-11ENERCA-11T956ec6'� ENERCALC,INC.10"'15,1300.15.12.9,VerUIS 0:00 eASSOCIATES Description: M1 Footing Flexure -Flexure Axis r3 Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in^2 inA2 W2 k-ft Z-Z,+1.20D+0.50L+{1.20S+E+1.60H 1.421 +X Bottom 0.2592 Min TemD% 0.310 12.046 OK Z-Z.+0,90D+W+0.90H 0,1918 -X Bottom 0,2592 Min TemD% 0.310 12.046 OK Z-Z,+0.90D+W+0.90H 1.458 +X Bottom 0.2592 Min TemD% 0,310 12.046 OK Z-Z,+0.90D+E+0.90H 0,2751 -X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z,+0.90D+E+0.90H 0,8749 +X Bottom 0,2592 Min TemD% 0,310 12,046 OK One Way Shear _Load Combination_... Vu -X Vu +X Vu -Z Vu tZ Vu:Max Phi Vn Vu I Phi"Vn Status +1,40D+1.60H 4,321 osi 4.321 osi 4.321 Dsl 4,321 Ni 4.321 osi 75 Dsi 0,05761 OK +1,20D+0.50Lr+1,60L+1.60H 5,71 osi 5,71 osi 5.71 osi 5.71 osi 5.71 osi 75 A 0.07613 OK +1,20D+1.60L-450S+1,60H 8,025 osi 8.025 osi 8.025 osi 8.025 osi 8.025 osi 75 Dsi 0.107 OK +1.20D+1,60Lr+0,50L+1.60H 6.559 osi 6.559 osi 6,559 osi 6,559 osi 6.559 osi 75 nsi 0.08745 OK +1.20D+1,60Lr+0.50W+1.60H 7.33 osi 7.33 osi 7.33 Dsi 7.33 osi 7,33 osi 75 osi 0.09774 OK +1.20D+0.50L+1,60S+1,60H 13.966 osi 13.966 psi 13,966 osi 13.966 Dsi 13,966 Dsi 75 A 0.1862 OK +1.20D+1.60S+0,50W+1.60H 14.738 Dsi 14,738 Dsi 14.738 Dsi 14.738 psi 14.738 osi 75 psi 0.1965 OK +1.20D+0.50Lr+0.50L+W+1.60H 7.176 osi 7.176 psi 7.176 Dsi 7.176 Dsi 7,176 osi 75 Dsi 0.09568 OK +1.20D+0.50L+0.50S+W+1.60H 9.491 osi 9.491 Dsi 9.491 osi 9,491 Dsi 9.491 psi 75 Dsl 0.1265 OK +1.20D+0.50L+0.20S+E+1.60H 6.096 psi 6.096 psi 6,096 Dsi 6.096 Dsi 6,096 osi 75 psi 0,08128 OK +0.90D+W+0.90H 5.093 osi 5.093 psi 5.093 osi 5,093 psi 5.093 psi 75 Dsi 0.0679 OK +0.90D+E+0.90H 3.549 osi 3.549 Dsi 3.549 Dsi 3,549 osi 3.549 osi 75 psi 0.04733 OK Punching Shear All units k Load Combinatio_n... _ - - - Vu Phi'Vn Vu I PhVVn _ _ _ Status +1.40D+1.60H 16.343 osi 150Dsi 0,109 OK +1.20D+0.50Lr+1.60L+1,60H 21.596 osi 150psi 0.144 OK- +1.20D+1.60L+0.50S+1.60H 30,351 Dsi 150osi 0,2023 OK +1.20D+1.60Lr+0.50L+1.60H 24.806 psi 1500'si 0,1654 OK +1.20D+1.60Lr+0.50W+1.60H 27,725 osi 150osi 0,1848 OK +1.20D+0.50L+1.60S+1.60H 52,823 osi 150rsi 0.3522 OK +1,20D-}1.60S+0.50W+1,60H 55,741 Dsi 150psi 0.3716 OK +1.20D+0.50Lr+0.50L+W+1.60H 27.141 osi 150Dsi 0.1609 OK +1,20D+0,50L+0.50S+W+1.60H 35.896 osi 150m9i 0.2393 OK +1.20D+0.50L+0.20S+E+1.60H 23.055 Dsi 150osi 0.1537 OK +0.90D+W+0.90H 19.261 psi 150asi 0.1284 OK +0.90D+E+0,90H 13.425 Dsi 1500si 0.0895 OK Title Block tine f Project Title: You can change this area Engineer: Proiecl ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. General Footing - Fla= IOOCUM1E-liClinanu�YOOCU-1tENERCA•-117958.ac6 FNERCAI-C.INC 1983-2015.Ou,46 15,129 Ver6.025 Ill 0:KW-06008130 Licensee:STRUCTURAL DESIGN ASSOCIATEE ' Description: N1 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Sail Design Values f'c:Concrete 28 day strength - 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:RebarYield - 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus - 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density - 145.0 pcf Soil/Concrete Friction Coeff. - 0.40 cp Values Flexure - 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Fooling base depth below soil surface = ft Min Steel%Bending Reinf, = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0,00180 when footing base is below = ft Min,Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wit for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis - 2.50 ft 2 Footing Thicknes - 12.0 in Pedestal dimensions... X px:parallel to X-X Axis - in iv pz:parallel to Z-Z Axis = in Height = in M Rebar Centerline to Edge of Concrete... m at Bottom of footing = 3.0 in It Re..Inforcin 2' " `f bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizf = # 5 }�3tw --� 1•RS qen t BandvAdth Distribution Check (A CI 15.4.4.2) r I --- _� �� --_�; 1 .�__^-.;.....••.�4: .• Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load - 4.0 2,0 0.0 5.0 4.0 1 A k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x 2,0 1.0 1.0 1.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. General Footing -- _ -- -. -- Fie-cOW.IJME=lha noou+Yoocu-1*NE -il7I e FNERCALC,INC 1993,2015,nnild:616129,Vor60.25 fit • Descdptron: N1 DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9603 Soil Bearing 2.881 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-i PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.878 Overturning-Z-Z 3.0 k-ft 8.633 k-ft +D+Lr+H PASS n/a Uplift 0,0 k 0.0 k No Uplift PASS 0.1918 Z Flexure(+X) 2.750 k-ft 14.333 k-ft +1.20D+1.60S+O.50W+1.60H PASS 0.06630 Z Flexure(-X) 0.9503 k-ft 14.333 k-ft +1.20D+1,60S+0.50W+1,60H PASS 0,1291 X Flexure(+Z) 1.850 k-ft 14.333 k-ft +1.20D+1.605+0.50W+1.60H PASS 0.1291 X Flexure(-Z) 1.850 k-ft 14,333 k-ft +1,20D+1,60S+0.50W+1,60H PASS 0,1462 1-way Shear(+X) 10.963 psi 75.0 psi +1.20D+1,60S+0.50W+1,60H PASS 0,1462 1-way Shear(-X) 10.963 psi 75.0 psi +1,20D+1.60S+0.50W+1,60H PASS 0.1462 1-way Shear(+Z) 10.963 psi 75.0 psi +1,20D+1.60S+0,50W+1.60H PASS 0.1452 1-way Shear(-Z) 10.963 psi 75.0 psi +1.20D+1.60S+G.50W+1,60H PASS 0.2771 2-way Punching 41.568 psi 150.0 psi +1.20D+1.60S+O.50W+1.60H Detailed Results Soil Bearing_--- Rotation is it< Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zero Bottom,-Z Top,+Z Lefl,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.7850 0.7850 n/a n/a 0 262 X-X,+D+L+H 3.0 n/a 0.0 0.7850 0,7850 n/a n/a 0 262 X-X,+D+Lr+H 3.0 n/a 0.0 1.105 1.105 n/a n/a 0.368 X-X,+D+S+H 3.0 n/a 0.0 1.585 1.585 n/a nla 0.5.28 X-X,+D+0,750Lr+0.750L+H 3.0 n/a 0.0 1,025 1,025 n/a nla 0.342 X-X.+D+0,750L+0.750S+H 3.0 n/a 0.0 1,385 1.385 n/a nla 0.462 X-X,+D+0,60W+H 3.0 n/a 0.0 1,169 1.169 n/a n/a 0.390 X-X,+D+0.70E+H 3,0 n/a 0.0 0.8970 0.8970 n/a n/a 0Z9 X-X.+D+0.750Lr+0,750L-+O.450W+H 3.0 n/a 0,0 1.313 1.313 Na n/a 0.4?8 X-X,+D+0.750L+0,750$+0,450W+H 3.0 nla 0.0 1.673 1.673 n/a n/a 0.558 X-X,+D+0,750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.469 1.469 n/a n/a 0.490 X-X,+0.60D+0.60W+0,60H 3.0 nla 0.0 0.8550 0.8550 nla n/a 0,285 X-X.+0.60D+0,70E+0,60H 3.0 n/a 0.0 0.5830 0.5830 n/a n/a 0.194 Z-Z,+D+H 3.0 4.892 nla n/a n/a 0.02980 1,540 0,513 Z-Z,+D+L+H 3.0 4,892 n/a n/a n/a 0.02980 1,540 0,513 Z-Z.+D+Lr+H 3,0 5.213 n/a n/a n/a 0.0 2,239 0.746 Z-Z,+D+S+H 3.0 3,634 n/a n/a n/a 0-4522 2.718 0,906 Z-Z,+D+O.750Lr+0,750L+H 3.0 5.151 n/a n/a n/a 0.0 2.064 0.688 Z-Z,+D+0.750L+0.750S+H 3.0 3.812 n/a n/a n/a 0.3466 2.423 0.808 Z-Z,+D+0.60W+H 3.0 4.270 n/a n/a n/a 0,1872 2.151 0,717 Z-Z,+D+0.70E+H 3.0 4,281 n/a n/a n/a 0,1418 1.652 0.551 Z-Z,+D+0,750Lr+0,750L+0.450W+H 3.0 4,679 n/a n/a n/a 0,1047 2.521 0.840 Z-Z,+D+0.750L+0,750S+0,450W+H 3.0 3.672 n/a n/a n/a 0.4647 2.881 0,960 Z-Z,+D+0,750L+0.7505+0.5250E+H 3.0 3,594 n/a n/a n/a 0.4306 2.507 0.836 Z-Z,+0.60D+0.60W+0.60H 3.0 4,042 n/a Wa n/a 0,1753 1.535 0.512 Z-Z,+0.60O+0,70E+0.60H 3.0 3.952 n/a n/a n/a 0,1299 1.036 0,345 Overturning Stability - ----_ . ,..___-.., Rotation Axis& -�-. Load Combination... 4 Overturning Moment - _Resisting Moment _ Stabile Ratio Status X-X.+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft infinity OK X-X,+D+0.60W+H None 0,0 k-ft Infinity OK X-X,+D+0.70E+H None 0,0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0,450W+H None 0.0 k-ft Infinity OK X-X,4".750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Seltings"menu item Project Descr and then using the"Printing& Title Block'selection, General Footing - File=caDOCUMl:--ilDintonlMYDOCU-11ENF.RCA-117958.ecLicensee.STRUCTURAL DESIGN 6 '� f N[RCAi C INC.19B3-2015.Quild:8.15.12 9,Ver6,0.25 Description; Ni Overturning Stability Rotation Axis& Load Combination... _ _ Overturning Moment _ Resisting Moment Stabilit ryRRatio Status X-X.+0+0.750L+0,75OS+0.5250E+H None 0.0k-ft Infinity OK X-X,+0.60D+0,60W+0,601-1 None 0.0 k-ft Infinity OK X-X.+0,60D+0.70E+O.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2.0 k-ft 6,133 k-ft 3,066 OK Z-Z,+D+L+H 2.0 k-ft 6.133 k-ft 3.066 OK Z-Z,+D+Lr+H 3.0 Wt 8.633 k-ft 2.878 OK Z-Z,+D+S+H 3,0 k-ft 12,383 k-ft 4,128 OK Z-Z,+D+0,750Lr+0,750L+H 2,750 k-ft 8.008 k4t 2.912 OK Z-Z.+D+0.750L+0.750S+H 2,750 k-ft 10.820 k-ft 3.935 OK Z-Z,+D+0.60W+H 2.60 k-ft 9.133 k-ft 3.513 OK Z-Z,+D+0.70E+H 2.0 k-ft 7.008 k-ft 3.504 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.20 k-ft 10.258 k-ft 3.206 OK Z-Z.+D+0,750L+0.750S+0.450W+H 120 k-ft 13.070 k-ft 4,084 OK Z-Z,+D+0.750L+0.75OS+0,5250E+H 2.750 k t 11.477 k-ft 4.173 OK Z-Z,+0,60D+0.60W+0.60H 1.80 k-ft 6,680 k-ft 3.711 OK Z-Z.+0,60D+0,70E+0.60H 1.20 k-ft 4.555 k-ft 3,796 OK Footing Flexure Flexure Axis 8 Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side 7 Bot or Top 7 in^2 _ inA2 in"2 k-ft X-X.+1.40D+1.60H 0.70 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.40D+1.60H 0.70 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7250 +Z Bottom 0.2592 Min Temo% 0,3720 14.333 OK X-X,+1.20D+0,50Lr+1.60L+1.60H 0,7250 -Z Bottom 0,2592 Min Temo% 0.3720 14,333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.9125 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1,60L+0,50S+1.60H 0,9125 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.6OLr+0,50L+1.60H 1,0 +Z Bottom 0.2592 Min Temo% 0.3720 14,333 OK X-X,+1.20D+1.6OLr+0.50L+1,60H 1.0 -Z Bottom 0,2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.6OLr+0,50W+1.60H 1,250 +Z Bottom 0.2592 Min Temo% 0.3720 14,333 OK X-X.+1,20D+1,6OLr+0.50W+1.60H 1,250 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+0.50L+1,60S+1.60H 1.60 +Z Bottom 0.2592 Min Temo% 0.3720 14,333 OK X-X,+1,20D-+U0L+1.60S+1,60H 1.60 -Z Bottom 0.2592 Min Temp% 03720 14.333 OK X-X,+1,20D+1.60S+0.50W+1.60H 1.850 +Z Bottom 0,2592 Min Tema% 0.3720 14.333 OK X-X,+1.20D+1,60S+0,50W+1.60H 1.850 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+0.5OLr+0.50L+W+1,60H 1.225 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+120D+0,5OLr+0,50L+W+1.60H 1.225 -Z Bottom 0.2592 Min Temo% 0.3720 14,333 OK X-X,+1,20D+0.50L+0,50S+W+1.60H 1.413 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 -OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.413 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 0.850 +Z Bottom 0.2592 Min TemD% 0,3720 14.333 OK X-X,+l,20D+0,50L+0.20S+E+1.60H 0,850 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+0.90D+W+0,90H 0.950 +Z Bottom 0.2592 Min TemD% 0.3120 14,333 OK X-X,+0,90D+W+0,90H 0.950 -Z Bottom 0.2592 Min Temo% 0.3720 14,333 OK X-X,+0.90D+E+0.90H 0.5750 +Z Bottom 0.2592 Min TemD% 0.3720 14,333 OK X-X,+0.901)+E-4901-1 0.5750 -Z Bottom 0,2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.1402 -X Bottom 02592 Min Temp% 0.3720 14.333 OK Z-Z.+1 AOD4601-1 1.260 +X Bottom 0.2592 Min Temo% 0.3720 14,333 OK Z-Z,+1,20D+0.5OLr+1.60L+1.60H 0.1451 -X Bottom 0,2592 Min Temo% 0.3720 14.333 OK Z-Z,+120D+0.5OLr+1.60L+1.60H 1.305 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.20D+1,60L+0.50S+1.60H 0.3327 -X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+120D+1.60L+0.50S+1.60H 1,492 +X Bottom 0.2592 Min TemD% 0,3720 14.333 OK Z-Z,+1.20D+1.6OLr+0.50L+1,60H 0.2010 -X Bottom 0.2592 Min TemD% 0,3720 14.333 OK Z-Z,+1,20D+1.6OLr+0.50L+1.60H 1.801 +X Bottom 0.2592 Min Temo% 0,3720 14,333 OK Z-Z,+1.20D+1,6OLr+0.50W+1.60H 0.3503 -X Bottom 0.2592 Min Temo% 0,3720 14333 OK Z-Z,+1.20D+1.6OLr+0.50W+1.60H 2.150 +X Bottom 0.2592 Min Temo% 0.3720 14,333 OK Z-Z,+120D+0.501_+1.60S+1.60H 0,8002 -X Bottom 0,2592 Min Temo% 0,3720 14.333 OK Z-Z,+1.20D+0.50L+1.605+1.60H 2.40 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z.+1.20D+1.60S+0.50W+1,601-1 0.9503 -X Bottom 0,2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.750 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1,20D+0,5OLr+0.50L+W+1,60H 0.4452 -X Bottom 02592 Min TemD% 0,3720 14.333 OK Z-Z,+1.20D+0,50Lr+0.501+W+1.60H 2.005 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.20D+0.50L-450S+W+1,60H 0.6327 -X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0,50S+W+1.60H 2.192 +X Bottom 0,2592 Min Temo% 0.3720 14,333 OK Z-Z,+1,20D+0.50L+0.20S+E+1.60H 0.3301 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Title Block Line 1 Project Title: You can change this area Elmer: Project ID: using the"Settings"menu item Pro ect Descr: and then using the"Printing& Title Block"selection. General Footing FNMALC,INC 19A3 2015,BuIId:6.15.12'J,Verfi.0.25 +:++: + ASSOCIATES Description: N1 Footing Flexure Flexure Axis&Load Combination _ Mu Which Tension @ As Req'd Gvrn.As Actual As Phift Status k-ft Side? Bot or Top_? n i_^2_ in^2 _ inA2 k-ft Z-Z,+1,20D+0.50L+0.20S+E+1.60H 1.370 +X Bottom _ 0.2592 Min Temo% Y�0,3720 14.333 OK Z-Z,+0,90D+W+0.90H 0.3902 -X Bottom 0.2592 Min Temo% 0,3720 14.333 OK Z-Z,-0.90D+W+0.90H 1 510 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+0,90D+E+0,90H 0,2151 -X Bottom 0,2592 Min Temo% 0.3720 14,333 OK Z-Z,+0.90D+E+0,90H 0.9349 +X Bottom 0,2592 Min Temp% 0,3720 14.333 OK One Way Shear Load Combination... Vu -X Vu @+X Vu -Z Vu +Z Vu:Max Phi Vn Vu!Phl'Vn Status +1,40D+1,60H 4.148 osi 4.148 osi 4.148 Dsi 4.148 osi 4.148 osi 75 Dsi 0,05531 OK +1.20D+0.50Lr+1.60L+1.60H 4.296 psi 4,296 psi 4.296 psi 4.296 osi 4,296 osi 75 Dsi 0.05728 OK +1.20D+1.60L+0.50S+1,60H 5.407 osi 5.407 osi 5.407 osi 5.407 psi 5.407 Dsi 75 osi 0.0721 OK +1,20D+1,60Lr+0,50L+1,60H 5.926 Dsi 5.926 Dsi 5.926 osi 5.926 Dsi 5,926 Dsi 75 Dsi 0.07901 OK +1,20D+1.60Lr+0.50W+1.60H 7,407 Dsi 7.407 Dsi 7.407 osi 7.407 psi 7.407 Dsi 75 osi 0.09877 OK +1.20D+0,50L+1.60S+1.60H 9.481 osi 9,481 Dsi 9.481 osi 9.481 psi 9.481 Dsi 75 psi 0.1264 OK +1.20D+1.60S+0.50W+1.60H 10,963 osi 10.963 Dsi 10.963 Dsi 10.963 Dsi 10.963 osi 75 osi 0,1462 OK +1,20D+0.50Lr+0.50L+W+1,60H 7.259 Dsi 7.259 osi 7.259 psi 7.259 Dsi 7.259 osi 75 osi 0.09679 OK +1.20D+0.50L-+0.50S+W+1.60H 8.37 osi 8.37 psi 8.37 Dsi 8.37 psi 8.37 Dsi 75 Dsi 0,1116 OK +1,200-+0.50L+0.20S+E+1,60H 5.037 osi 5.037 psi 5.037 psi 5.037 Dsi 5.037 osi 75 psi 0.06716 OK +0.90D+W+0,90H 5.63 osi 5,63 osi 5.63 Dsi 5.63 Dsi 5.63 psi 75 osi 0,07506 OK +0.90D+E+0.90H 3.407 osi 3,407 osi 3.407 osi 3.407 psi 3.407 Dsi 75 Dsi 0.04543 OK Punching Shear _ _ All units k Load Combination_...^ -Vu Phrvn Vu I Phi'Vn Status +1.40D+1.60H - 15,728 usi 150Dsi 0.1049 OK� +1,20D+0,50Lr+1.60L+1.60H 16.29 Dsi 150Dsi 0.1086 OK +1.20D+1.60L+0.50S+1,60H 2O.503 usi 150Dsi 0.1367 OK +1.20D+1.60Lr+0,50L+1.60H 22,47 psi 150asi 0.1498 OK +1.20D+1.60Lr+0.50W+1,60H 28.086 Dsi 150osi 0,1872 OK +1.20D+0.50L+1.60S+1.60H 35.951 Dsi 150osi 0,2397 OK +1.20D+1.60S+0,50W+1,60H 41.568 psi 150nsi 0.2771 OK +1.20D+0,50Lr+0,50L+W+1.60H 27.525 osi 150Dsi 0.1835 OK +1,20D+0.50L+0.50S+W+1.60H 31.738 osi 150nsi 0.2116 OK +1,20D+0.50L+0.20S+E+1.60H 19.099 Dsi 1500si 0,1273 OK +0,90D+W+0.90H 21.346 psi 150ol 0.1423 OK +0.90D+E+0,90H 12.92 psi 150usi 0.08613 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr, and then using the"Printing Title Block"selection. General Footing File=c:IUOCUME-11ClitonWYD000-11ENERCA-11796&ec6 ENF.RCALC.INC.1983.2015,Build:6.15AI%Ver.6.0.26 fiti:�r: ra c Description: A3 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Sal Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) 350.0 pci Concrete Density = 145-0 pcf Soil/Concrete Friction Coeff. 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface - ft Min Steel%Bending Reinf. Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. _ 0.00180 when footing base is below ft Min.Overturning Safety Factor 1.0 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater Thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 8.0 ft Length parallel to Z-Z Axis = 8.0 ft Footing Thicknes - 26.0 in I — t X Pedestal dimensions... px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in Q Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in I t� Reinforcing._. Bars parallel to X-X Axis Number of Bars = 11.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 11,0 Reinforcing Bar Sizf - # 6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads --D -- Lr -- L — - S -- H — _. P:Column Load w 27A 10.0 22.0 28.0 31.0 69.0 k OB:Overburden = ksf M-xx = k_ft M-zz k-ft V-x w 5.0 5.0 1,0 11.0 13.0 4.0 k V-z - 8.0 70.0 k Title Block Line 1 Project Title: You can change this area En Ineer: Project ID: using the"Settings"menu item En Descr: and then using the"Printing& Title Block"selection. (General Footing Fro=e+oocuME-ttclinamncroocu=nENeacn-1%79MSB s i. r_NERCM C.INC,1983 2015,nndd 61S.1A9,Vur.6.q.25 �.�is c • Description: A3 DESIGN SUMMARY _ _ _ _ •- • Min.Ratio Item Applied _ Capacity Governing Load Combination PASS 0,9353 Soil Bearing 2,806 ksf _ 3.0 ksf +D+0.750L+0.750S+0,5250E+H about X- PASS 2.885 Overturning-X-X 106.167 k-ft 306.256 k-ft +0.60D+0,70E+0,60H PASS 8.011 Overturning-Z-Z 23.40 k-ft 187,456 k-ft -460D+0.60W+0.60H PASS n/a Uplift 0,0 k 0.0 k No Uplift PASS 0,2714 Z Flexure(+X) 16.469 k-ft 60.680 k-ft +1.20D+0,50L+0.20S+E+1.60H PASS 0.2147 Z Flexure(-X) 13.031 k-ft 60,680 k-ft +1.20D+0.50L+0,20S+E+1.60H PASS 0.3993 X Flexure(+Z) 24.227 k-ft 60.680 k-ft +1.20D+0,50L+0,20S+E+1,60H PASS 0.1820 X Flexure(-Z) 11.046 k-ft 60.680 k-ft +1.200+1.60S+0.50W+1.60H PASS 0.190 1-way Shear(+X) 14.251 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.190 1-way Shear(-X) 14.251 psi 75.0 psi +1.20D+0.50L+0,20S+E+1.60H PASS 0,3243 1-way Shear(+Z) 24.326 psi 75.0 psi +1.20D+0.50L+0,20S+E+1.60H PASS 0.1420 1-way Shear(-Z) 10.652 psi 75.0 psi +1,200+0,50L+1.60S+1.60H PASS 0.3515 2-way Punching 52.729 psi 150.0 psi +1,20D+0,50L+0.20S+E+1.60H Detailed Results Soil Bearing � ___ - -__- --- ----- - -- - -- ------- Rotation Axis 8 `- Actual Soil--i wring Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z el,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0,7360 0,7360 n/a n/a 0,245 X-X,+D+L+H 3.0 n1a 0.0 1.080 1,080 n/a n/a 0.360 X-X.+D+Lr+H 3.0 nla 0.0 0,8923 0,8923 nla n/a 0.297 X-X,+D+S+H 3,0 n/a 0.0 1.174 1.174 n/a n/a 0.391 X-X,+D+0,750Lr+0.750L+H 3.0 n/a 0.0 1.111 1.111 n/a n/a 0.370 X-X,+D+0.750L+0.750S+H 3,0 n/a 0.0 1.322 1,322 nla n/a 0.441 X-X,+D+0.60W+H 3.0 nla 1,899 0.9068 1.147 n/a nla 0,382 X-X,+D+0.70E+H 3.0 n/a 13.353 0.2673 2.714 n/a n/a 0.905 X-X,+D+0.750Lr+0,750L+0,450W+H 3.0 n/a 1.10 1.239 1,419 n/a n/a 0.473 X-X,+D+0.750L+0,750S+0.450W+H 3,0 n/a 0.9497 1.450 1.630 n/a n/a 0,543 X-X,+D+0.750L+0.7505+0,5250E+H 3.0 n/a 7.908 0.9704 2.806 n/a nla 0.935 X-X,+0.60D+0.60W+0,60H 3.0 n/a 2.663 0.6124 0.8521 nla n/a 0,284 X-X.+0.60D+0.70E+0.60H 3.0 nla 16.640 0.0 2.421 nla n/a 0.807 Z-Z.+D+H 3.0 2.760 n/a nla n/a 0.6112 0.8609 0,287 Z-Z,+D+L+H 3.0 2.257 n/a n/a nla 0.930 1.230 0.410 Z-Z,+D+Lr+H 3.0 4,553 nla n/a nla 0.6426 1,142 0.381 Z-Z.+D+S+H 3.0 5.539 n/a n/a n/a 0.7741 1.573 0.524 Z-Z,+D+0.750Lr+0.750L+H 3.0 3.474 nla n/a n/a 0,8739 1.348 0,449 Z-Z,+D+0.750L+0,750S+H 3.0 4,302 n/a n/a n/a 0.9724 1.672 0.557 Z-Z,+D+0.60W+H 3.0 5,065 n/a n/a n/a 0.7071 1.346 0.449 Z-Z,+D+0,70E+H 3.0 2.126 nla n/a n/a 1.296 1.685 0,562 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 4.692 n/a n/a nla 0.9458 1.712 0,571 Z-Z,+D+0,750L+0.750S+0.450W+H 3.0 5.237 n/a n/a n/a 1.044 2.036 0,679 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 3,464 n/a n/a n/a 1,486 2.290 0.763 Z-Z,+0.60+0,60W4601-1 3.0 5.992 nfa nla nla 0.4626 1,002 0,334 Z-Z,+0.600+0,70E+0.60H 3.0 1.970 n/a nla n/a 1.052 1.341 0.447 _Overturning Stability Rotation Axis 8- - - - -- -- Load Combination... Overturning Moment Resisting Moment Stability Ratio Status_ X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+•H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 Wt Infinity OK X-X,+D+0.750L•+0.750S+H None 0,0 k-ft infinity OK X-X,+D+0.60W+H 10.40 k-ft 262.827 k-ft 25,272 OK X-X.+D+0,70E+H 106.167 k-ft 381.627 k-ft 3.595 OK X-X,+D+0.750Lr+0.750L+0.450W+H 7.80 k-ft 340,227 k-ft 43,619 OK X-X,+D40,750L+0,7505+0,450W+H 7.80 k-ft 394.227 k-ft 50.542 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. General Footing _,- - -_- Fi:e-c'JOCOME-ttClononVAYDOCU-ITNERCA-117958,•a8 ENERCALC,INC 198&201b.BuiM;815.t?.9.Ver8.0.2b Description: A3 Overtuming Sttabpky Rotation Axis& Load Combination... Overturning Moment y - Resistin Moment Stabili Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H 79.625 k-ft 483.327 k-ft 6,070 OK X-X,+0,60D+0.60W+0.60H 10.40 k-ft 187.456 k-ft 18.025 OK X-X,+0.60D+0.70E+0,60H 106,167 k-ft 306.256 k-ft 2.885 OK Z-Z,+D+H 10,833 k-ft 168.427 k-ft 17.393 OK Z-Z,+D+L+H 13.0 k-ft 276.427 k-ft 21.264 OK Z-Z.+D+Lr+H 21.667 k-ft 228.427 k-ft 10.543 OK Z-Z,+D-+S+H 34.667 k-ft 300.427 k-ft 8,666 OK Z-Z,•+D+0.750Lr+0.750L+H 20.583 k-ft 284.427 k-ft 13.818 OK Z-Z,+D+0.750L+0,750S+H 30.333 k-ft 338.427 k-ft 11,157 OK Z-Z,+D+0.60W+H 27.733 k-ft 262.827 k-ft 9.477 OK Z-Z,+D+0,70E+H 16.90 k-ft 381.627 k-ft 22.581 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 33,258 k-ft 340.227 k-ft 10.230 OK Z-Z,+D+0.750L+0.750S+0.450W+H 43.008 k-ft 394.227 k-ft 9.166 OK Z-Z.+D+0.750L+0.750S+0,5250E+H 34.883 k-ft 483.327 k-ft 13.866 OK Z-Z.+0.60D+0.60W+0.60H 23.40 k-ft 187.456 k-ft 8.011 OK Z-Z,+0.600-470E460H 12,567 k-ft 306.256 k-ft 24,371 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side 7 Bot or Top 7 in^2 _ in^2 in^2 _ k-ft X-X,+1.400+1.60H 4,725 +Z Bottom 0.5616 Min Temo% 0.6050 60.680 OK X-X,+1,40D+1.60H 4,725 -Z Bottom 0.5616 Min Temp% 0,6050 60.680 OK X-X,+1:20D+0.50Lr+1.60L+1,60H 9,075 +Z Bottom 0.5616 Min Temp% 0,6050 60.680 OK X-X,+1.20D+0.50Lr+1:60L+1.60H 9,075 -Z Bottom 0,5616 Min Temp% 0,6050 60.680 OK X-X:+1.20D+1.601-+0.50S+1.60H 10.20 +Z Bottom 0,5616 Min Temp% 0,6050 60.680 OK X-X,+1.20D+1.60L+0.50S+1,60H 10.20 -Z Bottom 0,5616 Min Temp% 0,6050 60.680 OK X-X.+1.20D+1,60Lr+0.50L+1 60H 7.425 +Z Bottom 0.5616 Min Temp% 0,6050 60,680 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 7,425 -Z Bottom 0.5616 Min Temp% 0.6050 60.680 OK X-X,+1,20D+1.6OLr+U.50W+1.60H 8.529 +Z Bottom 0.5616 Min Temp% 0,6050 60.680 OK X-X,+1.20D+1.60Lr+0,50W+1.60H 7.446 -Z Bottom 0.5616 Min Temp% 0.6050 60.680 OK X-X.+1,20D+0,50L+1.60S+1.60H 11,026 +Z Bottom 0.5616 Min Temp% 0.6050 60.680 OK X-X,+1,20D+0.50L+1.60S+1.60H 11,025 -Z Bottom 0.5616 Min Temp% 0.6050 60.680 OK X-X,+1.20D+1.60S+0,50W+1.60H 12.129 +Z Bottom 0.5616 Min Temp% 0.6050 60,680 OK X-X,+1.20D+1.60S+0.50W+1,60H 11.046 -Z Bottom 0.5616 Min Temo% 0.6050 60.680 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 11,008 +Z Bottom 0.5616 Min Temp% 0.6050 60,680 OK X-X,+1.20D+0.50Lr+0:50L+W+1.60H 8.842 -Z Bottom 0,5616 Min TemD% 0.6050 60.680 OK X-X,+1.20D+0,50L+0.50S+W+1.60H 12.133 +Z Bottom 0.5616 Min Temp% 0.6050 60.680 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 9.967 -Z Bottom 0,5616 Min Temp% 0.6050 60.680 OK X-X,+1.20D+0:50L+0.20S+E+1.60H 24.227 +Z Bottom 0.5616 Min Temp% 0.6050 60.680 OK X-X,+1.20D+0,50L+0.20S+E+1.60H 6.273 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK X-X.+0.90D+W+0.90H 7,996 +Z Bottom 0.5616 Min hemp% 0.6050 60,680 OK X-X.+0,90D+W+0,90H 5.829 -Z Bottom 0.5616 Min Temp% 0,6050 60.680 OK X-X.+0,90D+E+0.90H 21.141 +Z Bottom 0,5616 Min Temp% 0.6050 60,680 OK X-X:+0,90D+E+0.90H 2.185 -Z Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1,40D+1.60H 3.777 -X Bottom 0,5616 Min Temp% 0.6050 60.680 OK Z-Z,+1.40D+1:60H 5.673 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 7.708 -X Bottom 0.5616 Min Two% 0,6050 60.680 OK Z-Z,+1.20D+0,50Lr+1.60L+1.60H 10.442 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+1.60L+0.505+1.60H 8.427 -X Bottom 0.5616 Min Temo% 0,6050 60.680 OK Z-Z,+1,20D+1.60L+0.50S+1,60H 11.973 +X Bottom 0,5616 Min Temp% 0.6050 60.680 OK Z-Z,+1,20D+1:60Lr+0.50L+1.60H 5.462 -X Bottom 0.5616 Min TemD% 0.6050 60,680 OK Z-Z,+1.20D+1,60Lr+0,50L+1,60H 9,388 +X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 5,212 -X Bottom 0.5616 Min Temp% 0.6050 60.680 OK Z-Z,+1.20D+1:60Lr+0:50W+1:60H 10,763 +X Bottom 0.5616 Min Temp% 0.6050 60,680 OK Z-Z,+1,20D+0.50L+1,60S+1.60H 7.762 -X Bottom 0.5616 Min Temp% 0,6050 60.680 OK Z-Z,+1:20D+0.50L+1.60S+1,60H 14.288 +X Bottom 0.5616 Min Temp% 0.6050 60,680 OK Z-Z:+1,20D+1.60S+0.50W+1.60H 7.513 -X Bottom 0.5616 Min Temp% 0.6050 60.680 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 15.662 +X Bottom 0.5616 Min Temp% 0.6050 60.680 OK Z-Z,+1:20D+0.50Lr+0.50L+W+1,60H 6.947 -X Bottom 0,5616 Min TemD% 0.6050 60.680 OK Z-Z,+1:20D+0.50Lr+0:50L+W+1,60H 12.903 +X Bottom 0,5616 Min TemD% 0.6050 60.680 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 7,666 -X Bottom 0,5616 Min TemD% 0.6050 60.660 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 14.434 +X Bottom 0.5616 Min Temp% 0.6050 60.680 OK Z-Z,+1,20D+0.50L+0,20S+E+1.60H 13.031 -X Bottom 0.5616 Min TemD% 0.6050 60.680 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. General Footing F6e=c:1DOCUME-10intonVAY000U-i%E0ERCA-111958.ec6 y ENFRCAI.C,INC.1983 2015,0uld:6.15.12.9,Ver.6.0.25 Description: A3 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status- k-ft Side_? Bot or Top? in"2 in^2 in^2 k-ft Z-Z,+1.20D-t0.50L+0,20S+E+1.60H 16,469 +X Bottom 0,5616 Min Temo% 0.6050 60.680 -` OK Z-Z,+0.90D+W+0,90H 4.543 -X Bottom 0,5616 Min Temo% 0,6050 60.680 OK Z-Z,+0.90D+W-*0,90H 9.282 +X Bottom 0,5616 Min Temo% 0.6050 60,680 OK Z-Z,+0.901)+E-4901-1 10.512 -X Bottom 0.5616 Min TemD% 0.6050 60,680 OK Z-Z.+0.901)+E+0.90H 12,813 +X Bottom 0,5616 Min Temp% 0.6050 60.680 OK One Way Shear Load Combination... Vu •X Vu @+X Vu -Z Vu +Z Vu:Max Phi Vn Vu I Phi'Vn Status +1.40D+1,60H 4.565 osi 4.565 osi 4.565 osi 4.565 Dsi 4.565 osi 75 Dsi 0,06087 OK +1,20D+0,50Lr+1.60L+1.60H 8,768 psi 8,768 psi 8,768 osi 8.768 osi 8.768 psi 75 Dsi 0.1169 OK +1,20D+1,60L+0.50S+1,60H 9.855osi 9.855Dsi 9,855osi 9.855osi 9.855Dsi 75 osi 0.1314 OK +1,20D+1.60Lr+0,50L+1.60H 7.174 psi 7.174 DSi 7.174 Dsi 7.174 osi 7.174 psi 75 psi H9565 OK +1,20D+1.60Lr+0,50W+1.60H 7.717 osi 7,717 osi 7.142 Dsi 8.293 Dsi 8.293 osi 75 osi 0.1106 OK +1,20D+0.50L+1,60S+1.60H 10.652 Dsi 10.652 osi 10,652 Dsi 10,652 osi 10.652 Dsi 75 ost 0,142 OK +1.20D+1.60S+0,50W+1,60H 11.196 usi 11.196 osi 10.62 Dsi 11.771 nsi 11.771 osi 75 Dsi 0.157 OK +1,20D+0,50Lr+0.50L+W+1.60H 9.589 osi 9.589 osi 8.438 osi 10,741 osi 10.741 osi 75 osi 0.1432 -01K +1,20D+0,50L+0.50S+W+1.60H 10,676 Dsi 10.676 Dsi 9.525 psi 11.828 psi 11,828 osi 75 psi 0.1577 OK +1.20D+0.50L+0.20S+E+1,60H 14.251 psi 14,251 osi 4.177 psi 24.326 osi 24,326 psi 75 Dsi 0,3243 OK +0,90D+W+0,90H 6.679 osi 6.679 Dsi 5,527 Dsi 7.83 psi 7.83 Dsi 75 Dsi 0,1044 OK +0,90D+E+0.90H 11.268 osi 11.268 osi 1,193 Dsi 21.344 Dsi 21,344 osi 75 osi 0.2846 OK Punching Shear All units k Load Combination... Vu P_h_rVn Vu I Phi'Vn Status +1.40D+1.60H --- 16,891 Dsi 150psi 0,1126 -- --- OK +1,20D+0.50Lr+1.60L+1.60H 32.442 Dsi 150nsi 0.2163 OK +1.20D+1,60L+0.505+1.60H 36.464 osi 150Dsi 0.2431 OK +1.20D+1,60Lr+0.50L+1,60H 26.543 osi 150osi 0.177 OK +1.20D+1,60Lr+0,50W+1.60H 28.554 osi 150Dsi 0.1904 OK +1.200+0.50L+1.60S+1.60H 39.413 Dsi 150Dsi 0.2628 OK +120D+1.60S+0,50W+1.60H 41.424 Dsi 150Dsi 0,2762 OK +1.20D+0.50Lr+0,50L+W+1,60H 35.481 osi 150osi 0.2365 OK +1.20D+0.50L+0,50S+W+1.60H 39,502 psi 150psi 0.2633 OK +1.20D+0,50L+0.20S+E+1,60H 52.729 psi 150osi 0.3515 OK +0.90D+W+0.90H 24,711 Dsi 150osi 0,1647 OK +0.90D+E+0.90H 41,692 Dsi 150Dsi 0.2779 OK Title Block Line t Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, General F r,+e-�,oc�cu►,+E-I�ClmtwWY ootin o ocu-1�wEHCA-n7ssa.�6 {, g F RCAM INC 1983 2015.Ruiki:6.15.12.9.Ver.6.0.25 1 KW-08008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: G3 Code References - - — Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength 2,50 ksi Allowable Soil Bearing 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth - ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below - ft Min.Overturning Safety Factor = 1 0 : 1 Min.Sliding Safety Factor 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth - ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure . No Use Pedestal wt for stability,mom&shear No Dimensions ------------- Width parallel to X-X Axis - 6.0 ft Length parallel to Z-Z Axis - 6.0 ft Footing Thicknes - 18.0 in - — e r i i Pedestal dimensions... — - - px:parallel to X-X Axis = in pz:parallel to Z-Z Axis in Height in I 1 m Rebar Centerline to Edge of Concrete.,. at Bottom of footing = 3.0 in Reinforcin _-....m , I. s' " Bars parallel to X-X Axis Number of Bars 8.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 8.0 Reinforcing BarSizr = # 5 '�;, a ea�.= 1� � e•ase.n Bandwidth Distribution Check (ACI 15,4,4,2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads— -- — - -- -- - - --- - - - - p- ____— Lr --L - S - IN E H - P:Column Load - 35.0 16.0 24.0 34.0 24.0 2.0 k OB:Overburden ksf M-xx _ k-ft M-zz k-ft V-x k V-z k Title Block Line 1 Project Title: You can change this area Engineer: Project ID; using the"Settings"menu item Project Doscr: and then using the"Printing& Title Block"selection, General Footing File=c:1D0CtJME-11Clin:oilWYD0CU-MNERCA-17%8.ec0 ENERCAIC,INC-19n20i5,Boiid:6.15.12.9,Vor6,0.75 �.�1 e • Descnphon: G3 DESIGN SUMMARY _ e Min.Ratio Item Applied^� Capacity Governing Load Combination PASS 0,8993 Soil Bearing 2.698 ksf 3.0 ksf +D+0,750L+0,7505+0.450W+H about Z-i PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6019 Z Flexure(+X) 13,550 k-ft 26.996 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0,5019 Z Flexure(-X) 13.550 k-ft 26.996 k-ft +1.20D+0.50L+1,60S+1.60H PASS 0.5019 X Flexure(+Z) 13.550 k-ft 26.996 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0,5019 X Flexure(-Z) 13.550 k-ft 26.996 k-ft +1,20D+0,50L+1.60S+1,60H PASS 0,4015 1-way Shear(+X) 30.111 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4015 1-way Shear(-X) 30,111psi 75.0 psi +1,20D-+0,50L+1.60S+1,60H PASS 0.4015 1-way Shear(+Z) 30.111 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4015 1-way Shear(-Z) 30.111 psi 75.0 psi +1.20D+0.50L+1,605+1.60H PASS 0,7708 2-way Punching 115.627 psi 150.0 psi +1.20D+0.50L+1,605+1,60H Detailed Results Soil Rotation Axis& 'Actual Soil Saarin Stress Actual I Allowable Load Combination... __. Gross Allowable _ Xecc Zecc Bottom,-Z Top,+Z Leff X Right,+X _ Ratio X-X,+D+H - 3.0 nla 0.0 1,190 1.190 n/a n/a 0,397 X-X,+D+L+H 3.0 n/a 0.0 1.856 1.856 n/a n/a 0?619 X-X.+D+Lr+H 3.0 nla 0.0 1634 1.634 n/a n/a QM45 X-X,+D+S+H 3.0 n/a 0,0 2,134 2.134 n/a n/a 0,711 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 2,023 2.023 n/a n/a 0.674 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 2,398 2.398 nla n/a 0,796, X-X,+D+0.60W+H 3.0 n/a 0.0 1.590 1.590 n/a n/a 0.530 X-X.+D+0.70E+H 3.0 nla 0.0 1.229 1,229 n/a n/a 0.410 X-X,+D+0.750Lr+0,750L+0.450W+H 3.0 n/a 0.0 2.323 2.323 n/a n/a 0.774 X-X,+D+0.750L+0.7505+0A50W+H 3.0 n/a 0.0 2,698 2.698 n/a n/a 0.899 X-X.+D+0,750L+0.750S+0,5250E+H 3.0 n/a 0.0 2.427 2.427 n/a n/a 0.809 X-X,+0,60D-460W+0.60H 3.0 n/a 0.0 1.114 1,114 n/a n/a 0 371 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.7527 0.7527 n/a n/a 0,251 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 1.190 1.190 0.397 Z-Z,+D+L+H 3,0 0.0 n/a nla n/a 1.856 1.856 0.619 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 1.634 1.634 0,545 Z-Z,+D+S+H 3.0 0,0 n/a n/a n/a 2.134 2,134 0,711 Z-Z.+D+0,750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 2.023 2.023 0,674 Z-Z,+D+0,750L+0,750S+H 3.0 0.0 n/a n/a n/a 2,398 2.398 0 799 Z-Z,+D+0.60W+H 3.0 0.0 n/a n/a n/a 1.590 1.590 0.530 Z-Z.+D+0.70E+H 3.0 0.0 n/a n/a n/a 1,229 1.229 0,410 Z-Z,+D+0.750Lr+0.750L+0,450W+H 3.0 D,0 n/a n/a n/a 2,323 2,323 0774 Z-Z.+D+0.750L+0,750S+0.450W+H 3.0 0.0 n/a n/a n/a 2,698 2,698 0.899 Z-Z.+D+0.750L+0,750S+0.5250E+H 3.0 0.0 n/a n/a n/a 2.427 2,427 0.809 Z-Z,+0,60D+0.60W+0,60H 3.0 0.0 n/a n/a nla 1.114 1.114 0,371 Z-Z,+0.60D+0.70E+0.60H 3.0 0,0 n/a n/a n/a 0,7527 0.7527 0,251 Overturning Stability Load Combination..,_ OverturninS Moment Resisting oment_ Stabi�Ratio Status Footing Has NO Overturning Sliding Stability _ All units k Force Application Axis Load Combination.,. Sliding.ForCe Resisting Force SlMng SafetyRatio Status Footing Has NO Sliding Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection, General Fooatin -—- - - --He••a�o=ME-t1CG ftm%MYDDCU-i ENERCA-117M.a6 g ENERCALC.INC.19632015,Bupd:6.16A2,9,Ve 6.0.26 DESIGN Description: r,] Footing Flexure Flexure Axis&Load Combination , Mu Which Tension @ As Req`d Gvrn.As Actual As Phi•Mn Status k ft Side 4 Bot or Top 7 M"2 In"2 inA2 k-ft X-X.+1.40D+1.60H 6.125 +Z Bottom 0.3888 Min Temp% 0,4133 26.996 OK X-X.+1.40D+1.60H 6.125 -Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, -- - 'a-11L 1nr1;Mlr, 14"1 General Footing _ F+le=c:aOCUIAE-�»G amlWDOCU-tWMaCA-i%79W;•G CNERCAI.C.INC,1903-2015,9010.15,179,Ver,6.0,25 KW-46-00*1-3-0 Licensee:STRUCTURAL DESIGN ASSOCIATES Descrrptron: Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd_ Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 _ _ k-ft X-X,+1.20D+0.50Lr+1.60L+1.60H 11,050 +Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+1,20D-+0.50Lr+1.60L+1,60H 11.050 -Z Bottom 0.3888 Min TemD% 0,4133 26.996 OK X-X,+1.20D+1.60L+0,50S+1,60H 12.175 +Z Bottom 0.3888 Min Temp% 0,4133 26.996 OK X-X,+1.20D+1.60L+0,50S+1,60H 12.175 -Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+1,20D+1.60Lr+0,50L+1.60H 9.950 +Z Bottom 0,3888 Min Temo% 0.4133 26.996 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 9.950 -Z Bottom 0,3888 Min Temp% 0,4133 26.996 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 9.950 +Z Bottom 0.3888 Min Temp% 0,4133 26.996 OK X-X.+1.20D+1.60Lr+0.50W+1,60H 9.950 -Z Bottom 0.3888 Min Temp% 0.4133 26,996 OK X-X,+1.20D+0,50L+1.60S+1,60H 13.550 +Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+1,20D+0.50L+1.60S+1,60H 13.550 -Z Bottom 0.3888 Min Temp% 0,4133 26.996 OK X-X,+1.20D+1.60S+0.50W+1.60H 13.550 +Z Bottom 0.3888 Min Temp% 0,4133 26.996 OK X-X,+1.20D+1.60S+0.50W+1,60H 13.550 -Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+1.20D+0,50Lr•+0.50L+W+1.60H 10.750 +Z Bottom 0.3888 Min Temp% 0,4133 26.996 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 10.750 -Z Bottom 0.3888 Min Temp% 0.4133 26.996 OK X-X,+1.20D+0,50L+0.50S+W+1,60H 11,875 +Z Bottom 0,3888 Min Temp% 0.4133 26.996 OK X-X,+1.20D+0.50L+0.5DS+W+1.60H 11.875 -Z Bottom 0.3888 Min Temp% 0,4133 26.996 OK X-X,+1.20D+0.50L+0,20S+E+1,60H 7.850 +Z Bottom 0.3888 Min Temo% 0,4133 26.996 OK X-X,+1.20D+0,50L+0,20S+E+1,60H 7.850 -Z Bottom 0,3888 Min Temp% 0.4133 26.996 OK X-X,+0.90D+W+0,90H 6.938 +Z Bottom 0.3888 Min Temp% 0,4133 26.996 OK X-X,+0,90D+W+0.90H 6.938 -Z Bottom 0,3888 Min Temp% 0.4133 26.996 OK X-X,+0.90D+E+0.9DH 4.188 +Z Bottom 0.3888 Min Temp% 0.4133 26,996 OK X-X,+0.90D+E+0.901-1 4.188 -Z Bottom 0.3888 Min Temp% 0,4133 26,996 OK Z-Z,+1.40D+1.60H 6.125 -X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1.40D+1.60H 6.125 +X Bottom 0,3888 Min Temp% 0,4133 26.996 OK Z-Z,+1,20D+0,50Lr+1.60L+1.60H 11,050 -X Bottom 0.3888 Min Temp% 0.4133 26,996 OK Z-Z,+1,20D+0,50Lr+1.60L+1,60H 11.050 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z.+1.20D+1,60L-+0.50S+1.60H 12.175 -X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1,20D+1.60L+0,50S+1,60H 12.175 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1,20D+1.60Lr+0,50L+1.60H 9.950 -X Bottom 0.3888 Min Terno% 0.4133 26.996 OK Z-Z,+1.20D+1,60Lr+0.50L+1.60H 9.950 +X Bottom 0,3888 Min Temp% 0,4133 26.996 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 9.950 -X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1.20D+1.60Lr+0.50W+-1.60H 9.950 +X Bottom 0.3888 Min Temp% 0,4133 26,996 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 13.550 -X Bottom 0.3888 Min Temo% 0 4133 26.996 OK Z-Z,+1.20D+0,50L+1,60S+1.60H 13.550 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z.+1.20D+1,60S+0.50W+1,60H 13,550 -X Bottom 0.3888 Min Temp% 04133 26.996 OK Z-Z,+1,20D+1.60S+0,50W+1,60H 13,550 +X Bottom 0,3888 Min Temp% 0.4133 26.996 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 10,750 -X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1,60H 10.750 +X Bottom 0.3888 Min Temp% 0,4133 26.996 OK Z-Z,+1,20D+0,50L+0,50S+W+1.60H 11,875 -X Bottom 0,3888 Min Temp% 0.4133 26,996 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 11.875 +X Bottom 0.3888 Min Temp% 0.4133 26.996 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 7,850 -X Bottom 0.3888 Min Temp% 0,4133 26,996 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 7.850 +X Bottom 0.3888 Min Temp% 0.4133 26,996 OK Z-Z,+0.90D+W+0,90H 6.938 -X Bottom 0.3888 Min Temp% 0,4133 26.996 OK Z-Z,+0.90D+W+0,90H 6,938 +X Bottom 0.3888 Min Temp% 4 0.4133 26.996 OK Z-Z.+0.90D+E+0.90H 4.188 -X Bottom 0.3888 Min Temp% 0,4133 26.996 OK Z-Z.+0.9DD+E+0.90H 4.188 +X Bottom 0,3888 Min Temp% 0.4133 26,996 OK One Way Shear Load Combination... Vu •X Vu a+X Vu Z Vu +Z Vu:Max Phi Vn Vu I Phl"Vn Status +1.40D+1.60H 13,611 psi 13.611 psi 13,611 psi 13.611 psi 13.611 psi 75 psi 0.1815 OK +1.20D+0,50Lr+1.60L+1.60H 24.556 psi 24.556 psi 24.556 psi 24.556 psi 24,556 psi 75 psi 0.3274 OK +1.200+1.60L+0,50S+1,60H 27,056 osi 27.056 psi 27.056 psi 27.056 psi 27.056 psi 75 psi 0.3607 OK +1.20D+1.60Lr+0.50L+1.60H 22.111 psi 22.111 psi 22.111 psi 22.111 psi 22.111 psi 75 psi 0,2948 OK +1,20D+1.60Lr+0.50W+1.60H 22.111 psi 22.111 Dsi 22,111 psi 22.111 psi 22.111 psi 75 psi 0.2948 OK +1.20D+0.50L+1,60S+1,60H 30,111 Dsi 30,111 psi 30,111 psi 30.111 psi 30.111 psi 75 psi 0.4015 OK +1.20D+1.60S+0.50W+1.60H 30.111 psi 30.111 psi 30.111 Dsi 30.111 psi 30,111 psi 75 Dsi 0.4015 OK +1.20D+0.50Lr+0.50L+W+1.60H 23.889 psi 23.889 psi 23.889 Dsi 23.889 Dsi 23.889 Dsi 75 Dsi 0.3185 OK +1.20D+0.50L+0.50S+W+1.60H 26,389 Dsi 26.389 Dsi 26.389 psi 26,389 psi 26,389 psi 75 Dsi 0,3519 OK +1.20D+0.50L+0.20S+E+1,60H 17,444 psi 17,444 psi 17,444 psi 17.444 psi 17,444 Dsi 75 Dsi 0,2326 OK +0.90D+W+0,90H 15.417 psi 15.417 psi 15.417 Dsi 15.417 psi 15.417 psi 75 Dsi 0.2056 OK +0.90D+E+0,90H 9.306 Dsi 9,306 psi 9.306 psi 9.306 Dsi 9.306 Dsi 75 Dsi 0.1241 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Protect Descr: and then using the"Printing& Title t3tork"selection I General Footin rig=c:IDOCUML-11ClintonudY000U�IIENERCA�N7958ecG g ENERCALC INC M8i2015,RuMA15.129.Voc6.0.25 0.11tASSOCIATES- B nscripliori. I,,i Punching Shear All units k Load Combination... V_u Phi'Vn _ Vu l Phi"Vn S_ _tatus +1,40D+1.60N�. _ v52,267osi __-t50t�si Q,3484 OK +1.20D+0,50Lr+1.60L+1,60H 94.293 psi 15003i 0.6286 OK +1,200+1.60L+0,505+1,60H 103.893 osi 1500si 0.6926 OK +1.20D+1,60Lr+0,50L+1,60H 84,907 psi 15005i 0,566 OK +1,20D+1,60Lr+0.50W+1,60H 84.907 psi 150osi 0,566 OK +120D+0,50L+1,60S+1.60H 115.627 psi 150osi 0.7708 OK +1,200+1.605+0,50W+1,60H 115.627 psi 1501)3 0.7708 OK +1.20D4,50Lr+0.50L+W+1.60H 91.733 psi 150osi 0.6116 OK +1.20D+0,50L+0,50S+W+1,60H 101.333 psi 150psi 0,6756 OK +1.20 4.50L 1020S 1 E i 1,60H 66,987 psi 150 psi 0.4466 OK +0,90D+W+0.90H 592 psi 150osi 0.3947 OK +0.9DD+E+0.90H 35.733 psi 1501)5i 02382 OK Title Block Line 1 Project Title: You can change this area En sneer: Project ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. ,+IIKI:Xtb I-*V1,1 General Footin Fie-c OCUME-11Chn1pn1 Y000U-11ENERCA-iS7W" g ENERCALC,INC 1983-2015.BLAJA15.12.9,Ver.6.025 Descnptfon: M3 Code References _ Calculations per ACI 318-08, IBC 2009, CEIC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2,50 ksi Allowable Soil Bearing - 3.0 ksf fy:Rebar Yield - 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) 350.0 pcf Concrete Density = 145,0 pcf Soil/Concrete Friction Coeff. 0.40 cp Values Flexure - 0.90 Shear - 0.750 Increases based on Footing Depth Analysis Settings Footing base depth below soil surface - ft Min Steel%Bending Reinf, = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0.00180 when footing base is below ft Min,Overturning Safety Factor = 1.0 :1 Min,Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowabte pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater Char ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions _ Width parallel to X-X Axis = 6.0 ft Length parallel to Z-Z Axis . = 6.0 ft Footing Thicknes = 26.0 in i 1 t I ; I Pedestal dimensions,.. - - - px:parallel to X-X Axis = in t pz:parallel to Z-Z Axis = in Height - in t Rebar Centerline to Edge of Concrete,., ( r I at Bottom of footing = 3,0 in _ �1 Reinforcin- ____ Bars parallel to X-X Axis Number of Bars 8.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars - 8.0 Reinforcing Bar Sizr = # 6 �-�3II+• t�ti 11-f�OM Yp Bandwidth Distribution Check (AC I 16,4.4.2) '^ _— - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads _ - D Lr .L �8 W - E - H P:Column Load = 8,0 9.0 1,0 24.0 28.0 33.0 k OB:Overburden = ksf M-xx = k-ft M-zz - k-ft V-x = 4,0 5.0 1.0 11.0 15.0 7.0 k V-z = 8.0 22.0 k Title Block Line i Project Title: You can change this area En sneer: Project ID: using the"Settings"menu item Pro BCt Descv and then using the"Printing& Title Block"selection, I General Footin T File-e.>,DOCUME-1lC6ntonWDocu-SIENERCA=i%rss w6 g ENERCALC,INC 19032015,BuIWI.15.12.9.Ver 6.0.25 KW-06008130STRUCTURAL Description: M3 DESIGN SUMMARY - Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8587 Soil Bearing 2.576 ksf 3.0 ksf +D+0,750L+0,7505+0.450W+H about Z-i PASS 3,119 Overturning-X-X 33,367 k-ft 104.058 k-fl +0.60D+0.70E+0.60H PASS 3,448 Overturning-Z-Z 24.70 k-ft 85,158 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2232 Z Flexure(+X) 13.147 k-ft 58.89B k-ft +1,20D+1,60S+0.50W+1,60H PASS 0.05722 Z Flexure(X) 3.370 k-ft 58,898 k-ft +1,20D+0,50l_A.20S+E+1,60H PASS 0.1691 X Flexure(+Z) 9.959 k-ft 58,898 k-ft +1,20D+0,50L+0.20S+E+1.60H PASS 0.1193 X Flexure(-Z) 7.028 k-ft 58.898 k-ft +1.20D+1,60S+0,50W+1,60H PASS 0,09152 1-way Shear(+X) 6.864 psi 75.0 psi +1.20D+1,60S+0.50W+1,60H PASS 0.09152 1-way Shear(-X) 6.864 psi 75.0 psi +1,20D+1,605+0.50W+1.60H PASS 0,1282 1-way Shear(+Z) 9.613 psi 75.0 psi +1.20D+0,50L+0.205+E+1.60H PASS 0.08107 1-way Shear(-Z) 6.080 psi 75,0 psi +1.20D+1.60S+0,50W+1,60H PASS 0.1736 2-way Punching 26.045 psi 150.0 psi +1.20D+1.605+0.50W+1.60H Detailed Results-_ - ^ Soil Bearing Rotation Axis& Actual Soll Bearing Stress Actual I Allowable Load Combination... _ Gross Allowable _Xe_cc Zecc Bottom,-Z Top,+Z Left,-X Right,+X _Ratio X-X,+D+H 3.0 n/a e 0.0 0.5364 0,5364 nla n/a 0,179 X-X,+D+L+H 3.0 n/a 0.0 0.5642 0,5642 nla n/a 0.188 X-X,+D+Lr+H 3.0 n/a 0.0 0,7864 0.7864 n/a n/a 0 262 X-X,+D+S+H 3.0 n/a 0.0 1.203 1.203 Ma n/a 0.401 X-X,+0+0.750Lr+0.750L+H 3.0 n/a 0.0 0,7447 0.7447 nla n/a 0,248 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.057 1.057 n/a nla 0,352 X-X,+D+0,60W+H 3.0 n/a 3,456 0.7190 1.287 n/a n/a 0.429 X-X,+D+0,70E+H 3.0 n/a 9.441 0.2667 2.089 n/a n/a 0.6% X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 nla 2.375 0.8817 1.308 nla n/a 0.436 X-X,+D+0,750L+0.750S+0A50W+H 3.0 n/a 1.848 1.194 1.620 n/a n/a 0.540 X-X,+D+0,750L+0.750S+0,5250E+H 3.0 n/a 5.422 0.8549 2.222 n/a nla 0.741 X-X.+0,60D+0.60W+0,60H 3.0 n/a 4.397 0.5044 1.073 n/a n/a 0.358 X-X,+0.60D+0,70E+0.60H 3.0 n/a 11.544 0.05210 1.875 n/a n/a 0.625 Z-Z,+D+H 3,0 5.386 n/a n/a nla 0,2997 0.7731 0.258 Z-Z,+D+L+H 3.0 6.401 nla n/a n/a 0.2683 0.8601 0,287 Z-Z,+D+Lr+H 3,0 8.266 n/a n18 n/a 0,2538 1,319 0,440 7-7.+I)+S+H 3.0 9,005 n/a nla n/a 0,3153 2.091 0.697 Z-Z,+D+0,750Lr+0,750L+H 3.0 8,243 n/a n/a n/a 0,2417 1.248 0.416 Z-Z,+D+0,750L+0.750S+H 3.0 8.881 n/a n/a n/a 0,2879 1.827 0,609 Z-Z,+D+0,60W+H 3.0 9,360 n/a n/a n/a 0,2337 1.772 0.591 Z-Z.+D+0.70E+H 3.0 5,456 n/a n/a n/a 0.6513 1.705 0,568 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 10,061 nla n/a n/a 0.1922 1.997 0,666 Z-Z.+D+0.750L+0,750S+0A50W+H 3.0 10136 nla n/a n/a 0.2384 2.576 0.869 Z-Z,+D+0,750L+0.7505+0.5250E+H 3.0 7,828 n/a n/a n/a 0,5516 2.525 0.842 Z-Z,+0.60D+0.60W+0,60H 3.0 10.442 n/a n/a n/a 0.113E 1.463 0.488 Z-Z,+0.60D+0,70E+0.60H 3.0 5,472 n/a n/a nla 0.5315 1.396 0,465 Overturning Stability Rotation Axis& T --Load Combination... ^� Overturning Moment _ Resistlnq Moment Stsbllity Ratio - Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0,0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0,0 k-ft Infinity OK X-X,+D+0.750Lr+0,750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0,750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H 10.40 k-ft 108,330 k4t 10,416 OK X-X,+D+0.70E+H 33,367 k-ft 127.230 k-ft 3.813 OK X-X,+D+0.750Lr+0,750L+0.450W+H 7.60 k-ft 116.230 k-ft 15.158 OK X-X,+D+0.750L+0.750S+0.450W+H 7.80 k-ft 151.980 k-ft 19,485 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Protect Descr: and then using the"Printing& Title Block"selection. General Footing RIO C60CUMt:4CiWi u-WV W-i�Neacn=iiissii.�s- ENF.RCAIC INC 19n2015,Buik1,6.15.12.9,Vec6.0.25 • Description M3 Overturning Stability Rotation Axis& y --- - - - -- Load Combination... Overturning Moment Resistin Moment Stablli Ratio Status - _ .,..� ----- . 9-- ��- --- - X-X,+D+0,750L-4750S+0,5250E+H 25.025 k-ft 166.155 k-ft 6.640 OK X-X,+0.60D+0.60W+0.60H 10.40 k-ft 85.158 k-h 8.188 OK X-X,+0,601)+0.70E+0,60H 33.367 k-ft 104.058 k-ft 3.119 OK Z-Z,+D+H 8.667 k-ft 57,930 k-ft 6.684 OK Z-Z,+D+L+H 10.833 k-ft 60,930 k-ft 5.624 OK Z-Z.+D+Lr+H 19.50 k-ft 84.930 k-ft 4,355 OK Z-Z,+D+S+H 32.50 k-ft 129.930 k-ft 3.998 OK Z-Z,+D+0,750Lr+0.750L+H 18,417 k-ft 80.430 k-ft 4.367 OK Z-Z,+D-4750L+0,750S+H 28.167 k-ft 114.180 k-ft 4.054 OK Z-Z,+D+0.60W+H 28.167 k-ft 108.330 k-ft 3.846 OK Z-Z,+D+0.70E+H 19.283 k-ft 127,230 k-ft 6.598 OK Z-Z,+D+0.750Lr+0,750L+0.450W+H 33.042 k-ft 118.230 k-ft 3,578 OK Z-Z,+D+0.750L+0.750S+0,450W+H 42.792 k-ft 151,980 k-ft 3.552 OK Z-Z,+D+0.750L+0,750S+0,5250E+H 36,129 k-ft 166.155 k4t 4.599 OK Z-Z,+0,60D+0,60W+0.60H 24.70 k-ft 85,158 k-ft 3.448 OK Z-Z,+0,60D+0,70E+0,60H 15.817 k-ft 104.058 k-ft 6.579 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd u Gvm.As Actual As PhrMn Status T_ k-ft Side? Bot or Top? in^2 in^2 in"2 k-t X-X,+1.40D+1.60H 1.40 +Z Bottom 0.5616 Min Temo% 0.5867 58.898 OK X-X,+1,40D+1.60H 1.40 -Z Bottom 0.5616 Min Temo% 0.5867 58.898 OK X-X,+1.20D+0,50Lr+1.60L+1.60H 1.963 +Z Bottom 0.5616 Min Temp% 0,5867 58.898 OK X-X,+1.20D+0,50Lr+1.60L+1,60H 1.963 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1.20D+1.60L+0,50S+1.60H 2.90 +Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.90 -Z Bottom 0.5616 Min Temp% 0,5867 58.898 OK X-X,+1,20D+1.601-r+0.50L+1.60H 3,063 +Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1,20D+1.60Lr+0.501-+1.60H 3.063 -Z Bottom 0,5616 Min Temp% 0,5867 58,898 OK X-X,+1.20D+1,60Lr+0,50W+1,60H 5.472 +Z Bottom 0.5616 Min Temp% 0,5867 58.898 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 4.028 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1,20D+0,50L+1,60S+1.60H 6.063 +Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1.20D+0,50L+1.60S+1.60H 6,063 -Z Bottom 0.5616 Min Temp% 0,5867 58,898 OK X-X,+1,20D+1.60S+0,50W+1.60H 8,472 +Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.200+1.60S+0.50W+1.60H 7,028 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1.20D+0.50Lr+0.50L+W+-1.60H 6.769 +Z Bottom 0.5616 Min Temp% 0,5867 58.898 -OK X-X,+1.201)+0.501-r+0.50L+W+1.60H 3.881 -Z Bottom 0.5616 Min TemD% 0.5867 58,898 OK X-X.+1.201)+0.50L+0.50S+W+1.60H 7,707 +Z Bottom 0.5616 Min TemD% 0,5867 58.898 OK X-X.+1.200+0.50L+0.50S+W+1.60H 4,818 -Z Bottom 0.5616 Min TemD% 0.5867 58.898 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 9.959 +Z Bottom 0,5616 Min Temp% 0,5867 58.898 OK X-X.+1.201)+0.501-+0.20S+E+1.60H 2.016 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+0,90D-*W+0,90H 5.844 +Z Bottom 0.5616 Min TemD% 0.5867 58,898 OK X-X,+0.90D+W+0.90H 2.956 -Z Bottom 0.5616 Min Tema% 0.5867 58.898 OK X-X,+0.90D+E+0.90H 8,996 +Z Bottom 0,5616 Min Temp% 0.5867 58.896 OK X-X,+0.90D+E+0.90H 1.054 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1,40D+1,60H 0.3892 -X Bottom 0.5616 Min Two% 0.5867 58.898 OK Z-Z,+1.40D+1.60H 2,411 +X Bottom 0,5616 Min Temp% 0,5867 58.898 OK Z-Z,+1.20D+0.50Lr+1,60L+1,60H 0.3560 -X Bottom 0.5616 Min TemD% 0.5867 58,898 OK Z-Z,+1.20D+0,50Lr+1.60L+1.60H 3,569 +X Bottom 0.5616 Min TemD% 0.5867 58,898 OK Z-Z,+1.20D+1,60L+0.50S+1.60H 0.7520 -X Bottom 0,5616 Min TemD% 0,5867 58.898 OK Z-Z,+1,20D+1.60L+0.50S+1.60H 5.048 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1.20D+1,60Lr+0,50L+1,60H 0.6618 -X Bottom 0.5616 Min Temp% 0.5867 58,898 OK Z-Z,+1,20D+1.60Lr+0,50L+1.60H 5.463 +X Bottom 0.5616 Min Temo% 0.5867 58.898 OK Z-Z,+1,20D+1.60Lr+0,50W+1.60H 1.086 -X Bottom 0,5616 Min Temp% 0.5867 58,898 OK Z-Z,+1.20D+1,60Lr+0.50W+1.60H 8.414 +X Bottom 0.5616 Min Temp% 0,5867 58.898 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.929 -X Bottom U616 Min Temo% 0.5867 58.898 OK Z-Z,+1.20D+0,50L+1,60S+1,60H 10,196 +X Bottom 0.5616 Min Temp% 0.5867 58,898 OK Z-Z,+1.20D+1.60S-450W+1.60H 2.353 -X Bottom 0.5616 Min TemD% H867 58,898 OK Z-Z,+1.20D+1,60S+0.50W+1.60H 13.147 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+1,201)+0.50Lr+0.501-+W+1,60H 1.209 -X Bottom 0,5616 Min Temp% 0,5867 58,898 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 9.441 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1,20D+0.501-+0.50S+W+1.60H 1.605 -X Bottom 0.5616 Min Temo% 0,5867 58.898 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 10.920 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z,+1,20D+0,50L+0,20S+E+1.60H 3.370 -X Bottom 0.5616 Min TemD% 0.5867 58,898 OK Title Block Line 1 Project Title: You can change this area En sneer: Project ID: using the"Settings'menu item Prooect Descr. and then using the"Printing& Title Block"selection General Footingi dDMIME-IsCta�lonIMYDMU-ITf4ERCA-1N458 ENERCALC.INC 1993-2015,8010.15.12 9.Vccri im Description M3 Footing Flexure _ Flexure Axis&Load Combination Mu Which ^ Tension @ As Req'd Gvrn.As Actual As Phi`Mn Status k-ft Side? Bot or Top? inA2 in^2 in12 k-it _ Z-Z.+1.20D+0.50L+0.20S+E+1,60H 8.605 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK Z-Z.+0.90D+W+0,90H 1.043 -X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+0,90D+W+0.90H 7.757 +X Bottom 0.5616 Min TemD% 0.5867 68.898 OK Z-Z.+0.90D+E+0.90H 3,112 -X Bottom 0.5616 Min TemD% 0.5867 58.898 OK Z-Z,+0.90D+E+0.90H 6,938 +X Bottom 0.5616 Min TemD% 0.5867 58.898 OK One Way Shear Load Combination... Vu A Vu I+X Vu Vu +Z WAX Phi Vn Vu I Phi'Vn � Status - - --- �. ...._.__- +1.40D+1.60H 124 Dsi 1.24 nsi 1.24 Dsi 1.24 osi 1.24 nsi 75 osi 0.01653 OK +1.20D+0.5OLr+1.60L+1.60H 1,738 osi 1.738 nsi 1.738 osl 1.738 nsi 1.738 nsi 75 Dsl 0.02318 OK +1.20D+1.60L+0,50S+1.60H 2.568 osi 2,568 osi 2.568 osi 2.568 osi 2.568 psi 75 DSI 0,03425 OK +1.20D+1,60Lr450L+1.60H 2,712 nsi 2.712 nsi 2,712 osi 2.712 nsi 2.712 osi 75 nsi 0.03617 OK +1.20D+1.60Lr+0.50W+1.60H 4.207 nsi 4.207 nsi 3.423 nsi 4.99 osi 4.99 nsi 75 Dsi 0.06654 OK +120D+0.50L+1.60S+1,60H 5.369 osi 5.369 osi 5.369 osi 5.369 nsi 5.369 osi 75 osi 0.07159 OK +1.20D+1,60S+0.50W+1.60H 6.864 Dsi 6.864 Dsi 6.08 psi 7.648 osi 7,648 osi 75 osi 0.102 OK +1.20D+0.5OLr+0.50L+W+1.60H 4.716 psi 4.716 osi 3.149 osi 6.283 osi 6.283 osi 75 Dsi 0.08378 OK +1.20D+0.50LA.50S+W+1.60H 5.547 osi 5.547 Dsi 3.979 nsi 7.114 osi 7.114 osi 75 Dsi 0,09485 OK +1.20D+0.50L+0,20S+E+1,60H 5.303 osi 5.303 osi 0.9933 psi 9.613 Dsi 9.613 Dsi 75 psi 0.1282 OK +0.90D+W+0.90H 3.897 osi 3.897 osi 2.33 Dsi 5.464 psi 5.464 osi 75 osl 0.07285 OK +0.90D+E+0,90H 4.45 osi 4.45 Dsi 0.1408 nsi 8.76 Dsi 8.76 nsi 75 Dsi 0.1168 OK Punching Shear _ _ _ _ _ All units k Load Combination... _ _ Vu Phi*Vna - _ Vu/Phi"Vn Status +1.40D+1.60H 4.705 osi 1509+si 0.03137 OK +1.20D+0.50Lr+1.60L+1.60H 6.595 Dsi 1500si 0.04397 OK +1.20D+1.60L+0.50S+1.60H 9.746 osi 150osi 0.06497 OK +1.20D+1.6OLr+0.50L+1.60H 10.292 Dsi 150n9i 0.06861 OK +1.20D+1.601-r+0.50W+1.60H 15,963 Dsi 150ns1 0.1064 OK +1.20D+0.50L+1,60S+1.60H 2O.374 osi 15ODsi 0.1358 OK +1.20D+1.60S+0.50W+1,60H 26.045 osi 150osi 0.1736 OK +1.20D+0.50Lr+0.50L+W+1.GOH 17.895 psi 150Dsi 0.1193 OK +1.20D+0,50L+0.50S+W+1,60H 21.046 psi 150nsi 0.1403 OK +120D+0.50L+0.20S+E+1.60H 2O,122 psi 150osi 0.1341 OK +0.90D+W+0.90H 14.787 nsi 150osi 0.09858 OK +0.90D+E+0.90H 16.887 osi 15ODs1 0.1126 OK Title Block Line 1 Project Title: You can change this area Engineer! Proiect ID: using the"Settings"menu item Prolect Descr: and then using the"Printing& Title Block"selection. Yotoo 9151."V6 a6r1e �- - - - ---- - - - - - - - File=c:IDOCUNE-liClinMOAVOOCU-MNERCA-ri'fMoc6 General Footin11111 -- - g ENERCAI C,INC 1983 2015,BOO 1�512�.9�,Vr�e�►6,0,�.2751 1,8`1130 Licensee:STRUCTURAL DESIGNS Oescription: A Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc;Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing 3.0 ksf fy:Rebar Yield = 60.0 ksi increase Bearing By Footing Weight - No Ec;Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. 0.40 cp Values Flexure = 0,90 Shear = 0.750 Increases based on Footingg Depth Analysis Settings Footing base depth befowsoil surface = ft Min Steel%Bending Reinf. Allowable pressure Increase per foot of depth ksf Min Allow%Temp Reinf, 0.00180 when footing base is below = ft Min,Overturning Safety Factor = 1.0 1 Min.Sliding Safety Factor = 1.0 t Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater Thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,rnom&shear No Dimensions— -�- - --� — -- -- - Width parallel to X-X Axis = 10,0 ft Length parallel to Z-Z Axis = 10.0 ft Footing Thicknes = 26.0 in -' Pedestal dimensions... > - - ---x px;parallel to X-X Axis = in pz:parallel to Z-Z Axis = ;n Height = in m Rebar Centerline to Edge of Concrete— at Bottom of(Wing = 3.0 in 9 Reinforcin 1° Bars parallel to X-X Axis Number of Bars 13,0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 13.0 Reinforcing Bar Sizt = # 6 �new. �rL��t i rnn.Y Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a W - P:Column Load = 38.0 ~ 29.0 64.0 70.0 71.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = 19.0 22.0 46.0 46,O 43,0 9.0 k V-z - 8.0 70.0 k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. General Footing Fde-c,OWUME-l$Ctftti%MYWCu'tIENERCA-li795 906 ENERCALC,INC 1983-2015,6uiM:6.15.12.9.Vw:6.0.25 :::a • Descnption- A 4 DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Goveming Load Combination PASS 0.9537 Soil Bearing 2361 ksf 3.0 ksf +D+0.750L+0,750S+0.450W+H about Z-2 PASS 4.302 Overturning-X-X 106.167 k-ft 456,750 k-ft +0.60D+0.70E+0.60H PASS 2.465 Overturning-Z-Z 140,833 k-ft 347.083 k-ft +D+L+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0,6202 Z Flexure(+X) 35,644 k-ft 57.470 k-ft +1,20D+1.60S+0,50W+1,60H PASS 0.1796 Z Flexure(-X) 10.323 k-fl 57.470 k-ft +0.90D+E+0,901-1 PASS 0.4134 X Flexure(+Z) 23,756 k-ft 57.470 k-ft +1.20D+0.50L+0.20S+E+1,60H PASS 0.3905 X Flexure(-Z) 22.442 k-ft 57.470 k-ft +1.20D+1,60S+0,50W+1.60H PASS 0.280 1-way Shear(+X) 20.996 psi 75.0 psi +1.20D+1,60S+0.50W+1,60H PASS 0.280 1-way Shear(-X) 20.996 psi 75.0 psi +1,20D+1,60S+0,50W+1.60H PASS 0.2931 1-way Shear(+Z) 21.981 psi 75.0 psi +1.20D+0.5OL+0.20S+E+1.60H PASS 0.2745 1-way Shear(-Z) 20,589 psi 75.0 psi +1.20D+1.60S+0.50W+1,6011 PASS 0.5535 2-way Punching 83.025 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soil BearinjL_,µ Rotation Axis& Actual 8611 Bearing Stress -J Actual I Allowable -Load Combination..._ Gross Allowable Xecc Zecc _ Bottom,-Z Top,+Z Left,-X _ Right,+X Ratio X-X,+D+H 3.0 n/a 0,0 0.6942 0.6942 n/a n/a 0.231 X-X,+D+L+H 3.0 n/a 0.0 0.6942 0,6942 nla n/a 0.231 X-X,+D+Lr+H 3.0 n/a 0.0 0,9842 0,9842 nla nla 0,328 X-X,+D+S+H 3.0 nla 0.0 1.334 1,334 Wa n/a 0.445 X-X,+D+0.750Lr+0,750L+H 3.0 n/a 0.0 0.9117 0.9117 nla n/a 0,304 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1,174 1.174 nla n/a 0,391 X-X,+D+O.60W+H 3.0 n/a 1.120 1,053 1,176 n/a nla 0.392 X-X,+D+0.70E+H 3.0 nla 10.695 0.5648 1,818 nla n/a 0,606 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0,7630 1,181 1,273 n/a n/a 0,424 X-X,+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.6285 1.443 1.535 n/a n/a 0,512 X-X,+D+0.750L+0.750S+0,5250E+H 3.0 n/a 6.177 1,077 2.017 nla n/a 0,672 X-X,+0.60D+0.60W+0.60H 3.0 n/a 1.492 0.7751 0.8979 nla n/a 0.299 X-X,+0.60D+0,70E+0.60H 3.0 n/a 13.946 0.2871 1.540 n/a n/a 0.513 Z-Z,+D+H 3.0 7,116 n/a nla nla 0,4513 0.9371 0.312 Z-Z,+D+L+H 3.0 24.346 nla n/a n/a 0.0 1.543 0.514 Z-Z.+D+Lr+H 3,0 10,832 nla nl,g n/a 0 4601 1 508 0 M"3 Z-Z,+D+S+H 3.0 12.667 nla n/a n/a 0.5033 2.165 0,722 Z-Z,+D+0,750Lr+0,750L+H 3.0 19.963 n/a nla n/a 0.01683 1,807 0.602 Z-Z,+0+0,750L+0.750S+H 3.0 19.486 n/a n/a n/a 0.04923 2.299 0.766 Z-Z,+D+0.60W+H 3.0 10.454 n/a nla n/a 0.5415 1,687 0,562 Z-Z,+D+0,70E+H 3.0 5.522 n/a n/a n/a 0,8677 1.515 0.505 Z-Z,+D+0,75OLr+0,750L+0,450W+H 3.0 18.938 n/a n/a nla 0.08448 2.369 0,790 Z-Z,+D+0,750L+0,750S+0.450W+H 3.0 18.743 n/a nla nla 0,1169 2.861 0.954 Z-Z,+D+0,750L+0.750S+0.5250E+H 3.0 15.585 n/a n/a n/a 0.3616 2.732 0,911 Z-Z.+0,600+0,60W+0.60H 3.0 11.562 n/a nla n/a 0,3610 1.312 DA37 Z-Z.-460D+0.70E+0.60H 3.0 5.038 n/a n/a nla 0.6872 1.140 0,380 Overturning Stability _ Rotation Axis 8 �'- Load Combination... - Overturning Moment Resisting Moment Stsbilitx Ratio _ Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.75OLr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0,750L+0,750S+H None 0.0 k-ft Infinity OK X-X,+D+0,60W+H 10.40 k-ft 557.08 k-ft 53.566 OK X-X,+D+0.70E+H 106.167 k-ft 595.68 k-ft 5.610 OK X-X,+D+0.750Lr+0,750L+0.450W+H 7.80 k-ft 613.33 k-ft 78.632 OK X-X,+D+0.750L+0,750S+0,450W+H 7.80 k-ft 744.58 k-ft 95.459 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr, and then using the"Printing& Title Block"selection, General FootingFile=c.,OMUME-IV#ftnWYDOCU-I%NERCA-nRo�>16 ENFACALC,INC, M MS 0uild:6.16.12,9,Ver,60.2113 i.it: 'I r c • Description: A_4 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0,750S+0.5250E+H 79.625 k-ft 773.46 k-ft 9,714 OK X-X,+0.60D+0.60W+0,601-1 10.40 k-ft 418.250 k-ft 40.216 OK X-X,+0,60D+0,70E+0.60H 106.167 k-ft 456,750 k-ft 4,302 OK Z-Z,+D+H 41,167 k-ft 347.083 k-ft 8.431 OK Z-Z,+D+L+H 140,833 k-ft 347.083 k-ft 2.465 OK Z-Z.+D+Lr+H 88.833 k-fl 492.083 k-ft 5.539 OK Z-Z,+D+S+H 140.833 k-ft 667.08 k-ft 4.737 OK Z-Z,+D+0.750Lr+0,750L+H 151.667 k ft 455,833 k-ft 3.005 OK Z-Z,+D+0.750L+0.750S+H 190,667 k-ft 587.08 k-ft 3.079 OK Z-Z,+D+0.60W+H 97.067 k-ft 557.08 k-ft 5.739 OK Z-Z,+D+0,70E+H 54,817 k-ft 595.58 k-ft 10.865 OK Z-Z,+D+0,750Lr+0.750L+0,450W+H 193.592 k-ft 613.33 k-ft 3.168 OK Z-Z,+D+0,750L+0.750S+0,450W+H 232.592 k-ft 744.58 k-ft 3.201 OK Z-Z,+D+0.750L+0.750S+0,5250E+H 2O0,904 k-ft 773.46 k-ft 3.850 OK Z-Z,+0.60D+0.60W+0.60H 80.60 k-ft 418.250 k-fi 5.189 OK Z-Z.+0.60D+0.70E+0.60H 38.350 k-ft 456.750 k-ff 11.910 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension® As Req'd Gvrn.As Actual As Pht"Mn Sfatus k-ft Side? Sot or Top 1n"2 inA2 - in^2 kft__ X-X.+1.40D+1.60H 6,650 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.40D+1.60H 6.650 -Z Bottom 0,5616 Min Temp% 0,5720 57,470 OK X-X,+1,20D+0,50Lr+1.60L+1.60H 7,513 +Z Bottom 0.5616 Min Temp% 0,5720 57.470 OK X-X,+1,20D+0,50Lr+1.60L+1.60H 7,513 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1,20D+1,60L-450S+1.60H 9.70 +Z Bottom 0.5616 Min Temp% 0,5720 57.470 OK X-X,+1,20D+1.60L+0,50S+1.60H 9.70 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1,20D+1.60Lr+0,50L+1,60H 11.50 +Z Bottom 0.5616 Min Temp% 0.5720 57,470 OK X-X.+1.20D+1,60Lr+0.50L+-1.60H 11.50 -Z Bottom 0,5616 Min Temp% 0,5720 57.470 OK X-X,+120D+1.60Lr+0.50W+1.60H 16.308 +Z Bottom 0.5616 Min Temp% 0,5720 57.470 OK X-X,+1.20D+1.60Lr-450W+1.60H 15,442 -Z Bottom 0,5616 Min TemD% 0.5720 57,470 OK X-X,+1.20D+0.50L+1.60S+1,60H 18.50 +Z Bottom 0.5616 Min Temp% 0.5720 57,470 OK X-X,+120D+0.50L+1.60S+1.60H 18,50 -Z Bottom 0.5616 Min Temp% 0,5720 57.470 OK X-X,+120D+1.60S-450W+1.60H 23.308 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1,20D+1.60S+0.50W+1,60H 22.442 -Z Bottom 0.5616 Min Temo% 0,5720 57.470 OK X-X,+1,20D+0,50Lr+0.50L+W+1.60H 17,129 +Z Bottom 0.5616 Min Temp% 0.5720 57,470 OK X-X,+1,20D+0.50Lr+0.50L+W+1,60H 15.396 -Z Bottom 0,5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 19.316 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1,200+0,50L+0.50S+W+1.60H 17,584 -Z Bottom 0.5616 Min Temp% 0.5720 57,470 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 23,756 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.20S+E+1,60H 8.594 -Z Bottom 0,5616 Min Temp% 0.5720 57.470 OK X-X,+0.901)+W+0.901-1 13,891 +Z Bottom 0.5616 Min Temo% 0,5720 57.470 OK X-X,+0.90D+W+0.90H 12.159 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+E+0.90H 2O.731 +Z Bottom 0,5616 Min Temp% 0.5720 57,470 OK X-X,+0.90D+E+0,90H 5.569 -Z Bottom 0,5616 Min Temp% 0.5720 57.470 OK Z-Z,+1,40D+1.60H 3.769 -X Bottom 0,5616 Min Temp% 0.5720 57.470 OK Z-Z,+1,40D+1,60H 9.531 +X Bottom 0,5616 Min Temo% 0,5720 57.470 OK Z-Z,+1,20D-0a50Lr+1,60L+1.60H 3.474 -X Too 0,5616 Min Tema% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+1,60L+1.60H 19.790 +X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+1.20D+1,60L+0.50S+1,60H 2.749 -X Top 0,5616 Min Temp% 0.5720 57.470 OK Z-Z,+120D+1.60L+0.50S+-1.60H 23,117 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+120D+1,60Lr+0.50L+1.60H 2,727 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+120D+1,60Lr+0,50L+1.60H 2O.273 +X Bottom 0,5616 Min Temp% 0,5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 7.265 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0,50W+1.60H 24.485 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0,50L+1.60S+1.60H 5.569 -X Bottom 0.5616 Min Temp% 0.5720 57,470 OK Z-Z,+1.20D+0.50L+1.608+1.60H 31.431 +X Bottom 0.5616 Min Temp% 0,5720 57.470 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 10.106 -X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+1,20D+1.60S+0.50W+1.60H 35.644 +X Bottom 0,5616 Min Temp% 0.5720 57,470 OK Z-Z,+1.2DD+D.5DLr+0.50L+W+1.60H 5,454 -X Bottom 0.5616 Min Temo% 0.5720 57,470 OK Z-Z.+1,20D+0.50Lr+0.50L+W+1.60H 27.071 +X Bottom 0.5616 Min Temo% 0.5720 57,470 OK Z-Z,+1.20D+0,50L+0.50S+W+1,60H 6.342 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.20D+0.50L+0,50S+W+1,60H 30.558 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0.20S+E+1,60H 9.244 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Prot Descr: and then using the"Printing& Title Block"selection, General Footin ---Fite woantE�i,ciuTi�ocu=►>EiRcn-,�rhS,eocs g ENFRCALC,INC 1993-2016.9utid:6-1512-9,Ver.6.0.25 Ceo-o: Licensee:STRUCTURAL DESIGN • s Description: A_4 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Status k-ft Side? Bot or Top-.? inA2 in"2 inA2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1.60H 23106 +X Bottom 0.5616 Min Temp%^ 0,5720 57.470 OK Z-Z,+0.90D+W+0,90H 6.516 -X Bottom 0,5616 Min Temp% 0.5720 57.470 OK Z-Z.+0.90D+W+0.90H 19.534 +X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+0,90D+E+0,90H 10.323 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+0.90D+E+0.90H 15.977 +X Bottom 0.5616 Min Temp% 0.5720 57,470 OK One Way Shear _ -- -- ._ -- - - - -- -- Phu I P Load Combination._ Yu @-X Vu +X Vu-@-Z Vu +Z Vu:Max--- �-------- ._ i Vn V hi*Vn Status - - -- +1.40D+1.60H 6.104 psi 6,104 psi 6,104 psi 6,104 psi 6.104 psi 75 osi 0.08139 OK +1.20D+0.50Lr+1.60L+1.60H 6.895 psi 6.895 psi 6.896 usi 6,896 psi 6.896 psi 75 usi 0.09194 OK +1,20D+1.60L+0,50S+1,60H 8.903 psi 8,903 psi 8.903 psi 8.903 psi 8.903 psi 75 psi 0.1187 OK +1.20D+1,60Lr+0.50L+1.60H 10,556 psi 10.556 osi 10.556 psi 10,556 psi 10.556 psi 75 psi 0.1407 OK +1.20D+1.60Lr+0,50W+1.60H 14.571 osi 14.571 psi 14,164 psi 14.979 psi 14.979 psi 75 psi 0.1997 OK +1.20D+0,50L+1.605+1.60H 16.981 osi 16,981 osi 16.981 psi 16.981 psi 16.981 osi 75 osi 0.2264 OK +1.20D+1.60S+0.50W+1,60H 20.996osi 20,996psi 20.589 psi 21,404 osi 21,404psi 75 psi 0.2854 OK +1.20D+0,50Lr+0.50L+W+1.60H 14.927 osi 14.927 osi 14.112 psi 15.742 psi 15,742 psi 75 osi 0.2099 OK +1.20D+0.50L+0.50S+W+1.60H 16,935 psi 16.935 psi 16.119 osi 17.75 Dsi 17.75 osi 75 psi 0.2367 OK +1.20D+0,50L-420S+E+1,60H 14.847 Dsi 14.847 psi 7.712 Dsi 21,981 psi 21,981 psi 75 psi 0.2931 OK +0.90D+W+0,90H 11,956 osi 11.955 osi 11.14 osi 12.771 psi 12.771 Dsi 75 psi 01703 OK +0.90D+E+0,90H 12.07 osi 12.07 osi 4.935 psi 19.205 Dsi 19.205 psi 75 osi 0,2561 OK Punching Shear _ _ All units k _ Load Combination.,. _ vu Ph['Vn Vu I Phi*Vn V Status +1.40D+1.60H 24.136 osi 150Dsi 0,1609 OK +1.20D+0.50Lr+1.60L+1.60H 27,403 Dsi 150os1 0,1827 OK +1.20D+1,60L+0.50S+1.60H 35.298 psi 150n 0,2353 OK +1.20D+1.60Lr+0.5OL+1.60H 41.739 Dsi 15C,Isi 0.2783 OK +1.20D+1.60Lr+0.50W+1,60H 57.618 Dsi 1500s; 0.3841 OK +1.20D+0.50L+1,605+1.60H 67.146 osi 150wsi 0.4476 OK +1.20D+1.60S+0.50W+1,60H 83.025 psi 150Dsi 0.5535 OK +1.20D+0,50Lr+O.50L+W+1.60H 59.025 osl 150Dsi 0.3935 OK +1.20D+0,50L+0.50S+W+1.60H 66.964 usi 150D5i 0.4464 OK +1.20D+O,50L+O,20S+E+1.60H 58.707 osi 15008i 0.3914 OK +0.90D+W+0.90H 47.274 psi 150osi 0.3152 OK +0.90D+E+0,90H 47,728 psi 150Dsi 0.3182 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Protect Descr: and then using the"Printing& Title Block"selection. psi; General Footing I Ap=c'M&iE-IWA'on""YD=-IIENERCA-11?95&" ENERCALC,INC 19n2015.Build:6.412-9.Verfi.0.25 Description: A_9 Code References _ Calculations per ACI 318-08, IBC 2009, CBC 2010.ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing 3.0 ksf fy:Rebar Yield = 6D,D ksi Increase Bearing By Footing Weight No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coelf. 0.40 cp Values Flexure = 0.90 Shear = 0,750 Increases based on footingg Depth Analysis Settings Footing base depth below soil surface - ft Min Steel a/o Bending Reinf. Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. 000180 when footing base is below = ft Min,Overturning Safety Factor - 1.0 :1 Min.Sliding Safety Factor - 1.0 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater ther= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis — 10.0 ft T Y Length parallel to Z-Z Axis = 10.0 ft Footing Thicknes 26.0 in ` x Pedestal dimensions,., px:parallel to X-X Axis = pz parallel to Z-Z Axis = Height = Rebar Centerline to Edge of Concrete... at Bottom of footing = 3 0 in �. Reinforcing Bars parallel to X-X Axis Number of Bars 13.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 13.0 Reinforcing Bar Sizf = # 6 I q-Iowa �— �-----�----+--•a.�a�--.r ..�'., Bandwidth Distribution Check (ACI 15.4.4,2) -- Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads _�- 0 ---Lr L - S W - - — - H -- P:Column Load - 38.0 29.0 64.0 59.0 3.0 k OB:Overburden = ksf M-xx = k-ft M-zz k-ft V-x = 19.0 22,0 46.0 46.0 43.0 9.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr. and then using the"Printing& Title Block"selection, General Footing Ise=a4DOCUiuE-11CWitonWYD000-t1ENERCA-1058.ec8 ENERCAI.C,INS%,A83.20t5,Build:6.15.12.9.Var.89.25 r.00s DESIGN Description A_9 DESIGN SUMMARY _ _ _ _ _ - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,9373 Sail Bearing 2.812 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-i PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.465 Overturning-Z-Z 140.833 k-ft 347.083 k-ft +D+L+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6083 Z Flexure(+X) 34,956 k-ft 57.470 k-ft +1.20D+1,60S+0,50W+1.60H PASS 0.1639 Z Flexure(-X) 9.419 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1,60H PASS 0.3861 X Flexure(+Z) 22.188 k-ft 57.470 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0.3861 X Flexure(-Z) 22.188 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.2715 1-way Shear(+X) 20.365 psi 75.0 psi +1,20D+1.60S+0.50W+1.60H PASS 0.2715 1-way Shear(-X) 20,365 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2715 1--way Shear(+Z) 20,365 psi 75.0 psi 11,20D+1,60S 0,50W+1.60H PASS 0.2715 1-way Shear(-Z) 20.365 psi 75.0 psi +1.20D+1.60S-450W+1.60H PASS 0,5369 2-way Punching 80.529 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soll Bearing Rotation Axis& _ Actual Soil Bearing Stress Actual I Allowable Load Combination.., T- Gross Allowable Xecc Zecc - Bottom,-Z Top,+Z Left,-X Right,+X Redo X-X,+D+H _ 3.0 n/a 0.0 -- 0.6942 0,6942 nia n/a 0.231 X-X,+D+L+H 3.0 n/a 0.0 0.6942 0,6942 n/a n/a 0,231 X-X,+D+Lr+H 3.0 nia 0.0 0,9842 0,9842 nia n/a 0.328 X-X,+D+S+H 3.0 n/a 0.0 1.334 1.334 n/a n/a 0,446 X-X,+D+0,750Lr+0.750L+H 3.0 n/a 0.0 0.9117 0.9117 Ala nia C.304 X-X.+D+0.750L+0.750S+H 3.0 n/a 0.0 1.174 1.174 n/a n/a 0.391 X-X,+D+0.60W+H 3.0 n/a 0.0 1.048 1.048 n/a n/a 0.349 X-X,+D+0.70E+H 3.0 n/a 0.0 0.7152 0.7152 n/a nia 0-238 X-X,+D+0.750Lr+0.750L+0A50W+H 3,0 n/a 0.0 1.177 1.177 n/a n/a 0.392 X-X.+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.440 1.440 n/a n/a 0.480 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.190 1,190 nia n/a 0.397 X-X.+0.60D+0.60W+0.60H 3.0 n/a 00 0.7705 0,7705 nia n/a 0.257 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.4375 0,4375 n/a n/a 0.114 6 Z-Z,+D+H 3.0 7.116 n/a nia n/a 0.4513 0.9371 0.312 Z-Z,+D+L+H 3.0 24.346 n/a n/a n/a 0.0 1,543 0.514 Z-Z,+D+Lr+H 3.0 10.832 n/a n/a n/a 0,4601 1.506 0.503 Z-Z,+D+S+H 3.0 12.667 No n/a n/a 0.5033 2.165 0,722 Z-Z,+0+0,750Lr+0.750L+H 3.0 19,963 n/a n/a n/a 0.01683 1.807 0 602 Z-Z,+0+0.750L+0.750S+H 3.0 19,486 n/a nia n/a 0.04923 2.299 0.766 Z-Z,+D+0.60W+H 3.0 11,113 n/a n/a n/a 0,4755 1.621 0,540 Z-Z,+D+0.70E+H 3.0 9.198 n/a n/a n/a 0.3917 1.039 0.34 Z-Z,+D+O 750Lr+0.750L+0.450W+H 3.0 19,735 n/a n/a n/a 0.03498 2.319 0.773 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 19.387 n/a nia n/a 0,06738 2.812 O 93 Z-Z.+D+0.750L+0.750S+0.5250E+H 3.0 20.261 n/a n/a n/a 0.004381 2.375 0,792 Z-Z,+0.601)+0.60*-0.6011 3.0 12.553 n/a nia n/a 0.2950 1.246 0,415 Z-Z.-+0.60D+0.70E+0.60H 3.0 10.519 nia n/a n/a 0.2112 0.6638 0 221 _Overturning Stability Rotation Axis 8 _ Lo ad Combination... Overturning Moment Resisting Moment Stability Ratio ____Status X-X,+D+H - - _ ______�_,_-•_____._ _ None 0,0 k-ft infinity OK �'-�- X-X•+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0,750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D460W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinfly OK X-X.+D+0.750Lr+0.750L+0.45CW+H None H k-ft Infinity OK X-X.+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. _ tirtd2t:T1 Dk,,?f11� i•d'tn,f General Footing -- Fie=c.wocuME-uCt:tlw vnoCU-ICNERCA-u70%i( -L ENEf2CALC,INC.1983.2015,Bulld:6.15J 2.9,Vor.6.0.25 1 c • Descrfptron: A_n Overturning Stability Rotation Axis& Load Combination... - Overturning Moment Resisting Moment Stability Ratio Status X-X,4CA.750L+0.750S+0.5250E+H None 0.0 k-ft - Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X.+0.60D+0.70E+0,60H None 0.0 k-ft Infinity OK Z-Z,+D+H 41,167 k-ft 347.083 k-ft 8,431 OK Z-Z,+D+L+H 140,833 k-ft 347.083 k 4t 2,465 OK Z-Z,+D+Lr+H 88,833 k-ft 492.083 k-ft 5.539 OK Z-Z,+D+S+H 140.833 k-ft 667.08 k-ft 4.737 OK Z-Z,+D+0.750Lr+0,750L+H 151.667 k-ft 455.833 k-ft 3.005 OK Z-Z,+D+0.750L+0.750S+H 190.667 k-ft 587.08 k-ft 3.079 OK Z-Z,+D+0.60W+H 97,067 k-ft 524.08 k-ft 5.399 OK Z-Z,+D+0,70E+H 54.817 k-ft 357.583 k-ft 6,523 OK Z-Z,+D+0,750Lr+0.75OL+0.450W+H 193.592 k-ft 588.58 k-ft 3,040 OK Z-Z,+D+0.750L+0,750S+0,450W+H 232.692 k-ft 719.83 k-ft 3,095 OK Z-Z,+D+0.750L-4750S+0.5250E+H 2O0,904 k-ft 594.96 k-ft 2,961 OK Z-Z,+0.60D+0.60W+0.60H 80.60 k-ft 385.250 k-ft 4.780 OK Z-Z.+0.60D+0,70E+0,60H 38,350 k-ft 218.750 k-ft 5.704 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd _Own.As Actual As Phi*Mn Status k-ft Side BotorTop? 1n12 in12 in^2 _ k-ft X-X,+1.40D+1.60H 6.650 +Z Bottom 0.5616 Min TemD% 0.5720 57,470 OK X-X,+1.40D+1.60H 6,650 -Z Bottom 0.5616 Min TemD% 0,5720 57.470 OK U.+1.20D+0.50Lr+1.60L+1.60H 7,513 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D•t0.50Lr+1,60L+1,60H 7.513 -Z Bottom 0,5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1,60L+0.50S+1.60H 9.70 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60L+0,50S+1.60H 9.70 -Z Bottom 0,5616 Min TemD% 0.5720 57.470 OK X-X.+1,20D+1,60Lr+0.50L+1,60H 11.50 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50L+1,60H 11.50 -Z Bottom 0,5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1,60Lr+0,50W+1.60H 15.188 +Z Bottom 0.5616 Min TemD% 0,5720 57.470 OK X-X,+1.20D+1.60Lr+0.50W+1,60H 15.188 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+0,50L+1,60S+1.60H 18.50 +Z Bottom 0,5616 Min TemD% 0.5720 57.470 OK U.+1.20+0.501-4608+130H 18.50 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60S450W+1.60H 22188 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+1.60S+0.50W+1.60H 22.188 -Z Bottom 0.6616 Min TemD% 0,5720 57.470 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 14,888 +Z Bottom 0,5616 Min TemD% 0.5720 57,470 OK X-X,+1.20D+0.50Lr+0,50L+W+1,60H 14.888 -Z Bottom 0.5616 Min TemD% 0,5720 57.470 OK X-X,+1.20D+0,50L+0,50S+W+1,60H 17,075 +Z Bottom 0.5616 Min TemD% 0.5720 67,470 OK X-X,+1,20D+0,50L+0.50S+W+1.60H 17.075 -Z Bottom 0.5616 Min Temp% 0,5720 57.470 OK X-X.+1.20D+0.50L+0,20S+E+1.60H 7.675 +Z Bottom 0.5616 Min Temp% 0,5720 57,470 OK X-X,+1,20D+0.50L+0,20S+E+1.60H 7.675 -Z Bottom 0.5616 Min TemD% 0.6720 57.470 OK X-X,+0.90D+W+0.90H 11.650 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+W+0.90H 11.650 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,-tO.90D+E+0,90H 4.650 +Z Bottom 0.5616 Min TemD% 0.5720 57,470 OK X-X,+0.90D+E+0.90H 4,650 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 3.769 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.40D+1.50H 9.531 +X Bottom 0,5616 Min TemD% 0,5720 57.470 OK Z-Z,+1.20D+0.50Lr+1,60L+1.60H 3.474 -X Too 0,5616 Min Temp% 0.5720 57,470 OK Z-Z,+1.20D+0,50Lr+1.60L+1,60H 19.790 +X Bottom 0.5616 Min TemD% 0,5720 57.470 OK Z-Z,+1.20D+1.60L+0,50S+1.60H 2.749 -X Too 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 23.117 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1,20D+1.60Lr+0,50L+1.60H 2,727 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2O.273 +X Bottom 0.5616 Min TemD% 0.5720 57,470 OK Z-Z,+1.20D+1,60Lr+0.50W+1.60H 6.577 -X Bottom 0,5616 Min Temo% 0,5720 57.470 OK Z-Z.+1.20D+1,60Lr+0.50W+1.60H 23.798 +X Bottom 0.5616 Min Temp% 0,5720 57.470 OK Z-Z,+1,20D+0.50L+1,60S+1.60H 5.569 -X Bottom 0.5616 Min TemD% 0.5720 57,470 OK Z-Z.+1.20D+0,50L+1.60S+1.60H 31,431 +X Bottom 0.5616 Min TemD% 0.5720 57,470 OK Z-Z,+1.20D+1,60S+0.50W+1.60H 9.419 -X Bottom 0.5616 Min TemD% 0.5720 57,470 OK Z-Z,+1,20D+1.60S+0.50W+1,60H 34.956 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 4.079 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1,20D+0.50Lr+0,50L+W+1.60H 25.596 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0,50L+0.50S+W+1.60H 4.967 -X Bottom 0.5616 Min TemD% 0.5720 57,470 OK Z-Z,+1.20D+0.50L+0,50S+W+1.60H 29,183 +X Bottom 0,5616 Min TemD% 0,5720 57.470 OK Z-Z,+1.20D+0.50L+0,20S+E+1.60H 0.7436 -X Bottom 0.5616 Min TemD% 0,5720 57.470 OK Title Block Line 1 Project Tltle. You can change this area EI1 Meer: Project ID; using the"Settings"menu item Pro?Inn Descr: and then using the"Printing& Title Block"selection, _ ,am��itt1<SMty 1h'1 IGeneral Footing _- - File=c-.TMt;Me-10intwWYpocu-ieiERCA-n7959.ecs ENERCAIC,INC.1903-2015.6uild'6.15.12-9.Vec60,25 a Description _ `i Footing Flexure Flexure Axis&Load Combination Mu Which Tension As RWd Gvrn,As Actual As Phi*Mn Status - T k-It Side? Bot or Top?„ 102 inA2 in^2 k-ft Z-Z,+1,20D+0.50L+0.20S+E+1,60H 14.606 +X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z.+0.90D+W+0.90H 5.141 -X Bottom 0,5616 Min Temo% 0.5720 57A70 OK Z-Z,+0,90D+W+0,90H 18.159 +X Bottom 0.5616 Min Temp% 0,5720 57.470 OK Z-Z,+0,90D+E+0.90H 1.823 -X Bottom 0,5616 Min Temp% 0.5720 57.470 OK Z-Z,+0.90D+E+0.90H 7.477 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK One Way Shear Load Combination.., Vu -X Vu +X Vu -Z Vu +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60F1 6,104 psi 6,104 psi 6.104 psi 6.104 psi 6,104 Dsl 75 psi 0,08139 OK +1.20D+0,50Lr+1,60L+1,60H 6,895 psi 6,895 psi 6,896 psi 6.896 psi 6.896 psi 75 psi 0.09194 OK +1.200+1.60L+0,50S+1.60H 8.903 Dsi 8.903 psi 8.903 psi 8.903 osi 8.903 psi 75 psi 0.1187 OK +1.20D+1.601_r+0.50L+1,60H 10,556 osi 10,556 Dsi 10.556 osi 10.556 osi 10,556 psi 75 Dsi 0,1407 OK +1.20D+1,60Lr+0,50W+1.60H 13.94 Dsi 13.94 osi 13.94 psi 13.94 osi 13.94 psi 75 osi 0.1859 OK +1.20D+0.50L+1,60S+1,60H 16,981 Dsi 16.981 osi 16.981 osi 16.981 osi 16,981 osi 75 psi 0,2264 OK +1.20D+1.60S+0,50W+1,60H 2O,365 osi 20.365 psi 20.365 psi 20.365 osi 20.365 psi 75 Dsi 0.2715 OK +1.20D+0,50Lr+0,50L+W+1,60H 13.665 osi 13.665 psi 13.665 osi 13,665 psi 13.665 psi 75 psi 01822 OK +1.20D+0.50L+0,50S+W+1.60H 15,673 Dsi 15,673 psi 15.673 psi 15.673 osi 15,673 osi 75 psi 0.209 OK +1.20D+0.50L+0,20S+E+1.60H 7,045 Dsi 7.045 psi 7,045 psi 7.045 osi 7.045 psi 75 psi 0.09393 OK +0.901)+W+0 90H 10,693 osi 10,693 osi 10.693 osi 10.693 osi 10.693 osi 75 psi 0.1426 OK +0.901)+E+0,9011 4.268 osi 4,268 psi 4,268 psi 4.268 osi 4.268 osi 75 osi 0.05691 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status -.- _ - --- .. --- .._-. _.. - +1.40D+1,60H 24.136 osi 150Dsi 0.1609 OK +1.20D+0.50Lr+1,60L+1.60H 27.403 osi 150Dsi 0,1827 OK +1.20D+1.60L+0.50S+1.60H 35.298 psi 150osi 02363 OK +1,20D+1,60Lr+0.50L+1.60H 41.739 psi 1500si 0.2783 OK +1.20D+1.60Lr+0.50W+1 SON, 55.123 u,i 150rs 0.3675 OK +1.20D+0.50L+1.60S+1.60H 67.146 psi 150osi 0.4476 OK +1.20D+1.60S+0,50W+1.60H 80.529 psi 150osi 0,5369 OK +1.20D+0.501_r+0.50L+W+1.60H 54.034 osl 150osi 0.3602 OK +1.20D+0.50L+0.50S+W+1.60H 61.974 psi 150Dsi 0.4132 OK +1,20D+0.50L+0.20S+E+1.60H 27.856 osi 1500si 0.1857 OK +0.90D+W+0.90H 42.284 osi 1501)si 0.2819 OK +0.90D+E+0.90H 16.877 psi 150osi 0.1125 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Prgecl Descr; and then using the"Printing& Title Block"selection, General Footing — - - �uFdo=`:I00Rcnicliacr sa OOCU-I%NE r - W - ca-urssa.•cs 2.9.Uec6.0.25 60" i • • i Description: A_6,7 Code References Calculations per ACI 318-08, IBC 2009,^CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength - 2.50 ksi Allowable Soil Bearing - 3.0 ksf fy:Rebar Y(eld = 60.0 ksi lncrease Bearing By Footing Weight - No Ec:Concrete Elastic Modulus 2,850.0 ksi Soil Passive Resistance(for Sliding) 350.0 pcf Concrete Density - 145.0 pcf Soil/Concrete Friction Coeff, = 0.40 cp Values Flexure = 0.90 Shear 0.750 Increases based on footing Depth Analysis Settings Footing base depth below sail surface - ft Min Steel%Bending Reinf. Allowable pressure increase per foot of depth - ksf Min Allow /o Temp Reinf. - 0.00180 when footing base is below - ft Min.Overturning Safety Factor - 1.0 -1 Min.Sliding Safety Factor 1.0 .1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater Char= It Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions _ Width parallel to X-X Axis = 10.0 ft Length parallel to Z-Z Axis 10.0 ft Footing Thicknes -- 26.0 in I Pedestal dimensions... px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete... at Bottom of fooling = 3.0 in LZ :6 n Reinforcing _ 101 0 U, Bars parallel to X-X Axis Number of Bars - 13.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 13.0 Reinforcing Bar Siz( _ # 6 f Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads P:Column Load = 38.0 — 29.0 64.0 66.0 23.0 k OB:Overburden ksf M-xx _ k-ft M-zz k-ft V-x 19.0 22.0 46,0 46.0 43.0 9,0 k V-z 8.0 22,0 k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item PrOleCt Descr: and then using the"Printing& Title Block'selection. General Footing rile=�:wocun�-,>cr�wWYDOCu-,*N RCA-I%Tm.e�4WI6 ENERCALC.INC.19a2015,841d:8.18.12.9,Ver.6,0.28 Descnplion A 6,7 DESIGN SUMMARY Min.Ratio - item Applied Capacity Governing Load Combination PASS 0,9477 Soil Bearing 2.843 ksf 3.0 ksf +0+0.750L+0.750S+0,450W+H about Z-i PASS 8,654 Overturning-X-X 33.367 k-ft 288.750 k-ft +0,60D+0.70E+0.60H PASS 2,465 Overturning-Z-Z 140,833 k-ft 347.083 k-ft +D+L+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0,6159 Z Flexure(+X) 35.394 k-ft 57.470 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0,1715 Z Flexure(-X) 9.856 k-ft 57.470 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0.4012 X Flexure(+Z) 23.058 01 57.470 k-ft +1.20D+1.60S+0.50W+1,60H PASS 0.3861 X Flexure(-Z) 22.192 k-f1 57.470 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0,2769 1-way Shear(+X) 20.767 psi 75,0 psi +1.20D+1.60S+0,50W+1,60H PASS 0,2769 1-way Shear(-X) 20.767 psi 75.0 psi +1,20D+1,60S+0,50W+1,60H PASS 0.2823 1-way Shear(+Z) 21,175 psi 75.0 psi +1,20D+1.60S+0.50W+1.60H PASS 0.2715 1-way Shear(-Z) 20.359 psi 76.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.5474 2-way Punching 82.117 psi 150.0 psi +1.20D+1.605+0.50W+1.60H Detailed Results --- - --- ---- Soft Bearing - Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... _ Gross Allowable Xecc Zecc Bottom,•Z Top,+Z tdt,X Right, +X Ratio - --- - - - - - -.v _ X-X,+D+H 3.0 n/a 0,0 0,6942 0,6942 n/a n/a 0,231 X-X,+D+L+H 3.0 n/a 0.0 0.6942 0,6942 n/a n/a 0.231 X-X,+0+1r+H 3.0 nla 0.0 0.9842 0,9842 nla n/a 0 328 X-X,+D+S+H 3.0 n/a 0.0 1.334 1.334 n/a n/a 0.445 X_X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.9117 0.9117 n/a n/a 0,304 X-X,+D+0,750L+0,750S+H 3.0 n/a 0.0 1.174 1.174 nla n/a 0,391 X-X,+D+0.60W+H 3.0 n/a 1,145 1.029 1.152 n/a n/a 0,384 X-X,+D+0.70E+H 3.0 nla 4.682 0,6583 1,052 nla n/a 0.351 X-X,+D+O,750Lr+0,750L+0,450W+H 3.0 n/a 0.7744 1,163 1.255 n/a n/a Q418 X-X,+D+0.750L+0,750S+0.450W+H 3.0 n/a 0.6362 1.425 1.517 We n/a 0.606 X-X,+D+0.750L+0.7505+0.5250E+H 3.0 n/a 2.319 1.147 1.443 n/a n/a 0.481 X-X,+0,60D+0.60W+O,60H 3.0 n/a 1.536 0,7511 0.8739 n/a nla 0,291 X-X,+0.60D+0.70E+0.60H 3.0 n/a 6.933 0.3806 0.7744 n/a n/a 0.258 Z-Z,+D+H 3.0 7.116 nla n/a n/a 0.4513 0,9371 0.312 Z-Z,+O+L+H 3.0 24.346 n/a n/a n/a 0.0 1.543 0.514 Z-Z,+D+Lr+H 3.0 10,632 n/a n/a n/a 0.4601 1.508 0.603 Z-Z,+U+S+H 3.0 12.667 n/a n/a nla 0,0033 2.165 0,722 Z-Z,+D+0.750Lr+0.750L+H 3.0 19.963 nla nla n/a 0.01683 1.807 0.602 Z-Z,+D+0.750L+0.750S+H 3.0 19,486 n/a n/a n/a 0,04923 2,299 0,76{i Z-Z,+D+0.60W+H 3.0 10.685 n/a n/a nla 0.5175 1.663 0.554 Z-Z+D+0.70E+H 3,0 7.692 n/a nla n/a 0,5317 1.179 0 393 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3,0 19.220 n/a n/a n/a 0.06648 2,351 0.784 Z-Z,+D+0,750L+0.750S+0.450W+H 3.0 18,972 n/a nla n/a 0.09888 2.843 0,948 Z-Z,+D+0.750L+0,7505+0.5250E+H 3.0 18.618 n/a n/a n/a 0.1096 2 480 0.827 Z-Z+0,60D+0.60W+0.60H 3.0 11.904 n/a nla n/a 0.3370 1.288 0.429 Z-Z,+0,60D+0,70E+0.60H 3.0 7.969 n/a nla nla 0.3512 0.8038 0.268 Overturning Stability Rotation Axis& --- Load Combination... Oveftiming Moment Resistin Moment Stabi Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-h Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+O.750L+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0,60W+H 10.40 k-ft 545.08 k-ft 52.412 OK X-X,+D+0.70E+H 33.367 k-ft 427,583 k-ft 12.815 OK X-X,+0+0,750Lr+O.750L+0A50W+H 7.80 k-ft 604.33 k-ft 77.479 OK X-X,+D+0.750L+0.7505+0.450W+H 7.80 k-ft 735.58 k-ft 94.306 OK Title Block Line 1 Project Title: You can change this area En ineer: Project ID: using the"Settings"menu item Pro�ect Descr: and then using the"Printing& Title Block"selection. ih,nlg3,21 btu'.;I!15 !:JWH rrGeneral Footing _ File°cME-IIC%olwnavooCU--IIEr4ERcA-"'79 6 OMU[NERCAIC,INC.19932015 0ulki!6.15.179.iecl3.0.15 MmA Description: A_6,7 Overturning Stability Rotation Axis& _Load Combination... T OvertuminS Moment _Resisting Moment Stabti Ratio Status X-X,+D+0.750L+0.750S+0,5250E+H w 25.025 k-ft 647.46 k-ft 25.872 OK X-X,+0,60D+0.60W+0,60H 10.40 k-ft 406,250 k-ft 39,063 OK X-X.+0.60D+0.70E+0,60H 33,367 k-ft 288.750 k-ft 8,654 OK Z-Z.+D+H 41.167 k-ft 347.083 k-ft 8.431 OK Z-Z,+D+L+H 140.833 k-ft 347,083 k-ft 2.465 OK Z-Z,+D+Lr+H 88,833 k-ft 492.083 k-ft 5,539 OK Z-Z,+D+S+H 140,833 k-ft 667.08 k-ft 4.737 OK Z-Z,+D+0.750Lr+0.750L+H 151.667 k-ft 455.833 k-ft 3.005 OK Z-Z,+D+0,750L+0.750S+H 190,667 k-ft 587.08 k-ft 3.079 OK Z-Z,+D+0,60W+H 97.067 k-ft 545.08 k-ft 5.616 OK Z-Z,+D+0,70E+H 54,817 k-ft 427.583 k-ft 7,80 OK Z-Z,+D+0.750Lr+0.750L+0,450W+H 193.592 k-ft 604.33 k-ft 3.122 OK Z-Z,+D+0,750L+0,750S+0.450W+H 232.592 k-ft 735.58 k-ft 3.163 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2O0,904 k-ft 647.46 k-ft 3,223 OK Z-Z,+0.60D+0.60W+0,60H 80.60 k-ft 406.250 k-ft 5.040 OK Z-Z,+0.60D+0.70E+0.60H 38.350 k-ft 288.750 k-ft 7.529 OK Footing Flexure Flexure Axis&Load Combination Mu Which Towton @ As Req'd Gvrn.As Actual As Phi'Mn Status k-1t Sloe? Sot or Top? in^2 in^2 102_ k-ft X-X,+1.40D+1.60H 6,650 +Z Bottom _ 0.5616 Min Temo% 0.5720 57.470 OK X-X,+1.40D+1,60H 6.650 -Z Bottom 0,5616 Min Temo% 0.5720 57.470 OK X-X,+1,20D-450Lr+1.60L+1,60H 7,513 +Z Bottom 0,5616 Min Temo% 0,5720 57.470 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7.513 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60L+0.50S+1,60H 9.70 +Z Bottom 0.5616 Min Temo% 0.5720 57,470 OK X-X,+1,20D+1.60L+0.505+1.60H 9.70 -Z Bottom 0,5616 Min Temo% 0.5720 57.470 OK X-X,+1.20D+1,60Lr+0.50L+1,60H 11.50 +Z Bottom 0.5616 Min Temo% 0.5720 57.470 OK X-X,+1,20D+1,60Lr+0.50L+1.60H 11.50 -Z Bottom 0.5616 Min Temo% 0.5720 57,470 OK X-X,+1.20D+1.60Lr+0,50W+1.60H 16.058 +Z Bottom 0.5616 Min Temo% 0.5720 57.470 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 15.192 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50L+1,60S+1.60H 18.50 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50L+1.605+1.60H 18.50 -Z Bottom 0.5616 Min Temp% 0.5720 57,470 OK X-X,+1.20D+1.60S+0,50W+1.60H 23.058 +Z Bottom 0,5616 Min Temp% 0.5720 57.470 OK X-X,+1,20D+1,60S+0,50W+1.60H 22.192 -Z Bottom 0.5616 Min Temp% 0,5720 57,470 OK X-X,+1.20D+0,50Lr+0.50L+W+1.60H 16,629 +Z Bottom 0,5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 14.896 -Z Bottom 0,5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50L+0,50S+W+1.60H 18.816 +Z Bottom 0,5616 Min Temo% 0,5720 57,470 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 17.084 -Z Bottom 0.5616 Min Temp% 0,5720 57,470 OK X-X,+1.20D+0.50L+0,20S+E+1.60H 12,558 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 7.792 -Z Bottom 0,5616 Min Temp% 0.5720 57.470 OK X-X,+0.90D+W+0,90H 13.391 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+0.90D+W+0.90H 11.659 -Z Bottom 0,5616 Min Temo% 0.5720 57.470 OK X-X,+0,90D+E+0.90H 9.533 +Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+E+0.90H 4.767 -Z Bottom 0.5616 Min Temp% 0,5720 57,470 OK Z-Z,+1.40D+1.60H 3.769 -X Bottom 0.5616 Min Temp% 0.5720 57,470 OK Z-Z,+1.40D+1.60H 9.531 +X Bottom 0.5616 Min Temp% 0,5720 57,470 OK Z-Z.+1.20D+0.50Lr+1,60L+1.60H 3.474 -X Top 0,5616 Min Temp% 0.6720 57.470 OK Z-Z,+1,20D+0.50Lr+1.60L+1.60H 19.790 +X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+1.20D+1.60L+0.50S+1,60H 2.749 -X Top 0,5616 Min Temp% 0,5720 57.470 OK Z-Z,+1.20D+1,60L+0.50S+1,60H 23,117 +X Bottom 0.5616 Min Temp% 0.5720 57,470 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.727 -X Bottom 0,5616 Min TemD% 0,5720 57.470 OK Z-Z.+1.20D+1.60Lr+0,50L+1.60H 2O.273 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50W+1,60H 7.015 -X Bottom 0.5616 Min Temp% 0,5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 24.235 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.20D+0.50L+1,60S+1.60H 5,569 -X Bottom 0,5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+1,60S+1.60H 31.431 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 9,856 -X Bottom 0,5616 Min TemD% 0.5720 57.470 OK Z-Z.+1.20D+1,60S+0.50W+1.60H 35.394 +X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0,50Lr+0,50L+W+1.60H 4.954 -X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1,60H 26,571 +X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z.+1.20D+0,50L+0.50S+W+1.60H 5.842 -X Bottom 0,5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0,50L+0.50S+W+1,60H 30.058 +X Bottom 0.5616 Min Temp% 0.5720 57,470 OK Z-Z.+1.20D+0,50L+0.20S+E+1.60H 3,244 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection, General Footing - - -- --- - FNe= VoocuMa-110[nW WDOM-11ENERCA-117958.eL6 _Jv J ENERCALC,INC.IM2015.BWW:b.lb.11.9,Vor.6.0.2b r CIP.N:KW- 130 Licensee : STRUCTURAL DESIGN ASSOCIATES-: 06008 Description A_6.7 Footing Flexure Mu Which Tension @ As Req'd �Gvrn.As Actual As Phi"Mn Flexure Axis 8 Load Combination Status -_ k-ft Side 7 Bot or Top 7 in^2 in12 in^2 _ - k-ft -_ Z-Z.+1.20D+0.50L+0,20S+E+1.60H 17.106 +X Bottom 0.5616 Mir:Temo% 0.5720 57,470 OK Z-Z,+0,90D+W+0.90H 6.016 -X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+0.90D+W+0.90H 19.034 +X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+0.90D+E+0.90H 4.323 -X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+0.90D+E+0,90H 9.977 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK One Way Shear Load Combination... Vu •x Vu +x Vu •Z VA Q Vu:Max Phi Vn Vu 1 Phi'Vn Status_ +1.40D+1.60H 6,104 psi 6.104 osi 6,104 psi 6.104 osi 6.104 Dsi 75 osi 0,08139 OK +1.20D+0.5OLr+1.60L+1.60H 6.895 psi 6,895 psi 6,896 psi 6.896 psi 6.896 psi 75 psi 0.09194 OK +1.20D+1.60L+0.50S+1.60H 8.903 psi 8.903 psi 8.903 psi 8.903 psi 8.903 osi 75 psi 0,1187 OK +1.20D+1,60Lr+0,50L+1.60H 10.556 psi 10,556 psi 10.556 psi 10.556 Dsi 10.556 Dsi 75 osi 0.1407 OK +1.20D+1.60Lr+0.50W+1.60H 14.342 osi 14.342 psi 13.934 osi 14.749 psi 14,749 osi 75 psi 0.1967 OK +1.20D+0,50L+1.60S+1,60H 16.981 psi 16.981 psi 16.981 osi 16.981 psi 16.981 psi 75 osi 0.2264 OK +1,20D+1.GOS+0.50W+1.60H 2O.767 psi 20.767 osi 20.359 osi 21,175 psi 21.175 osi 75 psi 0,2823 OK +1.20D.10,50Lr+0,50L+W+1.601q 14 468 osi 14.468 psi 13.653 osi 15,283 Dsi 15.283 osi 75 osi 0.2038 OK +1.20D+0.50L+0,50S+W+1.60H 16.476 psi 16.476 psi 15.66 osi 17.291 psi 17.291 osi 75 osi 0.2306 OK +1,20D+0.50L+0.20S4-E+1.60H 9,339 osi 9.339 osi 7,097 osi 11.582 osi 11,582 usi 75 osi 0.1544 OK +0,90D+W+-0.90H 11.496 osi 11.496 osi 10.681 osi 12.312 osi 12.312 psi 75 osi 0.1642 OK 1-0.90D+E+0.90H 6.563 osi 6.563 Dsi 4.321 psi 8.805 Dsi 8.805 osi 75 osi 0.1174 OK Punching Shear All units k Load Combination... Vu Phi"Vn Vu!Phi"Vn Status +1.400+1.60H 24.136 psi 150psi 0.1609 OK +1,20D+0.5OLr+1.60L+1.50H 27.403 Dsi 150osi 0.1827 OK +1,20D+1.60L+0.50S+1.60H 35.298 psi 150pii 0.2353 OK +1.20D+1.60Lr+0.50L+1.60H 41.739 osi 150psi 0.2783 OK 1.20D+1.6OLr-0.50W+1.60H 56.711 psi 150Dsi 0.3781 OK +1,200+0.50L+1.60S+1.60H 67.146 psi 150wi 0.4476 OK +1.20D+1.60S+0.50W+1.60H 82.117 psi 150Dsi 0.5474 OK +1.20U+0.50Lr+0,50L+W+1.60H 57.21 Dsi 150osi 0.3814 OK +1.20D+0,50L+0.50S+W+1.60H 65.149 psi 150Ds1 0,4343 OK +1.20D+0.50L+0.20S+E+1.60H 36.93 Dsi 150s si 0.2462 OK +0.90D+W+0.90H 45.459 psi 150Dsi 0,3031 OK +0.90D+E-490H 25,951 psi 150Dsi 0,173 OK Title Block Line 1 Project Title. You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection, General Footing - — - — — -- rite=CCNRUMMrEcIiNcttne DOCU-i%ENER P-IV/9 25 Vic.#:KW-08008130 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: M 4 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values ft:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing 3.0 ksf fy Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight No Ec:Concrete Elastic Modulus - 2,850.0 ksi Soil Passive Resistance(for Sliding) 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff- 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 0.00180 when fooling base is below = ft Min,Overturning Safety Factor - 1.0 :1 Min.Sliding Safety Factor = 1,0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater Char ft Add Pedestal Wl for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions _ Width parallel to X-X Axis = 10,0 ft Length parallel to Z-Z Axis = 10•D it Fooling Thicknes _ 26.0 in Pedestal dimensions_.. _X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis - in Height = in Rebar Centerline to Edge of Concrete- � at Bottom of fooling = 3.0 in �r _ Reinforcing _.._ --_-._ .- - 01V-- Bars parallel to X-X Axis Number of Bars = 13.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 13.0 Reinforcing Bar Sizr = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads --- P:Column Load = 38.0 29.0 64.0 69.0 33.0 k OB;Overburden = ksf M-xx k-ft M-zz = k-ft V-x = 19.0 22.0 46.0 46.0 43,0 9.0 V-z = 8.0 22.0 k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, - - - �-T-�� - -- ---- - Fib=cCdOME-10inl � 8 iTEr mst.f`.'-1 u"�;.�( Genera l Footing N , 11&2015, 15129,Voc6Ui a2 5 KW-08008130 Licensee.STRUCTURAL DESIGNASSOCIATES Description M_4 DESIGN SUMMARY Design OK Min.Ratio item~ Applied Capacity Governing Load Combination PASS 0,9523 Soil Bearing 2.857 ksf _ 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z•2 PASS 9.703 Overturning-X-X 33.367 k-fl 323.750 k-ft +0.60D+0.70E+0,60H PASS 2.465 Overturning-Z-Z 140,833 k-ft 347.083 k-ft +D+L+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6191 Z Flexure(+X) 35.581 k-fl 57,470 k-ft +1,20D+1,60S+0.50W+1.60H PASS 0.1748 Z Flexure(-X) 10,044 k-fi 57.470 k-ft +1,20D+1,60S+0.50W+1,60H PASS 0,4045 X Flexure(+Z) 23.246 k-ft 57.470 k-ft +1,20D+1,60S+0.50W+1.60H PASS 0.3894 X Flexure(-Z) 22.379 k-fl 57.470 k-ft +1.20D+1.60S+0,50W+1,60H PASS 0.2792 1-way Shear(+X) 20,939 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2792 1-way Shear(-X) 20,939 psi 75.0 psi +1.20D+1.60S+0,50W+1.60H PASS 0.2846 1-way Shear(+Z) 21.347 psi 75.0 psi +1,20D+1,60S+0.50W+1,60H PASS 0.2738 1-way Shear(-Z) 20.531 psi 75.0 psi +1.20D+1,605+0,50W+1,60H PASS 0.5520 2-way Punching 82.798 psi 150.0 psi +1.20D+1.605+0.50W+1.60H Detailed Results ------ -- ----- Soil Bearing`_ - Rotation Axis S Actual Soil Bearing Stress - Actual I Allowable -_ Load Comb_inatlon._.. Gross Allowable Xecc Zecc Bottom.-Z Top,+Z `- LA,_X Right.+X Redo^ X-X,+D+H 3.0 Na 0,0 0.6942 0.6942 n/a n/a 0.231 X-X,+D+L+H 3.0 n/a 0.0 0,6942 0.6942 n/a n/a 0,231 X-X,+D+Lr+H 3.0 nia 0,0 0.9842 0,9842 n/a n/a 9,32d X-X.+D+S+H 3.0 nia 0.0 1.334 1.334 nla nla 0.445 X-X,+D+0.750Lr+0,750L+H 3.0 nia 0.0 0.9117 0.911-1 nla n/a 0,304 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1,174 1:174 n/a n/a 0,391 X-X,+D+0.60W+H 3.0 n/a 1.126 1,047 1170 nla nia 0.390 X-X.+D+0,70E+H 3.0 nla 4.328 0,7283 1.122 n/a n/a 0,374 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 nla 0.7659 1.176 1168 nla n/a 0,423 X-X,+0+0.750L+0.750S+0A50W+H 3.0 n/a 0,6304 1A39 1.531 n/a n/a 0.510 X-X,+D+0.750L+0.7505+0.5250E+H 3.0 n/a 2,229 1.20 1,495 n/a n/a 0.498 X-X,+0,60D+0,60W+0.60H 3.0 n/a 1,503 0.7691 0.8919 n/a n/a 0.29 X-X,+0.60D+0,70E+0,60H 3.0 n/a 6,184 0,4506 0.8444 n/a n/a 0,282 Z-Z.+D+H 3.0 7.116 n/a n/a n/a 0.4513 0.9371 0.312 Z-Z,+D+L+H 3.0 24.346 nia nia nla D,0 1.543 0.514 Z-Z.+D+Lr+H 3.0 10.832 nia n/a nia 0.4601 1.508 0.503 Z-Z,+p+S+H ,1 fl 12.667 n/a n/a n/a 0,5033 2.165 0,722 Z-Z,+D+0.750Lr+0.750L+H 3.0 19,963 n/a n/a n/a 0.01683 1.807 0.602 Z-Z,+D+0,750L-4750S+H 3.0 19,486 n/a n/a n/a 0.04923 2.299 0.766 Z-Z,+D+0,60W+H 3.0 10.511 n/a n/a n/a 0.6355 1,681 0.560 Z-Z+D+0.70E+H 3.0 7.110 n/a n/a n/a 0.6017 1.249 0.416 Z-Z,+0+0.750Lr+0.750L+0,450W+H 3.0 19.008 n/a n/a n/a 0,07998 2.364 0,788 Z-Z,+D+0,750L+0,750S-i ,A50W+H 3.0 18.80 n/a n/a nia 0.1124 2.857 2 Z-Z,+D+0.750L+0.750S+0,5250E+H 3.0 17.892 n/a n/a n/a 0.1621 2.533 0,844 Z-Z+0,60D+0.60W+0.60H 3.0 11.646 n/a n/a n/a 0,3550 1,306 0.435 Z-Z.+0.600+0,70E+0.60H 3.0 7.107 n/a n/a n/a 0,4212 0.8738 0.291 Overturning Stability Rotation Axis& _Load Combination... Overturnin g Moment Resisting Moment _Stability Ratio Status X-X,+D+H None 0,0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0,750S+H None 0.0 k-ft Infinity OK X-X,+D+0,60W+H 10.40 k-ft 554.08 k-ft 53.277 OK X-X,+D+0.70E+H 33,367 k-ft 462.583 k-ft 13.864 OK X-X,+D+0.750Lr+0.750L+0.450W+H 7.80 k-ft 611,08 k-ft 78,344 OK X-X,+D+0.750L+0.750S+0.450W+H 7,80 k-ft 742.33 k-ft 951711 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection, _ �I iV-. etn 14Nnt General Footing -Fda c-.OXUME-11C4nMn%MY000U-I%NERCA-iv958.-ec6 FNFRCALC.INC 19b32015,Auiad:6.15.17.9,V©cbD25 Description: IA-4 Overturning Stabllity Rotation Axis B - - _ Load Combination... Overturning Moment Resisting Moment StabillIty Ratio Status X-X,+D+0,750L+0.7505+0.5250E+H 25,025 k-ft 673.71 k-ft 26.921 OK X-X,+0,60D+0.60W+0.60H 10.40 k-ft 415,250 k-fl 39.928 OK X-X,+0.60D+0,70E+0.60H 33.367 k-ft 323,750 k-ft 9.703 OK Z-Z,+D+H 41.167 k-ft 347.083 k-ft 8.431 OK Z-Z,+D+L+H 140,833 k-ft 347,083 k-ft 2.465 OK Z-Z,+D+Lr+H 88.833 k-ft 492.083 k-ft 5,539 OK Z-Z,+D+S+H 140.833 k-ft 667.08 k-ft 4.737 OK Z-Z.+D+0,750Lr+0,750L+H 151.667 k-ft 455.833 Ot 3.005 OK Z-Z,+D+0.750L+0.750S+H 190.667 k-ft 587.08 k-ft 3,079 OK Z-Z,+D+0.60W+H 97.067 k-ft 554.08 k-ft 5,708 OK Z-Z,+D+0,70E+H 54.817 k-ft 462.583 k-ft 6.439 OK Z-Z,+D+0,750Lr+0.750L+0A50W+H 193.592 k-ft 611.08 k-ft 3.157 OK Z-Z,+D+0.750L+0.750S+0.450W+H 232,592 k-ft 742.33 k-ft 3.192 OK Z-Z.+D+0.750L+0.750S+0,5250E+H 2O0,904 k-ft 673.71 k-ft 3,353 OK Z-Z,+0.60D+0,60W+0.60H 80,60 k-ft 415.250 k-ft 5,152 OK Z-Z,+0.60D+0.70E+0,60H 38.350 k-ft 323,750 k-ft 8,442 OK Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As PbPMn __ BtetUS k-ft Side 1 Botor Top_4 in12 in12 in^2 _ k"tt X-X,+1.40D+1,60H 6.650 +Z Bottom 0.5616 Min Temp% y 0.5720 57,470 OK X-X,+1.40D+1.60H 6.650 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 7.513 +Z Bottom 0.5616 Min TemD% 0.5720 67.470 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7.513 -Z Bottom 0,5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1.60L+0.505+1.60H 9,70 +Z Bottom 0.5616 Min TemD% 0,5720 57.470 OK X-X,+1.20D+1.60L+0.50S+1.60H 9.70 -Z Bottom 0.5616 Min TemD% 0.5720 57,470 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 11.50 +Z Bottom 0.5616 Min TemD% 0,5720 57.470 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 11,50 -Z Bottom 0.5616 Min TemD% 0.5720 57,470 OK X-X,+1.20D+1,60Lr+0.50W+1.601-1 16,246 +Z Bottom 0.5616 Min TemD% 0.5720 57,470 OK X-X,+1,20D+1,60Lr+0,50W+1,60H 15.379 -Z Bottom 05616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0,50L+1,60S+1.60H 18.50 +Z Bottom 0,5616 Min Temp% 0.5720 57.470 OK X-X,+1,20D+0.50L+1.60S+1.60H 18.50 -Z Bottom 0,5616 Min TemD% 0.5720 57.470 OK X-X,+1.20D+1,60S+0.50W+1.60H 23.246 +Z Bottom 0.5616 Min TemD% 0,5720 57.470 OK X-X.+1.20D+1,60S+0,50W+1.60H 22.379 -Z Bottom 0,5616 Min TemD% 0.5720 57.470 OK X-X,+1,20D+0.50Lr+0,50L+W+1.60H 17,004 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0,50Lr+0,50L+W+1,60H 15,271 -Z Bottom 0,5616 Min Temp% 0,5720 57.470 OK X-X,+1,20D+0.50L+0.50S+W+1,60H 19,191 +Z Bottom 0.5616 Min TemD% 0.5720 57,470 OK X-X,+1.20D+0.50L-+0,50S+W+1.60H 17.459 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.20S+E+1,60H 13,808 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50L+0.205+E+1,60H 9,042 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK X-X,+0.90D+W+0,90H 13,766 +Z Bottom 0,5616 Min Temp% 0.5720 67.470 OK X-X,+0,90D+W+0,90H 12.034 -Z Bottom 0,5616 Min TemD% 0,5720 57.470 OK X-X,+0,90D+E+0,90H 10,783 +Z Bottom 0,5616 Min Temp% 0.5720 57.470 OK X-X,+0,90D+E+0.90H 6,017 -Z Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 3,769 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.40D+1,60H 9.531 +X Bottom 0,5616 Min Temp% 0.5720 67.470 OK Z-Z,+1.20D+0,50Lr+1.60L+1.60H 3.474 -X ToD 0,5616 Min TemD% 0.5720 57.470 OK Z-Z,+1,20D+0.50Lr+1.60L+1.60H 19,790 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2.749 -X Tor) 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1,60L+0,50S+1.60H 23.117 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1,60Lr+0.50L+1.60H 2.727 -X Bottom 0,5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr-*0.50L+1,60H 2O.273 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1,20D+1,60Lr+0,50W+1.60H 7.202 -X Bottom 0,5616 Min TemD% 0.5720 57,470 OK Z-Z,+1.20D+1.6QLr+0.50W+1.60H 24,423 +X Bottom 0,5616 Min Temp% 0,5720 57.470 OK Z-Z,+1.20D+0,50L+1.60S+1,60H 5.569 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 31.431 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60S+0,50W+1.60H 10.044 -X Bottom 0.5616 Min TemD% 0.5720 57.470 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 35.581 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1,20D+0.50Lr+0.50L+W+1,60H 5.329 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.20D+0,50Lr+0.50L+W+1,60H 26,946 +X Bottom 0.5616 Min TemD% 0,5720 57,470 OK Z-Z,+1,20D+0,50L+0,50S+W+1.60H 6,217 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 30.433 +X Bottom 0.5616 Min TemD% 0,5720 57.470 OK Z-Z,+1.20D40,50L+0,20S+E+1,60H 4,494 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. General Footing - -- !� - He=�,WCUME-1+Omlmu YDOCu-1tENERCA-117gsa.«s6 FNFRCALC,INC.I9032015,Build:615,12,S Va4025 60i:130 Ucensee:STRUCTURAL DESIGN ASSOCIATES Description: M_4 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? - in^2 in^2 _ in^2 _ k-ft Z-Z,+1.20D+0,50L+0.20S+E+1.60H 18.356 +X Bottom 0.5616 Min Temp% 0,5720 57.470 OK Z-Z,+0.90D+W+0.90H 6.391 -X Bottom 0.5616 Min Temo% 0.5720 57,470 OK Z-Z,+0.90D+W+0,90H 19.409 +X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+0.90D+E+0,90H 5.573 -X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+0.90D+E+0.90H 11.227 +X Bottom 0,5616 Min Temp% 0.5720 57,470 OK One Way Shear Load Combination,.. Vu X Vu +X Vu -Z Vu +Z Vu:Max Phi Vn Vu I Phi*Vn Status _.-. - --- n --._-.-- --. - -_ _ ----- - . ..� -_ -- - -- - - -_- - -- - - ------- +1.40D+1,60H 6,104 osi 6,104 psi 6.104 Dsi 6104 osi 6.104 osi 75 osi 0.08139 OK +1,20D+0,50Lr+1.60L+1,60H 6,895 osi 6.895 osi 6.896 osi 6.896 osi 6.896 psi 75 osi 0.09194 OK +1.20D+1.60L+0.50S+1,60H 8,903 osi 8.903 Dsi 8.903 Dsi 8.903 psi 8,903 psi 75 Dsi 0,1187 OK +1.20D+1,60Lr+0.50L+1,60H 10,556 Dsi 10.556 Dsi 10,556 Dsi 10.556 psi 10.556 Dsi 75 Dsi 0.1407 OK +1.20D+1.60Lr+0,50W+1,60H 14.514 osi 14.514 Dsi 14,106 Dsi 14,922 osi 14.922 osi 75 osi 0.199 OK +1.20D+0,50L+1.60S+1.60H 16.981 psi 16.981 osi 16,981 psi 16.981 osi 16.981 psi 75 Dsl 0,2264 OK +1.20D+1.605+0.50W+1.60H 2O.939 psi 20,939 osi 20.531 Dsi 21.347 osi 21,347 psi 75 osi 0.2846 OK +1.20D+0.50Lr+0.50L+W+1.60H 14,812 psi 14.812 Dsi 13,997 nsi 15.628 psi 15.628 osi 75 psi 0.2084 OK +1.20D+0.50L+0.50S+W+1,60H 16.82 osi 16.82 psi 16,005 Dsi 17.635 Dsi 17,635 osi 75 osi 0.2351 OK +1.20D+0.50L+0.20S+E+1,60H 10.487 Dsi 10.487 osi 8.244 osi 12.729 osi 12.729 osi 75 psi 0.1697 OK +0.90D+W+0,90H 11,841 psi 11.841 Dsi 11,025 Dsi 12.656 psi 12.656 psi 75 Dsi 0.1687 OK -50.90D+E+0,90H 7.71 osi 7.71 Dsi 5,468 Dsi 9.952 osi 9.952 osi 75 Dsi 0.1327 OK Punching Shear _ All units k Load Combination... _T Vu _ Phi*Vrr Vu/Phi*Vn _ Status +1,40D4-1.60H 24.136 osi 150psi J 0.1609 OK +1.20D+0.50Lr+1.60L+1,60H 27.403 Dsi 150osi 0.1827 OK +1.20D+1.60L+0,505+1.60H 35,298 Dsi 150osi 0,2353 OK +1,20D+1.60Lr+0.50L+1.60H 41,739 psi 1500si 0.2783 OK +1,20D+1.60Lr+0,50W+1,60H 57.391 osi 1.50a6 n.3826 OK +1.20D+0.50L+1.60S+1.60H 67.146 ust 150osi 6.4476 OK +1,20D+1.60S+0.50W+1,60H 82.798 osl 1500si 0,552 OK F1.20Da0.50Lr+0,50L+W+1.601.1 58.571 Dsi 150osi 0,3905 OK +1,20D+0.50L+0,50S+W+1,60H 66,51 Dsi 150Dsi 0.4434 OK +1,20D-450L+0,20S+E+1,60H 41.467 osi 1500si 0.2764 OK +0.90D+W+0,90H 46,82 Dsi 150psi 0,3121 OK +0.90D+E+0.90H 30.488 wi 150t)sl 0.2033 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. General Footin —F#e=c:IDocuME-;\crinton;MY®oCU-1�ENERca-,t,s56,ecs g FNFRCAI.C.INC 1983 2015,BuOdli.15.12�,Vec6.01 i:1�: l c • Descrrpfion: Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties ^Soil Design Values - - -- f c:Concrete 28 day strength - 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Reber Yield 60.0 kst Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus - 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure -- 0.90 Shear = 0,750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0,00180 when fooling base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min,Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pre5stlre increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 10.0 ft ~ Length parallel to Z-Z Axis a 10.0 ft Footing Thicknes = 26.0 in Pedestal dimensions... _ i -x px:parallel to X-X Axis = in pZ:parallel to Z-Z Axis in Height = in m Reber Centerline to Edge of Concrete.., at Bottom of footing = 3.0 in Reinforcing_ Bars parallel to X-X Axis Number of Bars 13.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 13.0 Reinforcing Bar Sizi _ # 6 r- — S Bandwidth Distribution Check (ACI 15A,41) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads 0_ Lr _ L S W _ E H P:Column Load a 38.0- -.....__ 29.0 -----64.0 -. 59.0 3:O k OB:Overburden = ksf M-xx = k-ft + M-zz k-ft V-x - 19.0 22.0 46.0 46.0 43.0 9.0 k V-z k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block'selection. General Footing Fro-c-OWUME-I%CrnWnWYDocu-11ENERCA-1%7 BERM(;,INC.I 2015,t)UMA15.12 9,Ver.5.0.25 Lic.#:KW06008136 LIcensee:STRUCTURAL DESIGN ASSOCIATES Description III d,;,9 DESIGN SUMMARY _ - • Min.Ratioitem Applied Capacity Governing Load Combination PASS 0,9373 Soil Bearing 2.812 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-i PASS nia Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2,465 Overturning-Z-Z 140.833 k-ft 347.083 k-ft +D+L+H PASS n/a Uplift 0,0 k 0 0 k No Uplift PASS 0.6083 Z Flexure(+X) 34,956 Wt 57,470 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0.1639 Z Flexure(-X) 9.419 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0,3861 X Flexure(+Z) 22.188 k-ft 57.470 k-ft +1.20D+1.60S+0.50W+11.60H PASS 03861 X Flexure(-Z) 22,188 k-ft 57.470 k-ft +1.20D+1,60S+0.50W+1,60H PASS 0,2715 1-way Shear(+X) 20.365 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2715 1-way Shear(-X) 20.365 psi 75.0 psi +1.20D+1.60S+0.50W+1,60H PASS 0.2715 1-way Shear(+Z) 20.365 psi 75.0 psi i 1.20D 0.60S 10,50W 0.601-1 PASS 0.2715 1-way Shear(-Z) 20.365 psi 75.0 psi +1,20D+1,60S+0.50W+1,60H PASS 0.5369 2-way Punching 80.529 psi 150.0 psi +1,20D+1.60S+0.50W+1.60H Detailed Results - SoS Bearing Rotation Axis 8 - Actual So(I Bearing Stress Actual I Allowable Load Combination... _ Gross Allowable Xecc Zecc Bottom,-Z Tod,+Z Left, X Right,+X RAtlo X-X,+D+H T 3,0` n/a 0.0 0.6942 0.6942 n/a nia 0,291 X-X,+D+L+H 3.0 nia 0.0 0,6942 0.6942 n/a n/a 0.231 X-X,+D+Lr+H 3.0 n/a 0.0 0.9842 0.9842 n/a n/a 0,328 X-X,+D+S+H 3.0 n/a 0.0 1.334 1.334 n/a n/a 0.445 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0,9117 0.9117 n/a n/a 0,)04 X-X,+D+0.750L+0,750S+H 3.0 n/a 0.0 1.174 1,174 n/a n/a 0.391 X-X,+D+0.60W+H 3.0 n/a 0.0 1,048 1,048 n/a n/a 0,349 X-X,+D+0.70E+H 3.0 n/a 0.0 0.7152 0.7152 n/a n/a 0.238 X-X,+D+0.750Lr+0.750L+0,450W+H 3.0 n/a 0.0 1,177 1.177 n/a n/a 0.392 X-X,+D+0.750L+0,750S+0.450W+H 3.0 n/a 0.0 1.440 1.440 Na n/a 0,480 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.190 1.190 nia n/a 0,397 X-X.+0,60D+0.60W+0.60H 3.0 n/a 0.0 0,7705 0.7705 n/a n/a 0.257 X-X,-+0.60D+0.70E+0,60H 3.0 n/a 0.0 0.4375 0.4375 n/a n/a 0.146 Z-Z,+D+H 3.0 7,116 n/a n/a n/a 0.4513 0.9371 0,312 Z-Z,+D+L+H 3.0 24.346 nia nia nia 0.0 1,543 0,514 Z-Z,+D+Lr+H 3.0 10.832 n/a nia n/a 0,4601 1.508 0.503 7-7,+II+S+H 3.0 12.667 n/a nia n10 0,5033 2.165 0 722 Z-Z,+D+0.750Lr+0,750L+H 3.0 19,963 n/a n/a nia 0,01683 1,807 0,602 Z-Z,+D+0.750L+0.750S+H 3.0 19.486 n/a n/a nia 0.04923 2.299 0.766 Z-Z,+D+0,60W+H 3.0 11,113 n/a n/a n/a 0.4755 1,621 0,540 Z-Z,+D+0.70E+H 3.0 9.198 n/a n/a n/a 0.3917 1.039 0,346 Z-Z,+D+0,750Lr+0,750L+0.450W+H 3.0 19.735 nia n/a n/a 0.03498 2.319 0.773 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 19.387 n/a n/a n/a 0.06738 2.812 0 937 Z-Z,+D+0.750L+0.750S+0,5250E+H 3.0 20,261 n/a nia nia 0,004381 2.375 0.792 Z-Z,+0,60D+0.60W+0.60H 3,0 12.553 n/a n/a n/a 0,2950 1.246 0.415 Z,Z +0.60D+0.10E+0,60H 3,0 10.519 n/a n/a n/a 0.2112 0.6638 01221 Overturning Stability Rotation Axis& ^- Load Combination,.. - Overturning Moment` Resisting Moment _ Stabil atio Status X-X,+D+H None 0.0 k-fi Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.7503+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-fl Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0,750L+0,750S+0,450W+H None 0.0 k-ft Infinitv OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item PMect Descc and then using the"Printing& Title Block"selection. f General Footing ^- FileENERcnLC,lMionWYDO5. i 5-%ENE .__- - CA-nss9 7 .ocG 129,Ver.6.0 25 KW-06008130 Licensee STRUCTURAL DESIGN ASSOCIATES Description: M_6,7,9 Overturning Stability Rotation Axis 8 - - - - - - - - -- - - �_Load Combination-. Overturning Moment - Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0,60W+0.60H None 0,0 k-ft Infinity OK X-X,+0,60D+0.70E+0,60H None 0,0 k-ft Infinity OK Z-Z,+D+H 41.167 k-ft 347.083 k-ft 8,431 OK Z-Z,+D+L+H 140.833 k-ft 347.083 k-ft 2,465 OK Z-Z.+D+Lr+H 68,833 k-ft 492.083 k-ft 5,539 OK Z-Z.+D+S+H 140,833 k-ft 667.08 k-ft 4,737 OK Z-Z,+D+0.750Lr+0.750L+H 151.667 k-ft 455.833 k-ft 3.005 OK Z-Z,+D+0.750L+0.750S+H 190.667 k-ft 587.08 k-ft 3,079 OK Z-Z,+D+0,60W+H 97,067 k-ft 524.08 k-ft 5,399 OK Z-Z,+D+0.70E+H 54,817 k-ft 357.583 k-ft 6.523 OK Z-Z,+D+0.750Lr+0,750L+0.450W+H 193.592 k-ft 588.58 k4t 3.040 OK Z-Z,+D+0.750L+0.750S+0,450W+H 232.592 k-ft 719.83 k-ft 3.095 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 2O0,904 k-f1 594,96 k-ft 2,961 OK Z-Z,+0.60D+0.60W+0.60H 80.60 k-ft 385,250 k-ft 4.780 OK Z-Z,+0.60D+0.70E+0.60H 38.350 k-h 218.750 k-ft 5.704 OK Footing Flexure _ Flexure Axis&Load Combination Mu Whichy Tension @ As Req'd Gvrn.As ~ Actual As _ ^ Phi"Mn Status k-4 Side? Bot or Top? inA2 in"2 _ inA2 k-ft X-X,+1.40D+1.60H 6,650 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.40D+1.60H 6.650 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+1,60L+1.60H 7.513 +Z Bottom 0,5616 Min Tema% 0,5720 57,470 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 7,513 -Z Bottom 0.5616 Min Temp% 0.5720 67.470 OK X-X,+1.20D+1.60L+0.50S+1,60H 9.70 +Z Bottom 0,5616 Min Temp% 0.5720 57.470 OK X-X,+1,20D+1.60L+0.503+1,60H 9.70 -Z Bottom 0.5616 Min Temp% 0,5720 57.470 OK X-X,+1.20D+1,60Lr+0,50L+1.60H 11.50 +Z Bottom 0.5616 Min Temp% 0,5720 57,470 OK X-X,+1.20D+1.60Lr+0,50L+1.60H 11.50 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1,20D+1,60Lr+0,50W+1.60H 15,188 +Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60Lr+0.50W+1,60H 15.188 -Z Bottom 0.5616 Min Temp% 0,5720 57,470 OK X-X,+1.20D-450L+1,60S+1.60H 18,50 +Z Bottom 0.5616 Min Temp% 0,5720 57.470 OK X-X,+1,20D+0,50L+1,60S+1,60H 18.50 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+1.60S+0.50W+1,60H 22,168 +Z Bottom 0.5616 Min Temp% 0,5720 57.470 OK X-X,+1.20D+1,60S+0.50W+1,60H 22,188 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 14.888 +Z Bottom 0.5616 Min Temp% 0.5720 57,470 OK X-X,+1,20D+0.5OLr+0.50L+W+1,60H 14.888 -Z Bottom 0.5616 Min Temp% 0,5720 57.470 OK X-X,+1,20D+0.50L+0.50S+W+1.60H 17.075 +Z Bottom 0.5616 Min Temp% 0,5720 57.470 -OK X-X,+1,20D+0.50L+0.50S+W+1,60H 17.075 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+1,20D+0.50L+0.20S+E+1.60H 7.675 +Z Bottom 0,5616 Min Temp% 0,5720 57.470 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 7.675 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+0.90D+W+0.90H 11.650 +Z Bottom 0.5616 Min Temp% 0.5720 57,470 OK X-X,+0.90D+W+0.90H 11,650 -Z Bottom 0.5616 Min Temp% 0.5720 57.470 OK X-X,+0.90D+E+0.90H 4.650 +Z Bottom 0.5616 Min Temp% 0.5720 57,470 OK X-X,+0.90D+E+0,90H 4,650 -Z Bottom 0,5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 3,769 -X Bottom 0,5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.40D+1.60H 9.531 +X Bottom 0.5616 Min Temp% 0,5720 57.470 OK Z-Z,+1,20D+0,50Lr+1.60L+1.60H 3.474 -X Top 0,5616 Min Temp% 0.5720 57,470 OK Z-Z,+1.20D+0.50Lr+1.60L+1,60H 19,790 +X Bottom 0,5616 Min Temp% 0,5720 57,470 OK Z-Z.+1.20D+1,60L+0,50S+1,60H 2.749 -X Top 0,5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1,60L+0.50S+1.60H 23.117 +X Bottom 0,5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0,50L+1,60H 2.727 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60Lr+0.50L+1,60H 2O273 +X Bottom 0,5616 Min Temp% 0.5720 57.470 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 6,577 -X Bottom 0.5616 Min Temp% 0.5720 57,470 OK Z-Z,+1,20D+1.60Lr+0,50W+1.60H 23.798 +X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+1,60S+1.60H 5.569 -X Bottom 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+0.50L+1 A0S+1,60H 31.431 +X Bottom 0,5616 Min Temp% 0.5720 57.470 OK Z-Z,+1.20D+1.60S+0.50W+1,60H 9,419 -X Bottom 0.5616 Min Temp% 0.5720 57,470 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 34,956 +X Bottom 0.5616 Min Temp% 0,5720 57.470 OK Z-Z,+1.20D+0,50Lr+0,50L+W+1,60H 4.079 -X BOOM 0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+1,20D+0.50Lr+0.50L+W+1.60H 25.696 +X Bottom 0.5616 Min Temp% 0.5720 57,470 OK Z-Z.+1.20D+0.50L+0,50S+W+1.60H 4.967 -X Bottom 0.5616 Min Temp% 0,5720 57,470 OK Z-Z,+1,20D+0.50L+0,50S+W+1.60H 29,183 +X Bottom 0.5616 Min Temp% 0,5720 57.470 OK Z-Z.+1.20D+0.50L+0,20S+E+1.60H 0,7436 -X Bottom 0.5616 Min Temp% 0,5720 57.470 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& 7 itle Block'selection. General Footing - -� - -- - Fo=�1)ocuaMF-uai�twWYoocu-iu-.NERCA=n7sss.� ENERCALC.INC.1983.2015.B01&6.15.179,Vtv:6.0.25 000r: ASSOCIATES Description: 1.17) Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd-- Gvrn.As Actual As Phi"Mn Status _ k-ft Side? Bot or Top? in^2 in"2 in^2 _ k-fl Z-Z.+1.200+0 50L+0.205+E+1.60H 14.606 +X Bottom `0.5616 Min Temp% 0.5720 57.470 OK Z-Z,+0,90+W+0.90H 5,141 -X Bottom 0.5616 Min Temo% 0.5720 57.470 OK Z-Z,+0.90D+W+0.90H 18.159 +X Bottom 0.5616 Min Temo% 0,5720 57.470 OK Z-Z.+0.90D+E-490H 1.823 -X Bottom 0.5616 Min Temo% 0.5720 57,470 OK Z-Z.+0,90D+E+0,90H 7.477 +X Bottom 0,5616 Min Temo% 0.5720 67.470 OK One Way Shear Load Combination... Vu X Vu +X Vu Z Vu +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 6.104 osi 6.104 osi 6.104 osi 6.104 osi 6,104 Dsi 75 Dsi 0.08139 OK +120D+0.50Lr+1,60L+1.60H 6.895 Dsi 6.895 psi 6,896 psi 6.896 psi 6.896 osi 75 psi 0.09194 OK +1.20D+1.60L+0.50S+1.60H 8.903 psi 8.903 osi 8.903 Dsi 8.903 psi 8.903 osi 75 Dsi 0.1187 OK +1.20D+1.60Lr+0.50L+1.60H 10.556 osi 10.556 Dsi 10.556 psi 10.556 osi 10,556 osi 75 psi 0.1407 OK +1,20D+1.60Lr+0,50W+1,60H 13.94 Dsi 13.94 Dsi 13.94 osi 13.94 psi 13.941* 75 Dsi 0.1859 OK +1,20D+0.50L+1,605+1.60H 16.981 osi 16.981 osi 16.981 psi 16.981 psi 16.981 osi 75 osi 0.2264 OK +1.20D+1.60S+0.50W+1.60H 2O.365 osi 20,365 Dsi 20.365 Dsi 20,365 Dsi 20.365 osi 75 Dsi 0.2715 OK +1.20D+0,50Lr+0,50l-+W+1.60H 13.665 osi 13,665 Dsi 13,665 osi 13.665 Dsi 13,665 Dsi 75 Dsi 0.1822 OK +1.20D+0.50L+0.50S+W+1.60H 15.673 psi 15.673 Dsi 15,673 osi 15.673 psi 15.673 Dsi 75 psi 0,209 OK +1.20D+0.50L+0.20S+E+1.60H 7,045 osi 7.045 osi 7.045 Dsi 7.045 osi 7.045 Dsi 75 psi 0.09393 OK +0.90D+W+0.90H 10.693 osi 10,693 Dsi 10.693 osi 10.693 Dsi 10,693 Dsi 75 Dsl 0.1426 OK -10.90D-1-F-4901-1 4,268 osi 4,268 osi 4,268 Dsi 4.268 Dsi 4,268 osi 75 psi 0.05691 OK Punching Shear All unit$k Load Combination... -_a.., Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 24,136 Dsi 150Dsi 0.1609 OK +1.20D+0.50Lr+1,60L+1.60H 27.403 Dsi 150nsi 0.1827 OK +120D+1.60L+0,50S+1.60H 35.298 Dsi 15005,i 02353 OK +1.20D+1,60Lr+0.50L+1.60H 41.739 Dsi 150osi 0.2783 OK +1.20D+1.60Lr+0.50W+1.60H 55.123 r:si 150Dsi 0.3675 OK +1.20D+0.50L+1.60S+1.60H 67.146 osi 150v 0.4476 OK +1.20D+1.60S+0.50W+1.60H 80,529 osi 1501)si 0.5369 OK A20D+0.50Lr+0,50L+W+1.60H 54.034 n 1500si 0.3602 OK +1.20D+0,50L+0.50S+W+1.60H 61.974 Dsi 150Dsi 0.4132 OK +1.20D+0.50L+0,205+E+1.60H 27.856 Dsi 150Dsi 0.1857 OK +0.90D+W+0.90H 42,264 psi 150psi 0.2B19 OK +0.90D+E+0.90H 16,877 osi 1500s1 0.1125 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. f General Footing File=�iDocuME-ttainteMMYDocu-i"ERCA-flrs58.oc6—� ENERCAIC.INC.t98kAL Bulld:6.15.11.9.ver6.0.25 Descripfion: Ol_5,8 ION ASSOCIATES Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing 3.0 ksf fy:RebarYield = 60.0 ksi Increase Bearing By Footing Weight - ND Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface - ft Min Steel oo Bending Reinf. Allowable pressure increase per foot of depth - ksf Min Allow /o Temp Reinf. 0,00180 when footing base Is below = It Min.Overturning Safety Factor 1.0 :1 Min.Sliding Safety Factor 1.0 : 1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth - ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis - 9.0 ft Length parallel to Z-Z Axis 9.0 ft Footing Thicknes 26.0 in Pedestal dimensions.., o,, j px:parallel to X-X Axis = ; pz:parallel to Z-Z Axis - in Height = in Rebar Centerline to Edge of Concrete... - at Bottom of footing = 3.0 in Reinforcing _ _ j - -- Bars parallel to X-X Axis Number of Bars = 12.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 12.0 Reinforcing Bar Siz( _ # 6 Bandwidth Distribution Check (AGI 15.4,4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads P:Column Load 27.0 25.0 53.0 40.0 1,0 k OB:Overburden ksf M-xx k-ft M-zz k-ft V-x - 27.0 27.0 55.0 41.0 3.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection r.,41: ~:ore: General Footin a - - -- --_ Fite=o,tOOCUME-I%CAOWIMY000U-11ENERCA-117%&m6 g ENERCALC.INC.1983.2015,Build:6.15.12.9,VOt:60.25 KW-06008130 Licenseie STRUCTURAL DESIGN Description: M r,a DESIGN SUMMARY _ _ • Min.Ratio Item _ Applied Capacity Governing Load Combination PASS 0.9647 Soil Bearing ' 2,894 ksf 3.0 ksf +D+O 750L+0.750S+0.450W+H about Z-2 PASS nla Overturning-X-X 0,0 k-ft 0.0 k-ft No Overturning PASS 2.640 Overturning-Z-Z 187.850 k-ft 495,889 k-tt +D+0,750L+0,75OS+0.450W+H PASS n/a Upfift 0.0 k 0.0 k No Uplift PASS 0.5834 Z Flexure(+X) 34.362 k-ft 58.898 k-ft +1.20D+1.60S+0.50W+1,60H PASS 0.007580 Z Flexure(-X) 0,4464 k-ft 58,898 k-ft +1.20D+1.60S+0,50W+1,60H PASS 0.2912 X Flexure(+Z) 17,150 k-ft 58.896 k-ft +1.20D+1.60S+0,50W+1,60H PASS 0.2912 X Flexure(-Z) 17.150 k-ft 58.898 k-ft +1,20D+1,60S-+0.50W+1,60H PASS 0.2086 1-way Shear(+X) 15,648 psi 75.0 psi +1.20D+1.60S+0.50W+1,60H PASS 0.2086 1-way Shear(-X) 15.648 psi 75.0 psi +1,20D+1.60S+0,50W+1,60H PASS 0.2087 1-way Shear(+Z) 15.649 psi 75.0 psi +1.20D+1.60S+0,50W+1,60H PASS 0.2087 1-way Shear(-Z) 15.649 psi 75.0 psi +1.20D+1.60S+0,50W+1,60H PASS 0.4152 2-way Punching 62.287 psi 150.0 psi +1.20D+1.60S+0,50W+1,60H Detailed Retulta Soil Bearing Rotation Axis& Actual Soil Bearing-_. tress Actual 1 Allowable _ Load Combination..-.--- Gm�e Allowable Xecc Zecc To Bottom,-Z ,+Z Left,-X Rght, X^ Ratio X-X,+D+H 3.0 n/a 0,0 0.6475 0.6475 n/a n/a 0.21E X-X,+D+L+H 3.0 n/a 0.0 0,6475 0.6475 n/a n/a 0.216 X-X,+D+Lr+H 3.0 n/a 0.0 0.9561 0.9561 n/a n/a 0.319 X-X.+D+S+H 3.0 n/a 0.0 1.302 1.302 n/a n/a 0A34 X-X,+D475OLr+0,750L+H 3.0 n/a 0.0 0,8790 0.8790 n/a n/a 0.293 X-X,+D+0.750L+0.750S++i 3.0 n/a 0.0 1,138 1.138 n/a n/a 0,379 X-X,+D+0,60W+H 3.0 n/a 0,0 0.9438 0.9438 n/a n/a 0,315 X-X.+D-470E i H 3.0 nla 0,0 0.6561 0.6561 Na nla 0.219 X-X,+D+O75OLr+0.750L+0.450W+H 3.0 n/a 0.0 1.101 1,101 n/a n/a 0.367 X-X.+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.360 1.360 nla n/a 0A53 X-X,+D+0.750L+0,750S+0.5250E+H 3.0 n/a 0.0 1.145 1,145 n/a n/a 0.382 X-X.+0.60D+0.60W+0.60H 3.0 n/a 0.0 0,6848 0.6848 n/a n/a 0.228 X-X,+0.6OD+0.70E+0.60H 3.0 n/a 0.0 0,3971 0.3971 n/a n/a 0.132 Z-Z.+D+H 3.0 13.385 n/a n/a n/a 0,1740 1,121 0,374 Z-Z.+D+L+H 3.0 13.385 Na nla Na 0,1740 1.121 0,374 Z-Z,+D+Lr+H 3.0 18.128 n/a n/a n/a 0,009180 1.903 0.634 Z-Z,+D+S+H 3.0 20.219 nla n/a nla 0.0 2.750 0.917 Z-Z,+D+0.75OLr+0,750L+H 3.0 17,255 n/a n/a nla 0.05043 1.708 0.569 Z-Z, +-D4750L+0,750S+H 3.0 19.247 nla n/a nla 0.0 2.338 0.779 Z-Z,+D+0.60W+H 3.0 17.549 n/a n/a n/a 0.03897 1,849 0.616 Z-Z,+D+0,70E+H 3.0 14,236 n/a n/a n/a 0,1459 1.166 0,389 Z-Z,+D+0,75OLr+0,750L+0.450W+H 3.0 19.151 n/a n/a n/a 0.0 2.256 0,752 Z-Z,+D+0,750L+0.750S+0,450W+H 3.0 20.456 n/a n/a n/a 0.0 2,894 0.965 Z-Z,+D+0,750L+0,750S+0.5250E+H 3,0 19.579 n/a n/a nla 0.0 2.374 0.791 Z-Z.+0.60D+0.60W+0.60H 3.0 19.124 n/a n/a n/a 0.0 1.402 0.467 Z-Z,+0,60D+0.70&0.60H 3.0 14,791 n/a n/a n/a 0,07624 0J160 0 239 Overturning Stability Rotation Axis 8 Load Combination... OverturningMont ResistingMoment Stability Ratio- Status - me t - -- X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0A k-it Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-fl Infinity OK X-X.+D+0,750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+H None 0.0 k-fi Infinity OK X-X,+D+0.60W+H None 0,0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.75OLr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. General Footin TFiie=�:MCUME-11cai�tonNYDOCu-,�NERCA-I%Mg �s g ENERCALC.INC.1963 2.015.Nulld:6.1512.9,Ver6.0:25 KW-06008130 Licensee STRUCTURAL DESIGN • Description: M78 Overturning Stablllty Rotation Axis 8 Load Combination... _ Overturning g Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H _ None H k-ft Infinity OK X-X.+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X.+0.60D+0.70E+0,60H None 0.0 k-ft Infinity OK Z-Z.+D+H 58.50 k-ft 236.014 k-ft 4.034 OK Z-Z,+D+L+H 58.50 k-ft 236.014 k-ft 4.034 OK Z-Z,+D+Lr+H 117.0 k-ft 348.514 k-ft 2.979 OK Z-Z,+D+S+H 177.667 k-ft 474.514 k-ft 2.671 OK Z-Z,+D+0.750Lr+0,750L+H 102.375 k-ft 320.389 k-ft 3.130 OK Z-Z,+D+0.750L+0.7508+H 147,875 k-ft 414,889 k-ft 2.806 OK Z-Z,+D+0,60W+H 111.80 k-ft 344,014 k-ft 3.077 OK Z-Z,+0+0.70E+H 63.050 k-ft 239.164 k-ft 3,793 OK Z-Z,+D+0,750Lr+0.750L+0.450W+H 142,350 k-ft 401,389 k-ft 2.820 OK Z-Z,+D+0.750L+0.750S+0.450W+H 187.850 k-ft 495.889 k-ft 2,640 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 151.288 k-ft 417.251 k-ft 2.758 OK Z-Z,+0.60D+0.60W+0.60H 88.40 k-ft 249.608 k-ft 2.824 OK Z-Z.460D+0.70E+0.60H 39.650 k-ft 144.758 k-ft 3.651 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Ovm.As Actual As Phi'INn Status _ k-ft Side? Bot or Top? in^2 inA2 in'12 k fl _ X-X,+1.40D+1.60H 4,725 +Z Bottom 0.5616 Min Tema% 0.5867 58.898 OK X-X,+1.40D+1.60H 4.725 -Z Bottom 0.5616 Min Temp% 0,5867 58.898 OK X-X,+1,20D+0.50Lr+1.60L+1.60H 5,613 +Z Bottom 0,5616 Min Temp% 0.5867 58.898 OK X-X,+1.20D+0,50Lr+1.60L+1,60H 5.613 -Z Bottom 0,5616 Min Tema% 0.5867 58,898 OK X-X,+1.20D+1,60L+0,50S+1.60H 7.363 +Z Bottom 0.5616 Min Tema% 0.5867 58,896 OK X-X.+1.20D+1,60L+0.50S+1,60H 7,363 -Z Bottom 0.5616 Min Tema% 0.5867 58.898 OK X-X,+1.20D+1.60Lr+0,50L+1.60H 9.050 +Z Bottom 0.5616 Min Tema% 0.5867 58.898 OK X-X,+1.20D+1,60Lr+0.50L+1,60H 9.050 -Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+1.20D+1.60Lr+0,50W+1.60H 11.550 +Z Bottom 0.5616 Min Tema% 0,5867 58.898 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 11,550 -Z Bottom 0.5616 Min Tema% 0.5867 58,898 OK X-X,+1,20D+0.50L+1.60S+1.60H 14.650 +Z Bottom 0.5616 Min Tema% 0.5867 58.898 OK X-X.+1.20D+0,50L+1.60S+1,60H 14,650 -Z Bottom 0.5616 Min Temp% 0,5867 58,898 OK X-X,+1.20D+1,60S+0,50W+1,60H 17.150 +Z Bottom 0,5616 Min Tema% 0,5867 58.898 OK X-X,+1.20D+1.60S+0,50W+1.60H 17.150 -Z Bottom 0.5616 Min Tema% 0.5867 58.898 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 10,613 +Z Bottom 0.5616 Min Tema% 0.5867 58.898 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 10,613 -Z Bottom 0.5616 Min Tema% 0.5867 58.898 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 12,363 +Z Bottom 0.5616 Min Tema% 0.5867 58,898 OK X-X,+1.20D+0,50L+0,50S+W+1.60H 12.363 -Z Bottom 0.5616 Min Tema% 0.5867 58.898 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 5.50 +Z Bottom 0.5616 Min Tema% 0.5867 58,898 OK X-X.+1.20D+0.50L+0,20S+E+1.60H 5.50 -Z Bottom 0.5616 Min Tema% 0,5867 58,898 OK X-X,+0.90D+W+0.90H 8.038 +Z Bottom 0.5616 Min Temp% 0.5867 58.898 OK X-X,+0.90D+W+0,90H 8.038 -Z Bottom 0.5616 Min Temo% 0.5867 58,898 OK X-X.+0.90D+-E+0,90H 3.163 +Z Bottom 0,5616 Min Tema% 0.5867 58,898 OK X-X,+0.90D+E+0.90H 3163 -Z Bottom 0.5616 Min Tema% 0.5867 56.898 OK Z-Z.+1,40D+1,60H 0.1763 -X Bottom 0,5616 Min Temo% 0.5867 58.898 OK Z-Z,+1.40D+1.60H 9.274 +X Bottom 0.5616 Min Temo% 0.5867 58,898 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.08904 -X Bottom 0.5616 Min Tema% 0.5867 58,898 OK Z-Z,+1,20D+0.50Lr+1,60L+1.60H 11.136 +X Bottom 0,5616 Min Temo% 0,5867 58.898 OK Z-Z,+1.20D+1,60L+0,50S+1.60H 0.1543 -X Bottom 0,5616 Min Tema% 0,5867 58.898 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 14.571 +X Bottom 0.5616 Min Tema% 0.5867 58,898 OK Z-Z,+1.20D+1,60Lr+0,50L+1.60H 0,03592 -X Tor) 0.5616 Min Tema% 0.5867 58.898 OK Z-Z.+1.20D+1.60Lr+0.50L+l,60H 18.160 +X Bottom 0.5616 Min Tema% 0,5867 58,898 OK Z-Z,+1,20D+1,60Lr+0.50W+1,60H 0.05186 -X Bottom 0.5616 Min Tema% 0,5867 58.898 OK Z-Z,+1,20D+1.60Lr-450W+1.60H 23.181 +X Bottom 0.5616 Min Tema% 0.5867 58,898 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.3127 -X Bottom 0,5616 Min Temo% 0.5867 58.898 OK Z-Z.+1.20D+0.50L+1,60S+1.60H 29.292 +X Bottom 0.5616 Min Tema% 0.5867 58.898 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0.4464 -X Bottom 0.5616 Min Temo% 0,5867 58.698 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 34.362 +X Bottom 0.5616 Min Tema% 0.5867 58.898 OK Z-Z,+1.2DD+0.50Lr+0.50L+W+1,60H 0.1810 -X Bottom 0,5616 Min Temo% 0.5867 58.898 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 21.098 +X Bottom 0,5616 Min Temo% 0,5867 58.898 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.2862 -X Bottom 0.5616 Min Tema% 0.5867 68.898 OK Z-Z,+1.20D+0.50L+0.50S+W+1,60H 24,571 +X Bottom 0.5616 Min Temo% 0,5867 58.898 OK Z-Z,+1.20D+0,50L+0.20S+E+1.60H 0.08363 -X Top 0.6616 Min Tema% 0.5867 58,898 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. M6 1!',F 4 General Footing Fite=cVXUM[-1�Oinlori9AYDocu-�tENERCA-+vesa.«e F.NFRCALC,INC.1483 2015.Sul 119,Vor.6.025 r i:00: e • Descriplion M-5,8 Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ As Req'd GVrn.As Actual As Phi"Mn Status k-ft Side? Botor Top 7 in12 in^2 1n112 k-ft Z-Z,+1,20D+0,50L+0.20S+E+1.60H 11.084 +X Bottom 0,5616 Min Temp% 0.5867 58.898 OK Z-Z.+0.90D+W+0,90H 0,1956 -X Bottom 0.5616 Min Temp% 0,5867 58.898 OK Z-Z,+0.90D+W+0.90H 15.914 +X Bottom 0,5616 Min Temo% 0.5867 58.898 OK Z-Z, +0.90D+E+0,90H 0,1227 -X Tap 0.5616 Min Temo% 0.5867 58.898 OK Z-Z,+0.90D+-E+0.90H 6.448 +X Bottom 0.5616 Min Temp% 0.5867 58.898 OK One Way Shear Load Combination... Vu 104 _Vu @+X _VLy_ •Z_ _.-A @ Q Vu:Max _ Phi Vn _Vu I Phi"Vn _ Status +1.40D+1.60H 4.312 psi 4.312 psi 4,312 psi 4.312 psi 4,312 psi 75 psi 0.05749 OK +1.20D+0.50Lr+1.60L+1,60H 5.121 psi 5A21 osi 5.121 psi 5.121 psi 5,121 psi 75 psi 0.06829 OK +1.20D+1.60L+0.50S+1,60H 6.718 psi 6.718 osi 6 718 psi 6.718 osi 6.718 psi 75 psi 0.08966 OK +1.20D+1.60Lr+0.50L+1.60H 8,258 osi 8.258 psi 8.258 psi 8.258 psi 8,258 osi 75 psi 0.1101 OK +1,20D+1.60Lr+0.50W+1,60H 10.539 osi 10,539 osi 10,539 osi 10,539 osi 10,539 osi 75 psi 0.1405 OK +1.20D+0.50L+1,60S+1,60H 13,368 Dsi 13.368 psi 13.368 osi 13.368 osi 13.368 psi 75 osi 0.1782 OK +1.20D+1-60S+0.50W+1.60H 15.648 psi 15,648 osi 15.649 psi 15.649 psi 15.649 osi 75 osi 0.2087 OK +1.20D+0.50Lr+0.50L+W+1.60H 9.683 psi 9,683 psi 9.684 psi 9.684 osi 9.684 osi 75 osi 0.1291 OK +1.20D40.50L+0.50S+W+1,60H 11.281 psi 11,281 osi 11,281 psi 11.281 psi 11.281 osi 75 osi 0.1504 OK +1,20D+0.50L+0.20S+E+1.60H 5,019 psi 5.019 osi 5.019 psi 5.019 psi 5,019 osi 75 psi 0.06692 OK +0.90D+W+0,90H 7,334 psi 7.334 psi 7,334 osi 7.334 osi 7.334 psi 75 osi 0.09779 OK +0,90D+E+0.90H 2,886 psi 2.886 psi 2.886 osi 2.886 osi 2.886 psi 75 psi 0.03848 OK Punching Shear _ _ _ _ All units k Load^Combination.,._ Vu Phi`Vn u -v Vu I Phi"Vn Status +1.40D+1,60H 17.149 psi T 150osi 0.1143� _ y�OK +1,20D+0.50Lr+1.60L+1,60H 2O.371 psi 150osi 0,1358 OK +1.20D+1.60L+0.50S+1,60H 26.722 osi 1500si 0.1781 OK +1,20D+1.60Lr+0,50L+1.60H 32.848 osi 150os� 0.219 OK +1.20D+1.60Lr-450W+1.60H 41.931 osi 1600si 0,2795 OK +1,20D+0.50L+1.60S+1.60H 53.196 psi 150uSi 0.3546 OK +1.20D+1,60S+0.50W+1.60H 62,287 osi 150ost 0,4152 OK +1.20D+0.50Lr+0.50L+W+1.60H 38.52 osi 150081 0.2568 OK +1,20D+0.50L+0,50S+W+1.60H 44.88 osi 150Dsi 0,2992 OK +1.200+0.50L+0.20S+E+1.60H 19,962 osi 150osi 0.1331 OK +0.90D+W+0,90H 29,173 psi 150osi 0.1945 OK +0.90D+E+0,90H 11,478 psi 150os 0,07652 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. General Footingile-c,WCUME•HCJmWW OOCU-I*NERCA-il?M,ew ENFRCALC,INC.19832U15,Build 6,15.12.9,Vrar:S.I)25 Lic.#: KW-06008130 Licensee;STRUCTURAL DESIGN ASSOCIATES Description: A,M-to Code References _ Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearingg 3.0 ksf fy:Rebair Yield - 60.0 ksi increase Bearing By Footing Weight No Ec:Concrete Elastic Modulus = 2,850 0 ksi Soil Passive Resistance(for Sliding) 350.0 pcf Concrete Density = 145-0 pcf Soil/Concrete Friction Coeff. 0.40 cp Values Flexure - 0.90 Shear = 0.750 Increases based on Footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf, = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safely Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per fool of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater Char ft Add Pedestal Wt for Soil Pressure No Use Pedestal wl for stability,mom&shear No Dimensions _ Width parallel to X-X Axis - y 6.50 ft Length parallel to Z-Z Axis = 6.50 ft Footing Thicknes - 16.0 in Pedestal dimensions.,. �I - x px parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in n Rebar Centerline to Edge of Concrete... at Bottom of footing = 3,0 in , ,v rr ReInforcin q Bars parallel to X-X Axis Number of Bars = 8.0 Reinforcing Bar Size - # 5 Bars parallel to Z-Z Axis Number of Bars - 8.0 _ Reinforcing Bar Sizf = # 5 -- =•t Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a s Applied Loads P:Column Load = 15.0 14.0 29.0 240 2.0 k OB:Overburden = ksf M-xX M-zz = k-ft V-x = 15,0 16.0 33.0 26.0 4,0 k V-z = k Title Block Line f Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing 8 Title Block"selection, -r 19nHa 7rUkr.A}16 •19�1 General Footing ENERCAI.C,INC.1963 2015,Bui 0.15 12 9,Ver.6.0.2' Lic KW-06008130 DESIGN Description: AM 10 DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9350 Soil Bearing 2,805 ksf 3.0 ksf +D+0,750L+0.750S+0,450W+H about Z-i PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.640 Overturning-Z-Z 68,60 k-ft 181,085 k-ft +D+0.750L+0,750S+0A50W+H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0,8471 Z Flexure(+X) 18,254 k-ft 21.549 k-ft +1.20D+1.60S-450W+1,6011 PASS 0.04957 Z Flexure(-X) 1,068 k-ft 21,549 k-ft +120D+1.60S+0,50W+1,60H PASS 0,4432 X Flexure(+Z) 9.550 k-ft 21.549 k-ft +1.20D+1,60S+0.50W+1,60H PASS 0,4432 X Flexure(-Z) 9,550 k-ft 21.549 k-ft +120D+1,60S+0.50W+1.60H PASS 0.3349 1-way Shear(+X) 25.115 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.3349 1-way Shear(-X) 25.115 psi 75.0 psi +1,20D+1,60S+0.50W+1.60H PASS 0,3349 1-way Shear(+Z) 25.115 psi 75.0 psi +1.20D+1.60S+0,50W+1.60H PASS 0,3349 1-way Shear(-Z) 25.115 psi 75.0 psi +1,20D+1.60S+0.50W+1.60H PASS 0.1328 2-way Punching 109,920 psi 150.0 psi +1,20D+1,60S+0.50W+1.6011 Detailed Results Soil Bearing +� Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc _ Bottom,-Z F _Top,+Z� Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.5484 0.5484 n/a n/a 0.183 X-X,+D+L+H 10 nla 0.0 0.5484 0.5484 nla nla 0183 X-X,+D+Lr+H 3.0 n/a 0.0 0.8797 0.8797 n/a n/a 0.293 X-X,+D+S+H 3.0 nla 0.0 1.235 1.235 nla 01a 0.412 X-X,+D+0.750Lr+0,750L+H 3.0 n/a 0.0 0,7969 0.7969 n/a n/a 0.266 X-X,+D+0.750L+0,750S+H 3,0 n/a 0.0 1.063 1,063 nla nla 0.354 X-X,+0+0.60W+H 3.0 n/a 0.0 0.8892 0.8892 n/a n/a 0.296 X-X. +D+0,70E+H 3.0 n/a 0.0 0,5815 0.5815 n/a n/a 0.194 X-X,+D+0.750Lr+0,750L+0,450W+H 3.0 n/a 0.0 1,053 1.053 n/a n/a 0.351 X-X,+D+0.750L+0.750S+0A50W+H 3.0 n/a 0.0 1,319 1,319 n/a n/a 0.440 X-X,+D+0,750L+0,750S+0,5250E+H 3.0 nla 0.0 1,088 1,088 n/a n/a 0.363 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.6698 0.6698 n/a n/a 0,223 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0.3622 0,3622 n/a n/a 0,121 Z-Z,+D+H 3.0 10.359 n/a n/a n/a 0,1187 0.9780 0.326 Z-Z,+D+L+H 3,0 10.359 n/a n/a n/a 0,11137 0.9780 0.326 Z-Z,+D+Lr+H 3,0 13,345 n/a nla n/a 0.0 1.768 0.589 Z-Z, I D I'S+H 3,0 14,722 nla nla n/a 0.0 2.621 0.874 &Z.+U+U.1bOLr+U,fSUL-FH 3.0 12,831 n!a n/a nla 0.02347 1,570 0.52..3 Z-Z,+D+0.750L+0.750S+H 3.0 14,159 nla n/a nla 0.0 2206 0.735 Z-Z,+0+0,60W+H 3.0 13.032 n/a nla n/a 0,01265 1,766 0,589 Z-Z,+D+0,70E+H 3.0 11.592 n/a nla n/a 0.07162 1.091 0.364 Z-Z,+D+0,750Lr+0,750L+0.450W+H 3.0 13.925 nla n/a n/a 0.0 2.164 0,721 Z-Z,+D+0.750L+0,750S+0.450W+H 3.0 14.774 nla n/a n/a 0.0 2,805 0.935 Z-Z,+D+0,750L+0,750S+0,5250E+H 3,0 14,567 n/a n/a n/a 0.0 2.295 0.765 Z-Z,+0.60D+0,60W+0.60H 3.0 13.908 n/a Na n/a 0.0 1.376 0459 Z-Z,+0.60D+0JOE+0.60H 3,0 12.339 nla nfa n/a 0.02414 07002 0.233 Overturning Stability _ Rotation Axis& Load Combination... Overturning Moment Resis tlg Moment Stability Ratio Status X-X,+D+H � None 0,0 k-ft infinity OK - � X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X.+D+0,750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+0.60W+H None 0,0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L-4750S+0.450W+H None 0.0 k-ft lnfinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descc and then using the"Printing 8 Title Block"selection. General Footing - - - He=oo:rpocuME-ItOinbnWYoocu-,1ENFaCA-17n58,w6 EN@R(7�L(:,INC, 1 9612915,ROW:6.15.12.9.Ver6,6.25 �:�i: DESIGN ASSO� Description: A,M_i0 Overturning Stability Rotation Axis�----_ -- ---- - ._.- ------ Load Combination... Overtumi Moment Resisting Moment Stability Rath Status X-X.+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X.+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0,60H None 0.0 k-ft Infinity OK Z-Z.+D+H 2O.0 k-ft 75.297 k-ft 3.765 OK Z-Z.+D+L+H 2O.0 k-ft 75.297 Wt 3,765 OK Z-Z,+D+Lr+H 41.333 k-f1 120.797 k-ft 2.923 OK Z-Z.+D+S+H 64.0 k-ft 169.547 k-ft 2.649 OK Z-Z,+D+0.750Lr+0.750L+H 36.0 k-ft 109.422 k-fl 3.040 OK Z-Z,+D+0.750L+0.750S+H 53.0 k-ft 145.985 k-ft 2.754 OK Z-Z,+D+0.60W+H 40,80 k-ft 122.097 k-ft 2.993 OK Z-Z,+D+0.70E+H 23.733 k-ft 79.847 k-ft 3.364 OK Z-Z.+D+0.750Lr+0.750L+0,450W+H 51.60 k-ft 144.522 k-ft 2.801 OK Z-Z.+D+0.750L+0.750S+0,450W+H 68.60 k-ft 181.085 k-ft 2.640 OK Z-Z.+D+0 750L+0,750S+0.5250E+H 55.80 k-ft 149.397 k-ft 2.677 OK Z-Z,+0,60D+0.60W+0,60H 32.80 k-ft 91.978 k-ft 2.804 OK Z-Z, +0.60D+0.70E+0.60H 15.733 k-ft 49.728 k-ft 3.161 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side?i Bot or Top? inA2 in12 -In"2 k-ft X-X.+1.40D+1,60H 2.625 +Z Bottom 0.3456 Min Temo% 0,3815 21.549 OK X-X,+1.40D+1.60H 2.625 -Z Bottom 0.3456 Min Tema% 0.3815 21.549 OK X-X,+1.20D+0,50Lr+1.60L+1.60H 3.125 +Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+0,50Lr+1.60L+1.60H 3.125 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X.+1.20D+1.60L+0,50S+1.60H 4.063 +Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+1,60L+0.50S+1.60H 4.063 -Z Bottom 0.3456 Min Temp% 0.3815 21,549 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 5.050 +Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 5.050 -Z Bottom 0,3456 Min Temp% 0.3815 21.549 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 6,550 +Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 6.550 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X.+1.20D+0.50L+1.60S+1.60H 8.050 +Z Bottom 0.3456 Min Temo% 0.3815 21.549 OK X-X,+1.20D+0.50L+1.60S+1.60H 8.050 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X.+1.20D+1.60S+0.50W+1.60H 9,550 +Z Bottom 0,3456 Min Temp% 0.3815 21.549 OK X-X,+1.20D+1,60S+0.50W+1.60H 9.550 -Z Bottom 0.3456 Min Temp% 0,3815 21.549 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 6.125 +Z Bottom 0.3456 Min Temp% 0,3815 21.549 OK X-X,+1.200+0.50Lr+0.50L+W+1.60H 6.125 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X.+1.20D+0.50L+0,50S+W+1.60H 7.063 +Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X.+1.20D+0.50L+0,50S+W+1.60H 7,063 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 3.225 +Z Bottom 0.3456 Min Temp% 0.3815 21,549 OK X-X.+1.20D+0.50L+0,20S+E+1.60H 3.225 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X,+0.90D+W+0,901-1 4.688 +Z Bottom 0.3456 Min Temp% 0,3815 21.549 OK X-X.+0.90D+W+0,90H 4.688 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK XA+0.901)+E-+0.90H 1.938 +Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK X-X.+0.90D+E+0,90H 1.938 -Z Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z.+1.40D+1.60H 0.4718 -X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z.+1.40D+1.60H 4.778 +X Bottom 0.3456 Min Temq% 0.3815 21.549 OK Z-Z,+1.20D+0,50Lr+1.60L+1.60H 0,4591 -X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+0.50Lr+1,60L+1.60H 5.791 +X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.5250 -X Bottom 0.3456 Min Temo% 0.3815 21.549 OK Z-Z,+1.20D+1,60L+0,50S+1.60H 7.60 +X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.5870 -X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 9.528 +X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+1.20D+1,60Lr+0,50W+1.60H 0.7740 -X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 12.383 +X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+1,20D+0.50L+1.60S+1.60H 0.8644 -X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 15.384 +X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z.+1.20D+1,60S+0.50W+1.60H 1.068 -X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 18.254 +X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+1.20D+0.50Lr+0.5DL+W+1.60H 0.8068 -X Bottom 0.3456 Min temp% 0.3815 21.549 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 11,472 +X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Z-Z,+1,20D+0.50L+0.50S+W+1,60H 0.8907 -X Bottom 0,3456 Min Temp% 0,3816 21.549 OK Z-Z,+1.20D+0.50L+0,50S+W+1.60H 13.299 +X Bottom 0.3456 Min Temp% 0,3815 21.549 OK Z-Z,+1.20D+0.50L-+0,20S+E+1.60H 0.2925 -X Bottom 0.3456 Min Temp% 0.3815 21.549 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. (76t1@ra1 Footing File=a:1DOCUME-11Clinion1MYDOCU-11EN£RCA�-H7958.ee8 ENERCALC,INC.19832015,8001512.9,Ve:0A.25 DesCnpliOn +.`.1 IC- Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft _ Side 7 Bot or Top 7 in"2 in"2 inA2 k-ft Z-Z.+1,20D+0.50L+0.20S+E+1.60H 6.158 +X Bottom 0.3456 Min Temp% 0.3815 21 549 OK Z-Z,+0,90D+W+0,90H 0.6460 -X Bottom 0,3456 Min Temp% 0.3815 21.549 OK Z-Z.+0.90D+W+0,90H 8.748 +X Bottom 0.3456 Min TemD% 0.3615 21.549 OK Z-Z,+0.90D+E+0.90H 0,1431 -X Bottom 0.3456 Min TemD% 0,3815 21.549 OK Z-Z, +0.90D+E-490H 3.732 +X Bottom 0,3456 Min TemD% 0,3815 21,549 OK One Way Shear Load Combination . Vu ~X- �Vu +X Vu -Z Vu +Z Vu:Max Phi Vn Vu I Phi*Vn Status- � _---- - _ __ _.. ---- --._ .- +1,40D+1.60H 6.903 Psi 6.903 psi 6.903 Psi 6.903 psi 6.903 Psi 75 Psi 0,09205 OK +1.20D+0.5OLr+1.60L+1.60H 8.218 Psi 8.218 Psi 8.218 Psi 8,218 Psi 8.218 Dsi 75 psi 0,1096 OK +1.20D+1,6DL+0.50S+1.60H 10.684 osi 10.684 psi 10.684 Psi 10.684 Dsi 10,684 psi 75 psi 0.1425 OK +1.20D+1.6OLr+0,50L+1,60H 13.281 osi 13,281 Psi 13.281 Psi 13,281 Psi 13.281 Psi 75 osl 0,1771 OK +1.20D+1,6OLr+0.50W+1.60H 17.224 psi 17.224 Psi 17,226 Psi 17.226 Psi 17,226 Psi 75 osi 0.2297 OK +1.20D+0.50L+1.60S+1,60H 21.17 osi 21.17 Psl 21.17 Psi 21.17 Psi 21.17 Psi 75 Psi 0.2823 OK +1.20D+1,60S+0.50W+1.60H 25.115 Psi 25.115 Dsi 25.115 Psi 25.115 Psi 25.115 Psi 75 Psi 0.3349 OK +1,20D+0.5OLr+0.50L+W+1.60H 16,107 Psi 16.107 psi 16.108 Psi 16.108 Psi 16.108 Psi 75 Psi 0,2148 OK +1.20D+0.50L+0.50S+W+1.60H 18.573 Psi 18.573 Psi 18.573 Psi 18.573 Psi 18.573 Psi 75 Psi 0.2476 OK +1.20D+0.50L+0.20S+E+1,60H 8.481 Psi 8.481 Psi 8,481 Psi 8.481 osi 8.481 Psi 75 osi 0.1131 OK +0.90D+W+O.g0H 12.326 osi 12,326 Psi 12.327 Psi 12.327 psi 12.327 osi 75 Psi 0.1644 OK +0,90D+E+0.90H 5,095 Psi 5.095 psi 5.095 Psi 5.095 osi 5.095 Psi 75 osi 0.06794 OK PunahWo Shear _ _ _ _ _ _ All units k Load Combination- � � Vu �Phii*Vn� Vu I Phi*Vn� �_ _ _ Status_ +1.40D+1.60H 30.202 nsi 150Psi 0.2013 OK +1.20D+0,5OLr+1,60L+1,60H 35.955 Psi 150nsi 0.2397 OK +1.20D+1,60L+0,50S+1.60H 46.741 Psi 150vsi 0.3116 OK +1.20D+1.6OLr+0.50L+1.60H 58.106 osi 150Ds1 0.3874 OK +1,20D+1.6OLr+0.50W+1,60H 75.367 Psi 150Psi 0.5024 OK +1,200+0.50L+1.60S+1.60H 92.646 psi 150osi 0.6176 OK +1.20D+1.60S+0.50W+1.60H 109,92 Psi 15ODsi 0.7328 OK +1.20D+0.5OLr+0.50L+W+1,60H 70.474 Psi 1500si 0.4698 OK +1.20D+0.50L+0.50S+W+1,60H 81,267 Psi 150Psi 0,5418 OK +1.20D+0.50L+0,20S+E+1,60H 37.106 Psi 150osi 0,2474 OK +0,90D+W+0,90H 53,932 Psi 15005i 0,3596 OK +0,90D+E+0,90H 22.292 psi 150Dsi 0.1486 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings'menu item Project Descr and then using the'Printing& Title Block"selection, fGeneral Footing �— _ — -F�>e=�loocuME-��al�w►voocu=ti�NFacn-ti�rgse`�s`� FNFRCAIC INC 19832015,Build6.15129,ver.6025 00: i e • Description: A11 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2,50 ksi Allowable Soil Bearing 3.0 ksf fy:Rebar Yield = 60.0 ksi increase Hearing By Footing Weight No Ec:Concrete Elastic Modulus - 2,850.0 ksi Soil Passive Resistance(for Sliding) 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. - 0.40 (p Values Flexure 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface ft Min Steel%Bending Reinf, = Allowable pressure increase per foot of depth = ksf Min Allow /o Temp Reinf. = 000180 when footing base is below = ft Min,Overturning Safety Factor -- 1.0 ;1 Min.Sliding Safety Factor - 1.0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wl for stability,mom&shear No Dimensions Width parallel to X-X Axis _ YY2 0 ft l •_, ___.�—__�._.—_._ _ _ _.._�.. ._ __ Length parallel to Z-Z Axis - 2.0 fl 2 Footing Thicknes = 12,0 in Pedestal dimensions.., X px:parallel to X-X Axis = in iv pz parallel to Z-Z Axis = in Height _ in ema Rebar Centerline to Edge of Concrete- at Bottom of footing = 3.0 in (j u Reinforcin 1 2 � w Bars parallel to X-X Axis Number of Bars - 3.0 Reinforcing Bar Size # 5 Bars parallel to Z-Z Axis - -- - Number of Bars = 3.0 Reinforcing Bar Sizl = # 5 Bandwidth Distribution Check (AC I 15.4.4.2) , Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads__ „ P:Column Load = 2.0 1.0 1-0 1.0 k OB:Overburden ksf M-xx = k-ft M-zz k-ft V-x = 2,0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. File=c:l[X)(UMF-11C�mIonUAYi)OCU-11EMERCA-1VA58 ec6 General Footing CNERCW.C,INC 198120M ouiUOist2.9,voc6.o2:, +.0+: DESIGN Description All -DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,5623 Soil Bearing 1.687 ksf 3.0 ksf +D+0.60W+H about Z-Z axis PASS nla Overturning-X-X 0,0 k-ft 0.0 k-ft No Overturning PASS 1.790 Overturning-Z-Z 1,20 k-ft 2,148 k-ft +0,60D+0.60W+0,60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0,05666 Z Flexure(+X) 1,002 k-ft 17,686 Wt +1.20D+0.50Lr+0.50L+W+1.60H PASS 0,02827 Z Flexure(-X) 0.50 k-ft 17.688 k-ft +1,20D+1.60Lr+0,50L+1.60H PASS 0.03180 X Flexure(+Z) 0.5625 k-ft 17.688 k-ft +1,200+1.60Lr+0.50W+1.60H PASS 0.03180 X Flexure(-Z) 0,5625 k-ft 17.688 k-ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.03241 1-way Shear(+X) 2.431 psi 75.0 psi +1.20D+1,60Lr+0.50W+1.60H PASS 0.03704 1-way Shear(-X) 2,778 psi 75.0 psi +1.20D+1.60Lr+0.50W+1.60H PASS 0.03241 1-way Shear(+Z) 2,431 psi 75.0psi +1.20D+1,60Lr+0,50W+1,60H PASS 0.03704 1-way Shear(-Z) 2.778 psi 75.0 psi +1.20D+1.60Lr+0,50W+1.60H PASS 0.08014 2-way Punching 12.022 psi 150.0 psi +1.20D+1.60Lr+0.50W+1,60H Detailed Results Soil Bearin Rotation Axis& Actual Soil Bearing Stress Actual f Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left X Right,+X_ Ratio X-X,+D+H 3,0 nla 0.0 0.6450 0.6450 n/a n/a 0 215 X-X,+D+L+H 3.0 n/a 0.0 0.6450 0.6450 n/a nla 0.215 X-X,+D+Lr+H 3.0 n/a 0.0 0.8950 0.8950 nla n/a 0,298 X-X,+D+S+H 3.0 n!a 0.0 0,8950 0.8950 n/a nla 0.2Rk X-X.+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.8325 0,8325 n/a n/a 0218 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 0.8325 0.8325 n/a n/a 0,278 X-X,+D+0.60W+H 3.0 n/a 0.0 0.7950 0.7950 n/a n/a 0265 X-X,+D+0.70E+H 3.0 n/a 0.0 0.6450 0.6450 n/a n/a 0,215 X-X,+D+0.750Lr+0.750LAA50W+H 3.0 n/a 0.0 0.9450 0.9450 n/a Na 0,315 X-X.+D+0.750L+0,750S+0.450W+H 3.0 nla 0.0 0.9450 0.9450 n/a n/a 0.315 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 0.8325 0.8325 n/a n/a 0.278 X-X,+0.60D+0,60W+0,60H 3.0 n/a 0.0 0.5370 0,5370 n/a n/a 0,179 X-X,+0.60D+0,70E40.60H 3.0 n/a 0.0 0.3870 0,3870 n/a n/a 0,129 Z-Z,+D-+-H 3.0 0.0 n/a n/a n/a 0.6450 R6450 0.215 Z-Z,+D+L+H 3.0 0.0 nla n1a nia 0.6450 0.6450 0215 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 0.8950 0.8950 0.298 Z-Z,+D+S+H 3,0 lift n/a nla nla 08950 (}8W) i1 JEiY, Z Z,+D+0.750Lr+0,750L+H 3,0 0.0 n/a n/a n/a 0.8325 0.8325 0.276 Z-Z.+D+0,750L+0,750S+H 3.0 0.0 n/a n/a n/a 0.8325 0.8325 0,278 Z-Z,+D+0,60W+H 3.0 4.528 n/a n/a n/a 0.0 1.687 0 562 Z-Z,+D+0.70E+H 3.0 0.0 nla n/a n/a 0.6450 0.6450 0.215 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 2.857 n/a n/a n/a 0.2813 1.609 0,536 Z-Z,+D+0.750L-,V503+0,450W+H 3.0 2.857 n/a n/a n/a 0.2813 1.609 0.5316 Z-Z,+D-4750L+0.750S+0,5250E+H 3.0 0.0 n/a n/a n/a 0,6325 0,8325 0,2.78 Z-Z+0,60D+0.60W+0.60H 3.0 6,704 n/a n/a n/a 0.0 1.602 0,534 Z-Z+0.600+0.70E+0.60H 3.0 0.0 n/a n/a n/a 0.3870 0.3870 0.129 Overturning Stability Rotation Axis 8, �- -�- - - - �� ---- -� f - --• Load Combination... Overturning Moment Resisting Moment-�Stability Ratio a Status _.-, _----, ____-- - -- -- X-X.+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X.+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0,750L+0,750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+0+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0A50W+H None 0.0 k-ft infinity OK X-X,+D+0,750L+0.750S+0,450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Prolect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. _ _ _ _ _ _ Pmm�d 2f PifC>G`•o. i d�iPhl General Footing File= DMUMF-ItOtnimiMYDWJ-11ENERCA-1179 ee(i r-NFRCatG INC.19H37I L,6aik1:6,15,I7 9 Vnr6 0.25 i:0i cASSOCIATES Description: A l l Overtuming Stability Rotation Axis& Load Combination... overturning Moment ResistlrtS Moment T Stabllit!Ratio Status X-X.+D+0.750L+0,750S4,5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0,60H None 0.0 k-ft Infinity OK X-X,+0,60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0,0 k-ft Infinity OK Z-Z,+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+-D+-0,750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0,750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0,60W+H 1.20 k-ft 3.180 k-ft 2,650 OK Z-Z,+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.75OL-+0.450W+H 0.90 k-ft 3.780 k-ft 4.20 OK Z-Z,+D+0.750L+0,750S+0.450W+H 0.90 k-ft 3.780 k-ft 4.20 OK Z-Z,+D+0 750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.60W+0.60H 1.20 k-ft 2.148 k-ft 1.790 OK Z-Z.+0,60D+0.70E+0.60H None 0.0 k-ft Infinity OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As _y Phi"Mn Status k-ft Side 7 Bot or To-p 7 in"2 in12 T in12 k-ft X-X,+1.40D+1,60H 0.350 +Z Bottom 0.2592 Min Temo% 0.4650 17.688 OK X-X,+1.40D+1.60H 0.350 -Z Bottom 0,2592 Min Temo% 0.4650 17,688 OK X-X,+1.20D+0,50Lr+l.60L+1.60H 0.3625 +Z Bottom 0.2592 Min Temo% 0.4650 17.688 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.3625 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60L+0.505+1.60H 0.3625 +Z Bottom 0.2592 Min Temp% 0.4650 17,688 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.3625 -Z Bottom 0.2592 Min Tema% 0.4650 17.688 OK X-X,+1.20D+1,60Lr+0,50L+1,64H 0.50 +Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+1,20D+1.60Lr+0.50L+1.60H 0.50 -Z Bottom 0.2592 Min Temo% 0,4650 17.688 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.5625 +Z Bottom 0,2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60Lr+0.50W+1,60H 0.5625 -Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0,50L+1,60S+1.60H 0.50 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1,20D+0.50L+1,60S+1.60H 0.50 -Z Bottom 0.2592 Min Temo% 0.4650 17.688 OK X-X,+1.20D+1,60S+0.50W+1,60H 0.5625 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1,60S+0,50W+1.60H 0.5625 -Z Bottom 0,2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+0.50Lr+0,50L+W+1,60H 0.4875 +Z Bottom 0,2592 Min Temp% 0.4650 17.688 OK X-X,+1,20D+0.50Lr+0.50L+W+1,60H 0.4875 -Z Bottom 0.2592 Min Temp% 0.4650 17,688 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.4875 +Z Bottom 0.2592 Min Temo% 0.4650 17.688 OK X-X,+1.200+0.50L+0,50S+W+1.64H 0.4875 -Z Bottom 0.2592 Min Temp% 0,4650 17.688 OK X-X,+1.20D+0.50L+0,20S+E+1.60H 0.3250 +Z Bottom 0.2592 Min Temp% 0,4650 17.688 OK X-X,+1.20D+0.50L+0,20S+E+1.60H 0.3250 -Z Bottom 0.2592 Min Temp% 0.4650 17,688 OK X-X,+0.90D+W+0,90H 0,350 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+0.90D+W+0,90H 0.350 -Z Bottom 0.2592 Min Two% 0.4650 17.688 OK X-X,+0.90D+E+0.90H 0.2250 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+0,90D+E+0.90H 0.2250 -Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK Z-Z,+1.40D+1,60H 0.350 -X Bottom 0.2592 Min Temp% 0.4650 17,688 OK Z-Z,+1.40D+1,60H 0.350 +X Bottom 0.2592 Min Temp% 0.4650 17,688 OK Z-Z,+1,20D+0.50Lr+1.60L+1.60H 0.3625 -X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1,20D+0,50Lr+1,60L+1.60H 0.3625 +X Bottom 0.2592 Min Temp% 0,4650 17.688 OK Z-Z,+1,20D+1.60L+0,50S+1,60H 0.3625 -X Bottom 0.2592 Min Temp% 0.4650 17,688 OK Z-Z,+1.20D+1,60L+0.50S+1,60H 0,3625 +X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Z-Z,+1,20D+1.60Lr+0.50L+1,60H 0.50 -X Bottom 0.2592 Min Temp% 0,4650 17.688 OK Z-Z,+1.20D+1,60Lr+0,50L+1.60H 0.50 +X Bottom 0.2592 Min Temn% 0.4650 17.688 OK Z-Z,+1,20D+1.60Lr+0.50W+1.60H 0.3126 -X Bottom 0.2592 Min Temp% 0.4650 17,688 OK Z-Z,+1.20D+1,60Lr+0.50W+1.60H 0,8124 +X Bottom 0,2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.20D+0.50L+1,60S+1.60H 0.50 -X Bottom 0.2592 Min Temp% 0.4650 17,688 OK Z-Z,+1.20D+0.50L+1.605+1.60H 0.50 +X Bottom 0.2592 Min Temo% 0.4650 17.688 OK Z-Z,+1.20D+1,60S+0.50W+1.60H 0,3126 -X Bottom 0,2592 Min Temo% 0,4650 17,688 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0,8124 +X Bottom 0,2592 Min Temp% 0.4650 17,688 OK Z-Z,+1.20D+0,50Lr+0,50L+W+1.60H 0,002456 -X Bottom 0,2592 Min Tema% 0,4650 17.688 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1.60H 1.002 +X Bottom 0.2592 Min TemD% 0,4650 17.688 OK Z-Z,+1.20D+0,50L+0.50S+W+1.60H 0.002456 -X Bottom 0.2592 Min Temp% 0.4650 17,688 OK Z-Z,+1.20D+0.50L+0,50S+W+1.60H 1.002 +X Bottom 0,2592 Min Temp% 0.4650 17.688 OK Z-Z,+1.20D+0.50L+0,20S+E+1.60H 0,3250 -X Bottom 0.2592 Min Temp% 0.4650 17.688 OK Title Block Line 1 Project Tille•, You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using tho"Printing& Title Block"selection. General Footin -- --- - - -- - ruc= IDOCUMf--nnintmlWDocu-IIENCRca-I%M%eo6 L g FNFRCALC,INC.1963.2015.Ouild:6.15.12.9.V•r6.025 1 VaNjIME-00130 DESIGN • Desc"Iplinn Al,I Footing Flexure _ Flexure Axis&Load Combination - Mu Which Tension @ As Req'd Gvrn,As Actual As Phl*Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2_ k-11 Z-Zr+1.20D+0,50L+0.20S+E+1,60H 0.3250 +X Bottom 0.2592 Min Temp% 0.4650 17,688 OK Z-Z,+0,90D+W+0,90H 0.06239 -X Top 0,2592 Min Temp% 0.4650 17.688 OK Z-Z,+0,90D+W+0.90H 0.9374 +X Bottom 0,2592 Min Temp% 0.4650 17.688 OK Z-Z,+0.90D+E+0,90H 0.2250 -X Bottom 0,2592 Min Temp% 0.4650 17,688 OK Z-Z.+0,90D+E+0.90H 0.2250 +X Bottom 0.2592 Min Temp% 0.4650 17,688 OK One Way Shear Load Combfnation�. Vu •X Vu @+X Vu -Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status_ ---Comb - _. _ _._.-. -._a..-,-_..P_-.�_•._. - _,._.... . +1,40D+1,60H 1,728 psi 1.512 osi 1.728 osi 1,512 psi 1,728 psi 75 psi 0.02305 OK +1.20D+0,50Lr+1.60L+1.60H 1.79 psi 1.566 psi 1.79 psi 1,566 osi 1.79 osi 75 osi 0,02387 OK +1.20D+1,60L+0.50S+1.60H 1.79 osi 1.566 Dsi 1.79 Dsi 1.566 Dsi 1.79 Dsi 75 psi 0.02387 OK +1.20D+1,60Lr+0.50L+1.60H 2,469 osi 2.16 Dsi 2,469 Dsi 2,16 psi 2.469 osi 75 psi 0.03292 OK +1,20D+1,60Lr-45OW+1,60H 2,778osi 2.431 psi 2.778 psi 2.431 psi 2.778 Dsi 75 osi 0.03704 OK +1.20D+0.50L+1.60S+1,60H 2.469 Dsi 2,16 Dsi 2,469 psi 2.16 Dsi 2.469 osi 75 psi 0.03292 OK +1.20D+1.60S+0,50W+1.60H 2.778 psi 2,431 psi 2,778 Dsi 2.431 psi 2.778 psi 75 osi 0,03704 OK +1.20D+0.50Lr+0.50L+W+1.60H 2,407 psi 2.106 Dsi 2.407 Dsi 2.106 psi 2,407 osi 75 Dsi 0.0321 OK +1,20D+0.50L+0.50S+W+1.60H 2,407 osi 2.106 psi 2.407 psi 2.106 psi 2.407 psi 75 psi 0.0321 OK +1.20D+0.50L+0 20S+E+1.60H 1.605 Dsi 1,404 psi 1.605 osi 1,404 osi 1.605 osi 75 osi 0.0214 OK +0.90D+W+0.90H 1,728 osi 1.512 psi 1,728 psi 1.512 osi 1.728 Dsi 75 psi 0,02305 OK -490D+E+0.90H 1,111 psi 0.9722 nsi 1.111 psi 0.9722 osi 1.111 psi 75 osi 0,01482 OK Punching Shear All units k Load Combination.,. Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1,60H 7.48 osi 150Dsi 0.04987 OK +1.20D+0.50Lr+1,60L+1,60H 7.747 osi 150Dsi 0.05165 OK +1.20D+1.60L+0,50S+1.601-1 7.747 Dsi 150psi 0.05165 OK +1.20D+1,60Lr+0,50L+1,60H 10.686 psi 1501)si 0.07124 OK +1 zOD+1.6OLr+0.50W+1.60H 12.022 psi 150osi 0,08014 OK +1.20D+0.50L+1.60S+1,60H 10,686 osi 150Dsi 0,07124 OK +1.20D+1.60S+0.50W+1.60H 12,022 psi 1500si 0,08014 OK +1,20D+0.50Lr+0.50L+W+1.60H 10,481 psi 1500si 0,06987 0K- +1.20D+0.50L+0.50S+W+1.60H 10,481 Dsi 15ODsi 0.06987 OK +1,20D+0.50L+0.20S+E+1,60H 6.946 psi 150osi 0.04631 OK +0.90D+W+0.90H 8.03 Dsi 150psi 0.05353 OK +0,90D+E+0.90H 4.809 osi 150Dsi 0,03206 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr. and then using the"Printing& Title Block"selection. _ rm" zt WH NM9. �tmo,t General Footing ;,, cWCME-tllnNYocu ,=tENERCA-117%8.•0s ENFURCAI.C.—INC-o1981D5,NMI 55,12 9,V66 0,25 i:i0: ASSOCIATES Des&ptOn: &11 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing - 3.0 ksf fy Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight - No Ec Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf, = Allowable pressure increase per foot of depth ksf Min Allow /o Temp Reinf. = 0.00180 when footing base is below ft Min.Overturning Safety Factor = 1.0 1 Min.Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth - ksf Use fLq wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis - 2.50 it Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes 12.0 in r �A I Pedestal dimensions... X px:parallel to X-X Axis = in N pz:parallel to Z-Z Axis = in Height = in M Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in low . . _ Reinforcin x Bars parallel to X-X Axis Number of Bars = 3-0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis _ Number of Bars - 3.0 Reinforcing Bar Sizr = # 5 Bandwidth Distribution Check (ACI 15.4.4,2) 'r t rreww - — Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads _ Lr - L —S — W- E H P;Column Load - 2.0 2.0 3.0 4.0 1,0 k OB:Overburden - ksf M-xx e - k-ft — M-zz - k-ft V-x 4.0 k V-z k Title Block Line f Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection, General Footing ---- -��File= wtxUME=1IcIinto,�nvnocu=,kENERcn-1�7958. s g EdERCAt.C,INC.1983.2015,Bund:6.15.12.9,Ver.6.0.25 KW-06008130 DESIGN ASSOCIATES Description: nt 1 DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,5977 Soil Bearing 1.793 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-i PASS nia Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.158 Overturning-Z-Z 2.40 k-ft 5.180 k-ft +0.60D+0,60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1248 Z Flexure(+X) 1.789 k-ft 14.333 k-ft +1.20D+0.50L+0,50S+W+1,60H PASS 0,06279 Z Flexure(-X) 0.90 k-ft 14.333 k-ft +1.20D+0.50L+1.60S+1,60H PASS 0.08023 X Flexure(+Z) 1.150 k-ft 14.333 k-ft +1.20D+1.60S+0,50W+1.60H PASS 0.08023 X Flexure(-Z) 1.150 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.09086 1-way Shear(+X) 6.815 psi 75.0 psi +1.20D+1,60S+0.50W+1,60H PASS 0.09086 1-way Shear(-X) 6,815 psi 75.0 psi +1.20D+1.60S+0,50W+1.60H PASS 0,09086 1-way Shear(+Z) 6,815 psi 75.0 psi +1.20D+1.60S+0,50W+1.60H PASS 0.09086 1-way Shear(-Z) 6.815 psi 75.0 psi +1.20D+1.60S+0 50W+1.60H PASS 0.1723 2-way Punching 25.840 psi 150.0 psi +1,20D+1.60S+0.50W+1.60H Detailed Results Soil Bearing Rotation Axis& -- - -- - - ..-! Actual Soil Beartng Sbess -- - Actual lAlloweble Load Combination,.. _ Gross Allowable Xecc Z_ecc Bottom,Z Top, Lett,-X_ Right,+X _ Ratio X-X,+D+H r_e = 3.0 Na 0.0 0,4650 0.4650 n/a n/a 0,155 X-X,+D+L+H 3.0 n/a 0.0 0.4650 0.4650 nla n/a 0.155 X-X,+D+Lr+H 3.0 n/a 0.0 0.7850 0,7850 n/a n/a 0,262 X-X,+D+S+H 3.0 n/a 0.0 0.9450 0.9450 nla nla 0 315 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.7050 0,7050 n/a n/a 0.235 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 0,8250 0.8250 n/a nla 0.275 X-X,+D+0.60W+H 3.0 n/a 0.0 0.8490 0.8490 n/a n/a 0.283 X-X,+D+0.70E+H 3.0 n/a 0.0 0,5770 0.5770 n/a n/a 0,192 X-X,+0+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 0.9930 0,9930 n/a n/a 0.331 X-X,+D-4750L+0,750S+0,450W+H 3.0 nla 0.0 1.113 1.113 n/a n/a 0,371 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 nla 0.0 0.9090 0.9090 nla n/a 0.303 X-X,+0,60D+0.60W+0,60H 3.0 nla 0,0 0.6630 0.6630 n/a n/a 0.221 X-X,460D+0.70E-+0.601-1 3.0 n/a 0.0 0.3910 0,3910 n/a n/a 0.130 Z-Z,+D+H 3,0 0.0 n/a n/a nla 0,4650 0.4650 0155 Z-Z,+D+L+H 3.0 0.0 nla nja n/a 0.4650 0.4650 0.155 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 0.7850 0.7850 02,62 Z-Z,+D+S+H 3,U 0,0 nla nla n/a 0,9450 0.9450 0.315 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 0.7050 0.7050 0.235 Z-Z,+D+0.750L+0,750S+H 3.0 0.0 n/a nla n/a 0.8250 0,8250 0.275 Z-Z,+D+0.60W+H 3.0 5,428 nla n/a n/a 0.0 1.758 0,586 Z-Z,+D+0,70E+H 3.0 0.0 n/a nla n/a 0.5770 0.5770 0,192 Z-Z.+D+0.750Lr+0.750L+0.450W+H 3.0 3.480 n/a n/a n/a 0,3133 1.673 0.558 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 3,105 n/a n/a n/a 0.4333 1.793 0.598 Z-Z,+D+0.750L+0.750S+0,5250E+H 3.0 0.0 n/a n/a n/a 0.9090 0.9090 0.363 Z-Z.+0.60D+0.60W+0,60H 3.0 6.950 n/a n/a n/a 0.0 1,630 0.543 Z-Z.+0.60D+0.70E+0.60H 3.0 0.0 n/a n/a nla 0.3910 0.3910 0,130 Overturning Stability Rotation Axis& � -- �-----� ----- ---- - - v Load Combination... Overtumjnljl,Moment _ Resisting Moment Stability Ratio �T Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0,750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0,0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X.+-D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, General Footing ni-z�.ibbWME-11CGnlon1M`WrAl-11ENERCA•-117959.006 L ENERCALC,INC.19637015,Buik1'615.12,9,VecG 0.2r+ i;0i i Licensee.STRUCTURAL DESIGN ASS Description: 611 Overturning Stability Rotation Axis& -- - - ------ - - --- --- ------- Load Combination- Overhtrnin Moment Rea 9 iadn Moment _Stability Ratio Status -•-- - - ------ Tom._ - - •------- __�._ X-X.+D+0.750L-4750S+0.5250E-+H None 0,0 k-ft Infinity OK X-X.+0.6004.60W+0.601-1 None 0.0 k-ft Infinity OK X-X,+0.60Q+0.70E+0.60H None 0,0 k-ft Infinity OK Z-Z.+D+H None 0.0k-ft Infinity OK Z-Z,+D+L+H None H k-ft Infinity OK Z-Z.+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0,760L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0,750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.60W+H 2.40 k-ft 6.633 k-ft 2,764 OK Z-Z,+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0,750L+0A50W+H 1,80 k-ft 7.758 k-ft 4.310 OK Z-Z,+D+0,750L+0.750S+0.450W+H 1,80 k-ft 8.695 k-ft 4.831 OK Z-Z,+D+0.750L+0,750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0,60D+0.60W+0.60H 2.40 k-it 5.180 k-ft 2.158 OK Z-Z,+0.60D+0.70E+0,60H None 0,0 k-ft Infinity OK Footing Flexure Flexure Axis 8 Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? in"2 in12 inA2 k-ft X-X,+1.40D+1.60H 0.350 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1,40D+1.60H 0,350 -Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+120D+0,50Lr+1.60L+1,601-1 0.4250 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+1,20D+0,50Lr+1,60L+1,60H 0.4250 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1,60L+0.50S+1.60H 0,4875 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+1,20D+1.60L+0.50S+1.60H 0.4875 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1,20D+1.60Lr+0.50L+1.60H 0.70 +Z Bottom 0.2592 Min Temo% 0,3720 14,333 OK X-X,+1.20D+1.60Lr+0.50L+1,60H 0.70 -Z Bottom 0,2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0,50W+1,60H 0.950 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0,50W+1.60H 0,950 -Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1,60H 0,90 +Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X,+1,20D+0.50L+1.60S+1.60H 0.90 -Z Bottom 0.2592 Min Temo% 0,3720 14,333 OK X-X,+1.20D+1,60S+0.50W+1,60H 1.150 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60S+0,50W+1.60H 1,150 -Z Bottom 0.2592 Min Temp% 0,3720 14,333 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 0.9250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+0.50Lr+0.50L+W+1,60H 0,9250 -Z Bottom 0,2592 Min Temp% 0,3720 14.333 OK X-X,+1,20D+0.50L+0,50S+W+1,60H 0.9875 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+1,20D+0.50L+0.50S+W+1.60H 0.9875 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1,60H 0,50 +Z Bottom 0,2692 Min Temp% 0.3720 14,333 OK X-X,+1,20D+0,50L+0,20S+E+1,60H 0.50 -Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+0.90D+W+0,90H 0.7250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 .OK X-X,+0.90D+W+0.90H 0.7250 -Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+0.901)+E+0,90H 0.350 +Z Bottom 0.2592 Min Tema% 0.3720 14.333 OK X-X,+0,90D+E+0.90H 0.350 -Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+1,40D+1.60H 0.350 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.40D+1,60H 0.350 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1,20D+0.50Lr+1,60L+1.60H 0,4250 -X Bottom 0,2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0A250 +X Bottom 0.2592 Min Tema% 0.3720 14.333 OK Z-Z,+1.20D+1,60L+0.50S+1,60H 0.4875 -X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.200+1.60L+0.50S+1,60H 0.4875 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr-+0,50L+1.60H 0.70 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50L+1,60H 0.70 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1,20D+1.60Lr+0,50W+1.60H 0.5501 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+9.20D+1,60Lr+0.50W+1.60H 1.350 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.90 -X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+1.20D+0,50L+1.60S+1.60H 0.90 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1,20D+1,60S+0.50W+1,60H 0.7501 -X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+1,20D+1.60S+0.50W+1.60H 1.550 +X Bottom 0.2592 Min Temp% 0,3720 14,333 OK Z-Z,+1,20D+0.5DLr+0,50L+W+1.60H 0.130 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+120D+0,50Lr+0,50L+W+1,60H 1.730 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+120D+0.50L+0,50S+W+1.60H 0,1890 -X Bottom 0.2592 Min Temp% 03720 14,333 OK Z-Z,+1.20D+0.50L+0.50S+W+1,60H 1.789 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1,20D+0.50L+020S+E+-1.60H 0.50 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Title Block Line 1 Prnject Title: You can change this area Engineer Project ID: using the"Settings"menu item Protect Descr. died Mien using the"Piinting& Title Block"selection. I General Footing _ FAs=cXX)CUMe-IkCumb�%MYWCU-1*KRCA-11 6 - ENERM.C.INC.1983-2015,nwk1s.15.12.9,Ver.6.0.25 i:00: Description: B11 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top 7 inA2 inA2 inA2 k-ft Z-Z,+1,20D+0,50L+0,20S+t_+1,60H 0.50 +X Bottom 0.2592 Min Temp% 0.3T20 14.333 OK Z-Z.+0.90D+W+0.90H 0.02599 -X Too 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 1.574 +X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-2,+0.901)+E-4901-1 0,350 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0,90D+E+0,90H 0.350 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK One Way Shear Load Combination,.. Vu -X Vu +X Vu P-Z Vu Q+Z Vu:Max Phi Vn Vu 1_Phi"Vn St" -11.40D41.60H 2.074 psi 2.074 psi 2.074 psi 2.074 psi 2.074 psi 75 psi 0.02766 OK +1.20D+0 50Lr+1.50L+1.60H 2.519 psi 2.519 Dsl 2,519 osi 2.519 psi 2.519 psi 75 psi 0.03358 OK +1.20D+1.60L+0.50S+1.60H 2.889 psi 2A89 usl 2,889 psi 2.889 psi 2.889 psi 75 psi 0.03852 OK +1.20D+1.60Lr+0,50L+1.60H 4,148 psi 4.148 psi 4,148 psi 4,148 psi 4.148 psi 75 psi 0,05531 OK +1,20D+1,60Lr+0.50W+1.60H 5.63 psi 5.63 osi 5.63 psi 5.63 psi 5,63 psi 75 psi 0,07506 OK +1.20D+0,50L+1.60S+1.60H 5.333 osi 5.333 psi 5.333 osi 5.333 Dsi 5.333 osi 75 osi 0.07111 OK +1.20D+1.60S+0,50W+1,60H 6.815 psi 6.815 Dsi 6.815 psi 6.815 Dsi 6.815 Dsi 75 Dsi 0,09086 OK +1.20D+0.50Lr+0,50L+W+1,60H 5.481 psi 5.481 psi 5.481 psi 5.481 psi 5,481 psi 75 osi 0.07309 OK • +1,2UD+0,5.UL+U,50S+W+1,60H 5,852 Dsi 5,852 psi 5,852 Dsi 5.852 Dsi 5.852 osi 75 psi 0.07803 OK +1.20D+0,50L+0.205+E+1.60H 2,963 psi 2,963 Dsi 2.963 Dsi 2,963 osi 2.963 Dsi 75 osi 0,03951 OK +0.90D+W+0,90H 4.296 Dsi 4.296 psi 4.296 psi 4,296 osi 4.296 Dsi 75 Dsi 0.05728 OK a0.901)+E+-0.901-1 2O74 osi 2,074 psi 2.074 osi 2.074 Dsi 2.074 psi 75 Dsi 0,02765 OK Punching Shear All units k Load Combination.._ Vu_ Phi'Vn Vu 1 Phi`Vn Status +1,40D+1.60H � ��--�� 7.864 Dsi ��•-� �-��-- 150psi � --0.05243 OK +1,20D+0.50Lr+1.60L+1.60H 9.549 osi 15008i 0,06366 OK +1.20D+1.60L+0.50S+1.60H 10,954 psi 1500si 0.07303 OK +1,20D+1.60Lr+0.50L+1.60H 15.728 psi 1500s1 0.1049 OK +1.20D+1.60Lr+0.50W+1,60H 21.346 psi 150r,6 0.1423 OK 41,20D+0.50L+1.605+1.60H 2O,222 psi 150pei 0.1348 OK +1,20D+1,60S+0,50W+1.60H 25.84 psi 150osi 0.1723 OK +1.20D+0,50Lr+0.50L+W+1.60H 2O.796 osl 150psi 0.1386 OK +1.20D+0.50L+0,50S+W+1,60H 22,191 Dsi 150psi 0.1479 OK +1.20D+0.50L+0.205+E+1.60H 11.235 psi 150Dsi 0.0749 OK +0.90D+W+0.90H 16.444 psi 1500si 0.1096 OK +0.90D+E+0.90H 7.864 osi 1501)51; 0,05243 OK Title Block Line 1 Project Title; You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. General Footing - -- - reQ=c+DOCUME-11Gm1ar�MVDOCU-rr$NERCA-117958.oc6 ENERCALC,INC 198&2015,Bui1d:6.15129,Vor,60 25 KW-06008130 11.11censee:STRUCTURAL DESIGN ASSOCIATES , Oescnption: all Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing 3.0 ksf fy:Reber Yield = 60.0 ksi Increase Bearing By Footing Weight No Ec:Concrete Elastic Modulus - 2,850.0 ksi Soil Passive Resistance(for Sliding) 350.0 pcf Concrete Density - 145.0 pcf Soil/Concrete Friction Coeff. 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footingg Depth Analysis Settings Footing base depth below soil surface a ft Min Steel%Bending Reinf, Allowable pressure increase per foot of depth - ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below - ft Min,Overturning Safety Factor = 1.0 1 Min.Sliding Safety Factor = 1.0 ; 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per fool of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater than ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis - 2.50 ft Z. Fooling Thicknes 12,0 in Pedestal dimensions- X X px:parallel to X-X Axis = in iv pz:parallel to Z-Z Axis = In Height = in m Rebar Centerline to Edge of Concrete.., at Bottom of fooling = 3.0 in W .li Reinforcing 2 " Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size - # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 — — —--- Reinforcing Bar Sizr # 5 BandWdth Distribution Check (ACI 15.4.4.2) "- •;. -+� _� Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D -.. Lr -. -- L __ -• S W - E -— H — P:Column Load = 3,0 3,0 5.0 6,0 1,0 k OB;Overburden = ksf M-xx = k-ft M-zz k-ft V-x - 5.0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Pgect Desm and then using the"Painting& Title Block"selection. General Footing-- - - Fde=c:uwcuME-•ilCiWomlAYoocu=ifNERcn-i%7 a:ed ENr:RCAT.INC.1!M-701S.ButK61.,11,�yrx:6 0 75 Description D11 DESIGN SUMMARY Design Min.Ratio hem Applied Capacity Governing Load Combination PASS 0.8357 Soil Bearing 2.507 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.477 Overturning-Z-Z 3.0 k-ft 7.430 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0,1753 Z Flexure(+X) 2.512 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.1012 Z Flexure(.X) 1,450 k-ft 14.333 k-ft +1.20D+0.50L+1,605+1,60H PASS 0.1273 X Flexure(+Z) 1.825 k-ft 14.333 k-ft +1.20D+1.605+0.50W+1.60H PASS 0.1273 X Flexure(-Z) 1,825 k-ft 14.333 k-ft +1.20D+1,605+0,50W+1,60H PASS 0.1442 1-way Shear(+X) 10.815 psi 75.0 psi +1.20D+1,60S+0,50W+1.60H PASS 0.1442 1-way Shear(-X) 10.815 psi 75.0 psi +1.20D+1,60S+0.50W+1,60H PASS 0,1442 1-way Shear(+Z) 10,815 psi 75.0 psi +1,20D+1,605+0.50W+1.60H PASS 0.1442 1-way Shear(-Z) 10.815 psi 75.0 psi +1.2QD+1,605+0.50W+1.60H PASS 0,2734 2-way Punching 41.006 psi 150.0 psi +120D+1.605+0.50W+1,60H Detailed Results _ _ - Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual IAllowable Load Combination_.. Gross Allowable XeCC Zecc Bottom,-Z Top,+Z- Left,-X Right,+X -Ratio X-X,+D+H 3.0 n/a 0.0 0.6250 0,6250 n/a n/a 0.208 X-X,+D+L+H 3.0 n/a 0.0 0.6250 0.6250 n/a n/a 0,208 X-X,+D+Lr+H 3.0 n/a 0.0 1.105 1.105 n/a n/a 0.368 X-X,+D+S+H 3.0 nla 0.0 1.425 1.425 n/a nla 0.475 X-X,+D+0.750Lr+0,750L+H 3.0 n/a 0.0 0,9850 0.9850 nla nla 0.328 X-X,+D+0,750L+0.750S+H 3.0 n/a 0.0 1.225 1,225 n/a n/a 0.468 X-X.+D+0.60W+H 3.0 n/a 0.0 1.201 1.201 nla n/a 0.400 X-X,+D+0.70E+H 3.0 n/a 0.0 0,1370 0.7370 n/a n/a 0.246 X-X,+D+0.750Lr+0.750L+0,450W+H 3.0 n/a 0.0 1.417 1.417 n/a nla 0.472 X-X,+D+0,750L+0,750S+0 450W+H 3.0 n/a 0.0 1.657 1.657 nla n/a 0.552 X-X,+D+0,750L+0.750S+0,5250E+H 3.0 n/a 0.0 1.309 1.309 n/a n/a 0,43E X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.9510 0.9510 n/a n/a 0.317 X-X,+0.60D+-0.70E+0.60H 3.0 n/a 0.0 0.4870 0.4870 n/a n/a 0.162 Z-Z,+D+H 3.0 0.0 n/a nla n/a 0.6250 0,6250 0208 Z-Z,+D+L+H 3,0 0.0 nla nla nla 0,6250 0,6250 0.208 Z-Z,+D+Lr+H 3.0 0.0 nla n/a n/a 1.105 1.105 0,368 &Z.+D+S+H ;10 0.0 nla nla nla 1.425 1 425 0 47F Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 nla n/a n/a 0,9850 0.9850 0,328 Z-Z,+0+0.7501_+0.750S+H 3.0 0.0 n/a n/a nla 1225 1,225 0.408 Z-Z,+D+0.60W+H 3.0 4.796 n/a n/a n/a 0.06820 2,334 0.778 Z-Z,+D+0.70E+H 3.0 0.0 n/a n/a n/a 0.7370 0,7370 0.246 Z-Z,+0+0.750Lr+0,750L+0A50W+H 3.0 3.049 n/a nla n/a 0,5674 2.267 0,756 Z-Z,+0+0.750L+0.750S+0.450W+H 3.0 2.607 nla n/a n/a 0.8074 2,507 0,836 Z-Z,+D+0,750L+0,750S+0.5250E+H 3.0 0.0 n/a n/a n/a 1,309 1,309 0436 Z-Z,+0,60D+0.60W+0.601-1 3.0 6.057 nla nla n/a 0.0 2,107 0.702 Z-Z,+0,60D+0,70E+0,60H 3.0 0.0 n/a n/a nla 0.4870 0.4870 0,162 _Overturning Stability -- Load Combination... Oyw_tuming Moment Resisting Moment _ Stability Ratio Status X-X.+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0,750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0,750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinitv OK X-X,+D+0,70E+H None 0,0 k-ft Infinitv OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinitv OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinitv OK Title Block Line 1 Project Title: You can change this area Engineer Project ID: using the"Settings"menu item Protect Descr: and then using the"Printing& Title Block"selection, rGeneral Footing - -- �`�`�-�_.-__�___.��__r__.--_._._�----- --F.He,��ocurAE-,�c�►o�u�voou,-tu:NeHcn-„rsaoCe FNERCALC,INC 1903 2015.Ruld:6.16,529,Vcc0.0.7.5 Ucensee STRUCTURAL DESIGNASSOCIATES Description: D11 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment StabU ►Ratio Status X X,+D+0.750L+0.750S+0,5250E+H None 0.0 k-ft Infinity OK X-X.+4.60D+0.60W+0,60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft infinity OK Z-Z,+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0,750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.60W+H 3.0 k-ft 9,383 k-ft 3,128 OK Z-Z,+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z,+D-+0.750Lr+0,750L+0.450W+H 2,250 k-ft 11.070 k-ft 4.920 OK Z-Z,+D+0,750L+0,750S+0.450W+H 2.250 k-ft 12.945 k-ft 5,753 OK Z-Z,+0+0,750L+0.750S+0,5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0,60W+0,60H 3.0 k-ft 7.430 k-ft 2.477 OK Z-Z,+0.600-470E+0.60H None 0.0 k-ft Infinity OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @� As Req'd Gvrn.As Actual As Phift Status ____-- -- -- k-ft Side? Bot or Top? in^2 - _® 1n°2 in"2 -ft X-X,+1,40D+1,60H 0.5250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.40D+1.60H 0.5250 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1,20D+0.50Lr+1.60L+1.60H 0.6375 +Z Bottom 0,2592 Min TemD% 0,3720 14.333 OK X-X,+1,20D+0.50Lr+1.60L+1,60H 0.6375 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.7625 +Z Bottom 0,2592 Min TemD% 0.3720 14.333 OK X-X.+1.20D+1.60L+0.50S+1.60H 0,7625 -Z Bottom 0.2692 Min Tenor% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50L+1,60H 1.050 +Z Bottom 0,2592 Min Temp% 0.3720 14,333 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.050 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1,20D+1,60Lr+0,50W+1,60H 1.425 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60Lr-FO.50W+1,60H 1.425 -Z Bottom 0.2592 Min TemD% 0,3720 14.333 OK X-X,+1,20D40,50L+1,60S+1,60H 1.450 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X.+1.20D+0,50L+1.60S+1.60H 1.450 -Z Bottom 0,2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1,60H 1,825 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1,20D+1,60S+0.50W+1,60H 1.825 -Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 1.388 +Z Bottom 0.2592 Min Temp% 0.3720 14333 OK X-X,+1.20D-+0,50Lr+0,50L+W+1.60H 1.388 -Z Bottom 0.2592 Min Temo% 0,3720 14.333 OK X-X,+1,20D+0.50L-,0.50S+W+1,60H 1.513 +Z Bottom 0,2592 Min Temo% 0,3720 14.333 OK X-X,+1.200+0.50L+0.50S+W+1,60H 1.513 -Z Bottom 0,2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.20S+E+1,60H 0.70 +Z Bottom 0,2592 Min TemD% 0,3720 14.333 OK X-X,+1,20D+0.50L+0.20S+E+1.60H 0.70 -Z Bottom 0.2592 Min TemD% 0.3720 14,333 OK X-X,+0.90D+W+0.90H 1.088 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+W+0,90H 1.088 -Z Bottom 0.2592 Min Temo% 0.3720 14,333 OK X-X,+0.90D+E+0.901H 0,4625 +Z Bottom 0.2592 Min Temp% 0,3720 14,333 OK X-X,+0.90D+E+0.90H 0,4625 -Z Bottom 0,2592 Min Temo% 0.3720 14.333 OK Z-Z,+1,40D+1,60H 0.5250 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.40D+1.60H 0.5250 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+1.60L+1,60H 0,6375 -X Bottom 0,2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+1,60L+l.60H 0.6375 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1,20D+1,60L+0.50S+1.60H 0.7625 -X Bottom 0.2592 Min TemD% 0.3720 14,333 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.7626 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1,20D+1,60Lr+0.50L+1,60H 1.050 -X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1,20D+1.60Lr-450L+1.60H 1.050 +X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1,60Lr+0.50W+1.60H 0.9251 -X Bottom 0.2592 Min Temo% 0.3720 14,333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.925 +X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.450 -X Bottom 0.2592 Min Temo% 0.3720 14,333 OK Z-Z,+1.20D+0,50L+1,60S+1.60H 1.450 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1,60S+0.50W+1.60H 1.325 -X Bottom 0.2592 Min Temo% 0.3720 14,333 OK Z-Z,+1,20D+1,60S+0,50W+1,60H 2,325 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z.+1.20D+0.50Lr+0,50L+W+1.60H 0,3878 -X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1.60H 2,387 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1,20D+0.50L+0.50S+W+1,60H 0.5128 -X Bottom 0,2592 Min Temo% 0.3720 14.333 OK Z-Z.+1.20D+0.50L+0.50S+W+1,60H 2.512 +X Bottom 0.2592 Min Temo% 0,3720 14.333 OK Z-Z,+1,20D+0.50L+0.20S+E+1.60H 0.70 -X Bottom 0.2592 Min TemD% 0.3720 14,333 OK Title Black Line 1 Project Title: You can change this area En Ineer: Project ID: using the"Settings"menu item Pro�ect Descr: mid(lien usiny the"Printing& Title Block"selection. YI OR ietu. I ism1 General Footing File=c:=C11ME-I%CintonWYDICU•-ttENERCA-+1I958.ec8- FNERGALC.INC.19837015.Bul}d:6.tS.1l9.Verft0.25 i i,8130 Licensee:STRUCtURAL DESIGN ASSOCIATES Description: D11 Footing Flexure Flexure Axis&Load Combination Mu Which Tension g As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in"2 inA2 _ in12 k-ft Z-Z.+1.20D+0.50L+0.20S+E+1.60H 0.70 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+0.90D+W-490H 0.1098 -X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z.+0.90D+W+0.90H 2.109 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+0.900+-E+0.90H 0.4625 -X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+0.90D+E+0.901-1 0,4625 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK One Way Shear _ u Load Combination... ... . ,._.Vu,.�v1_'X.- - -Vu�° +.X Vu -Z Vu +Z Vu:Max Phi Vn V I Phi"Vn Status�°.._..._- ----� +1.40D+1.60H 3.111 osi 3.111 psi 3,111 Dsi 3.111 osi 3.111 osi 75 Dsi 0.04148 OK +1.20D+0.50Lr+1.60L+1.60H 3.778 osi 3.778 Dsi 3.778 Dsi 3.778 osi 3,776 Dsi 75 osi 0.05037 OK +1.20D+1.60L+0.50S+1.60H 4,519 osi 4.519 Dsi 4 519 osi 4.519 osi 4.519 Dsi 75 osi 0.06025 OK +1,20D+1,60Lr+0.50L+1,60H 6.222 osi 6.222 Dsi 6.222 osi 6.222 psi 6.222 Dsi 75 Dsi 0.08296 OK +1.20D+1.60Lr+0,50W+1.60H 8.444 Dsi 8,444 Dsi 8,444 osi 8.444 Dsi 8.444 Dsi 75 osi 0.1126 OK +1.20D+0.50L+1,60S+1.60H 8.593 psi 8.593 osi 8.593 osi 8.593 osi 8.593 Dsi 75 osi 0.1146 OK +1.20D+1.60S+0.50W+1.60H 10.815 osi 10.815 psi 10.815 osi 10.815 psi 10.815 Dsi 75 osi 0.1442 OK +1.20D+0.50Lr+0.50L+W+1.60H 8.222 osi 8.222 psi 8.222 osi 8.222 osi U22 osi 75 psi 0.1096 OK +1.20U+U,50L+0.505+W+1,60H 8.963 psi 8,963 osi 8,963 Dsi 8.963 Dsi 8.963 Dsi 75 Dsi 0.1195 OK +1.20D+0.50L+0.20S+E+1.60H 4.148 Dsi 4.148 Dsi 4.148 Dsi 4.148 Dsi 4.148 Dsi 75 osi 0.05531 OK +0.90D+W+0.90H 6.444 osi 6.444 osi 6.444 osi 6.444 osi 6.444 Dsi 75 psi 0.08593 OK +0.90D+E+0.90H 2.741 Dsi 2.741 osi 2.741 osi 2.741 Dsi 2.741 Dsi 75 Dsi 0,03654 OK Punching Shear _ _ _ All units k Load Combination... �~ Vu Phi'Vn~ Vu I Phi'Vn - Status _ - -- - _ - -._.-.. - - -- .._._,.__ --•-- - _ .- -_. -W_ _ _ ..... __a +1.40D+1.60H 11.796 osi 150osi 0.07864 OK +1.20D+0.50Lr+1.601-+1,60H 14,324 es1 150osi 0.09549 OK +1.20D+1.60L+0.50S+1.60H 17,133 nsi 150osi 0.1142 OK +120D+1,60Lr+0.50L+1,60H 23.593 Dsi 150osi 0.1573 OK +1.20D+1.60Lr+0.50W+1,60H 32.019 Dsi 150o,i 0.2135 OK +1.20D+0.50L+1.60S+1.60H 32.58 nsi 150Dsi 0.2172 OK +1.20D+1.60S+0,50W+1.60H 41.006 osi 1500si 0.2734 OK +1.20D+0,50Lr+0.50L+W+1.60H 31.176 osi 150osi 0.2078 OK +1.20D+0.50L+0,50S+W+1.60H 33.985 osi 150D31 0.2266 OK +1.20D40.50L+0.20S+E+1.60H 15.728 Dsi 1500si 0.1049 OK +0.901)+W+0.90H 24.494 osi 1501)si 0,1633 OK +0.90D+E+0.90H 10.392 osi 150Dsi 0.06928 OK Title Block Line 1 Project Title; You can change this area Engineer: Project ID; using the"Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. lICINLl;�a r7EC?Cfr. , General Footing - --- — —`—T-- Alo-e.%CUME-I*mwWrooa,-I*NERCn-1%7Muc6 ENERCAI.C,INC 1983-2015,BuMl:6.15.12 9.Ver6ff 25 Description: F11 Code References _ Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc;Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing - 3.0 ksf fy Rebar Yield = 60.0 ksi increase Bearing By Footing Weigh► No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) - 350.0 pcf Concrete Density = 145,0 pcf Soil/Concrete Friction Coeff. 0.40 cp Values Flexure = 0.90 Shear = 0350 Increases based on fooling Depth Analysis Settings Footing base depth below soil surface = ft Min Sfeel ue Bending Reinf. = Allowable pressure increase per foot of depth - ksf Min Allow /o Temp Reinf, = 0.00180 when footing base is below = ft Min,Overturning Safety Factor = 1.0 ;1 Min,Sliding Safety Factor = 1.0 ;1 Increases based on fooling plan dimension Add Ftg Wf for Soil Pressure Yes Allowable pressure increase per fool of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis - 2.50 ft Z Footing Thicknes - 12.0 in Pedestal dimensions... -X px:parallel to X-X Axis = in �+ pz:parallel to Z-Z Axis = in In Height = Rebar Centerline to Edge of Concrete,,, � at Boltom of fooling = 3.0 in }p n Reinforcing J w Bars parallel to X-X Axis Number of Bars - 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Siz( _ # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a __.Applied Loads P:Column Load 2.0 2.0 3,0 4.0 1.0 k OB:Overburden - ksf M-xx a k-fl M-zz k-f l V-x _ 5.0 k V-z - k Title Block Line 1 Projecl Title: You can change this area Engl�eer: Project ID: using the"Settings"menu item ProjeCt Descr: and then using the"Printing& Title Block"selection. File ' a r 10 ?9In. Y =e:%DocUMF-;1Csnton%MYooCi;-IENERCA-/17s58.ec6General_FOOtIng t! FNERCALC.INC.196&2015,Quild:615.12.9,Vec6.0.25 DESIGN ASSOCIATES Description 1 I'll DESIGN SUMMARY _ IT- . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6910 Soil Bearing 2.073 ksf 3.0 ksf +0,60D+0.60W+0.60H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.727 Overturning-Z-Z 3.0 k-ft 5,180 k-ft +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0,1411 Z Flexure(+X) 2.023 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1,60H PASS 0.06279 Z Flexure(••X) 0.90 k-ft 14.333 k-ft +1.20D+0.501_+1.60S+1,60H PASS 0.06023 X Flexure(+Z) 1.150 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1,60H PASS 0.08023 X Flexure(-Z) 1.150 k-ft 14,333 k-ft +1.20D+1,60S+0.50W+1.60H PASS 0.09086 1-way Shear(+X) 6.815 psi 75.0 psi +1,20D+1,60S+0,50W+1.60H PASS 0.09086 1-way Shear(-X) 6.815 psi 75.0 psi +1.200+1.60S-i0.50W+1,60H PASS 0.09086 1-way Shear(+7) 6.816 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.09086 1-way Shear(-Z) 6,815 psi 75.0 psi +1200+1.60S+0 50W+1.60H PASS 0.1723 2-way Punching 25.840 psi 150.0 psi +1.20D+1.60S+0.50W+1,60H Detailed Results Soil Bearing Rotation Axis& _ ACtuT�011 Bea ng Stress Actual I Allowable Load Combination... Gross Allowable_ Xecc Zecc Bottom,-Z _T ,+Z Left,-X Right,+X Ratio X-X.+D+H 3.0 n/a 0.0 0.4650 0.4650 nia nia 0,155 X-X.+D+L+H 3,0 nia 0.0 0,4650 0.4650 nia nia 0.155 X-X,+D+Lr+H 3.0 n/a 0.0 0,7850 0.7850 nia nia 0.262 X-X,+D+S+H 3.0 n/a 0.0 0.9450 0,9450 nia nfa 0.315 X-X,+D+0.7501_r-fV50L+H 3.0 nia 0.0 0,7050 0.7050 n/a n/a 0,235 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 0.8250 0.8250 nia nia 0.275 X-X,+D+0,60W+H 3.0 n/a 0,0 0.8490 0,8490 nia n/a 0,283 X-X,+D+0,70E+H 3.0 n/a 0.0 0.5770 0.5770 n/a nia 0.192 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 nia 0.0 0,9930 0.9930 n/a nia 0-331 X-X.+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 1.113 1.113 nia n/a 0.311 X-X,+D+0.7501_+0.750S+0.5250E+H 3.0 nia 0.0 0.9090 0,9090 nia nia 0.303 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.6630 0,6630 nia nia 0.221 X-X.+0.60D+0.70E+0.60H 3.0 nia 0.0 0.3910 0.3910 nia n/a 0.130 Z-Z,+D+H 3.0 0.0 n/a nia n/a 0.4650 0.4650 0,155 Z-Z,+D+L+H 3.0 0.0 n/a nia n/a 0,4650 0,4650 0155 Z-Z,+D+Lr+H 3.0 0.0 n/a nia nia 0.7850 0.7850 0.262 7-Z,+Il+8+H 3.0 0.0 n/a n/a nia 0.9450 0.9450 0.315 Z-Z,+D+0.750Lr-4750L+H 3.0 0.0 nia nia n/a 0,7050 0.7050 0.235 Z-Z,+D r0.750L+0.750S+H 3,0 0.0 nia nia n/a 0.8250 0.8250 0.275 Z-Z,+D+0,60W+}{ 3.0 6,784 n/a nia nia 0.0 2,046 0,682 Z-Z,+D+0.70E+H 3.0 0.0 n/a nia n/a 0,5770 0.5770 0.192 Z-Z,+D+0.750Lr+0.750L+0A50W+H 3.0 4.350 n/a n/a nia 0.1434 1.843 0,614 Z-Z,+D+0.750L+0.750S+0.450W+H 3.0 3.881 n/a n/a nia 0,2634 1.963 0.654 Z-Z.+D+0.750L+0.750S+0,5250E+H 3.0 0.0 nia n/a nia 0.9090 0.9090 0,303 Z-Z,+0,60D+0.60W+0,60H 3.0 8.688 n/a nia nia 0.0 2,073 0.691 Z-Z,+0,60D+0.70E+0.60H 3.0 0.0 nia nia nia 03910 0,3910 0.130 Overturning Stability _ Rotation Axis& Load Combination... Overtur lriq Moment Resistin Moment Stabili Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X.+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+O+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0,750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X.+D+0.70E+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0,750L+0A50W+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+0450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. General Footing - File=aC:u)ocuinE-IICA*iI�roocu-,%ENERCA-n7sseece [NERCALC,INC.19832015,FluIN:6.15.12.9,Vor.8.0?5 i ii: censee. A$SOCIATES Description: Fl 1 Overtuming Stability Rotation Axis B -- Load Combination... Owturnfn-Moment ReSlStln Moment _1tabl!lity Ratio Status X-X.+D+0.750L+0,75OS+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0,60W+0.60H None 0.0 k-ft Infinity OK X-X,+0,60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z,+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0,75OLr+0,750L+H None 0,0 k-ft Infinity OK Z-Z,+D+0,750L-tV50S+H None 0.0 k-ft Infinity OK Z-Z.+D+0,60W+H 3.0 k-ft 6.633 k-ft 2.211 OK Z-Z.+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+0,450W+H 2.250 k-ft 7.758 k-ft 3.448 OK Z-Z,+D+0.750L+0,750S+0,450W+H 2.250 k-ft 8.695 k-ft 3.865 OK Z-Z,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.60W+0,60H 3,0 k-ft 5.180 k-ft 1.727 OK Z-Z,+0.60D+0.70E+0.60H None O.D k-ft Infinity OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As PhPMn _ Status k-ft Side? Bot or Top? in^2 _in^2 in^2 k-ft X-X,+1.40D+1,60H 0.350 +Z_ Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X.+1.40D+1,60H 0.350 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1,20D+0,5OLr+1.60L+1,60H 0,4250 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X.+1.20D+0.50Lr+1.60L+1,60H 0,4250 -Z Bottom 0.2592 Min Temo% 0.3720 14,333 OK X-X,+1,20D+1,60L+0.50S+1,60H 0,4875 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0,4875 -Z Bottom 0,2592 Min Tema% 0.3720 14.333 OK X-X,+1.20D+1.6OLr+0.50L+1.60H 0.70 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.6OLr+0.50L+1.60H 0.70 -Z Bottom 0.2592 Min Temo% 0,3720 14.333 OK X-X,+1,20D+1.6OLr+0.50W+1.60H 0.950 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1,6OLr+0,50W+1,60H 0.950 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1,20D+0.50L+1.60S+1.60H 0.90 +Z Bottom 0,2592 Min Temo% 0.3720 14.333 OK X-X,+1.200+0,50L+1,60S+1.60H 0.90 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1,150 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1,20D+1,60S+0,50W+1,60H 1,150 -Z Bottom 0,2592 Min TemD% 0.3720 14.333 OK X-X,+1,20D+0.5OLr+0.50L+W+1,60H 0.9250 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.5OLr+0.50L+W+1.60H 0.9250 -Z Bottom 0.2592 Min Temo% 0,3720 14,333 OK X-X,+1.20D+0.50L+0,50S+W+1,60H 0.9875 +Z Bottom 0,2592 Min TemD% 0,3720 14,333 OK X-X.+1.20D+0,50L+0.50S+W+1,60H 0.9875 -Z Bottom 0.2592 Min TemD% 0,3720 14.333 OK X-X,+1.20D+0,50L+O.20S+E+1.60H 0.50 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+0.50L+0,20S+E+1,60H HO -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0.90D+W+0.90H 0,7250 +Z Bottom 0.2592 Min TemD% 0,3720 14,333 OK X-X.+0.90D+W+0.90H 0,7250 -Z Bottom 0,2592 Min Temo% 0.3720 14.333 OK X-X.+0.90D+E+0,90H 0,350 +Z Bottom 0,2592 Min TemD% 0,3720 14.333 OK X-X,+0.90D+E+0.90H 0.350 -Z Bottom 0,2592 Min Temp% 0.3720 14,333 OK Z-Z,+1,40D+1.60H 0.350 -X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.40D+1,60H 0.350 +X Bottom 0.2592 Min TemD% 0.3720 14,333 OK Z-Z,+1,20D+0,5OLr+1.60L+1.60H 0.4250 -X Bottom 0.2592 Min TemD% 0,3720 14.333 OK Z-Z,+1.20D+0.5OLr+1,60L+1.60H 0.4250 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1,20D+1.60L+0.50S+1.60H 0.4875 -X Bottom 0,2592 Min TemD% 0,3720 14.333 OK Z-Z,+1,200+1,60L+0,50S+1.60H 0,4875 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.20D+1.6OLr+0.50L+1.60H 070 -X Bottom 0.2592 Min Temo% 0,3720 14.333 OK Z-Z,+1.20D+1,6OLr+0,50L+1,60H 0.70 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.6OLr-450W+1.60H 0.4501 -X Bottom 0.2592 Min TemD% 0,3720 14.333 OK Z-Z,+1.200+1,6OLr+0.50W+1.60H 1,450 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.90 -X Bottom 0.2592 Min Temo% 0.3720 14,333 OK Z-Z,+1,20D+0.50L+1.60S+1,60H 0.90 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0,6501 -X Bottom 0.2592 Min TemD% 0.3720 14,333 OK Z-Z,+1.20D+1,60S+0.50W+1.60H 1.650 +X Bottom 0.2592 Min TemD% 0.3720 14,333 OK Z-Z,+1.20D+0.5OLr+0,50L+W+1,60H 0.02271 -X Too 0.2592 Min Temo% 0.3720 14,333 OK Z-Z,+1,20D+0.5OLr+0,50L+N/+1.60H 1.977 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1,20D+0,50L+0,50S+W+1.60H 0.02306 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0,50L+0,50S+W+1.60H 2.023 +X Bottom 0.2592 Min Temo% 0.3720 14,333 OK Z-Z,+1.20D+0.50L+0.20S+E+1,60H 0.50 -X Bottom 0.2592 Min TemD% 0,3720 14.333 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings'menu item Project Descr: and then using the 'Plintiny& Title Block'selection. I General Footing rile=(ADOCUME-11CIinionWYDOCU-IIENERCA�-11i950.ocb ENERCALC,lNC.19832015,Uuild:6.1512.9,Va:b.O 25 ASSOCIATES :Licensee.STRUCTURAL DESIGN Description: F11 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi'Mn Status k ft Side? Bot or Top? inA2 in^2 inA2 k-ft Z-Z.+1.20D+0.50L+0,20S+E+1.60H 0,50 +X Bottom 0,2592 Min TemD% 0.3720 14,333 OK Z-Z,+0.90D+W+0.90H 0.09690 -X Too 0.2592 Min Temp% 0,3720 14,333 OK Z-Z.+0.90D+W+0.90H 1.903 +X Bottom 0.2592 Min TemD% 0,3720 14.333 OK Z-Z,+0.90D+E-490H 0,350 -X Bottom 0,2592 Min TemD% 0,3720 14.333 OK Z-Z,+0.90D+E+0.90H 0.350 +X Bottom 0.2592 Min Tema% 0.3720 14.333 OK One Way Shear Load Combination... Vu •X Vu @+X Vu Z Vu +Z Vu:Max Phi Vn Vu I PhiNn Status ._ -- -- --- - -- +1.40D+1.60H 2.074 psi 2.074 psi 2.074 osi 2.074 osi 2.074 osi 75 osi 0.02765 OK +1.20D+0.50Lr+1,60L+1.60H 2.519 osi 2.519 osi 2.519 Dsi 2.519 Dsi 2,519 osi 75 Dsi 0,03358 OK +1.20D+1.60L+0.50S+1.60H 2.889 osi 2.889 psi 2.889 osi 2.889 osi 2.889 Dsi 75 osi 0.03852 OK +1.20D+1.60Lr+0,50L+1,60H 4.148 Dsi 4.148 osi 4.148 osi 4.148 osi 4.148 osi 75 osi 0.05531 .0K +1.20D+1,60Lr+0.50W+1.60H 5.63 osi 5.63 osi 5.63 osi 5.63 Dsi 5.63 psi 75 psi 0.07506 OK +1.20D+0.50L+1,60S+1.60H 5,333 osi 5.333 osi 5.333 osi 5.333 psi 5.333 osi 75 osi 0.07111 OK +1.20D+1.60S+0,50W+1.60H 6.815 psi 6.815 psi 6.815 osi 6,815 osi 6.815 us! 75 psi 0.09086 OK +1.20D+0,50Lr+0.50L+W+1.60H 5.481 psi 5,481 psi 5.481 Dsi 5.481 psi 5,481 Dsi 75 Dsi 0.07309 OK +1.20D+0.50L+0.b0S+W+1,b0H 5.852 psi 5.852 psi 5.852 Dsi 5.852 osi 5.852 psi 75 psi 0.07803 UK +1.20D+0,50L+0.20S+E+1.60H 2.963 osi 2,963 Dsi 2.963 psi 2.963 osi 2.963 Dsi 75 osi 0,03951 OK +0.90D+W+0.90H 4296 osi 4,296 osi 4,296 osi 4.296 osi 4.296 psi 75 psi 0.05728 OK +0.90D+E+0.90H 2.074 osi 2.074 osi 2.074 Dsi 2.074 osi 2.074 osi 75 osi 0.02765 OK Punching Shear All units k Load Combination_... Vu _ _Phi"Vn - _ Vu I Phi"Vn stem_ +1,40D+1.60H 7,864 psi 150psi 0.05243 OK +1.20D+0,50Lr+1.60L+1.130H 9.549 Dsi 150nsi 0,06366 OK +1.20D+1.60L+0,50S+1,60H 10,954 psi 150Dsi 0.07303 OK +1.20D+1.60Lr+0,50L+1.60H 15.728 osi 150Dsi 0.1049 OK +1.20D+1,60Lr+0.50W+1,60H 21.346 Dsi 150osi 0.1423 OK. +1.20D+0.50L+1.60S+1,60H 2O.222 psi 150 osi 0.1348 OK +1.200+1,60S+0.50W+1.60H 25,84 Dsi 1500si 0.1723 OK +1.20D+0.50Lr+0,50L+W+1.60H 2O.942 Dsi t50Dsi 0,1396 OK +1,20D+0,50L+0,50S+W+1.60H 22.289 nsi 150Dsi 0,1486 OK +1,20D+0,50L+0,20S+E+1.60H 11.235 Dsi 150osi 0.0749 OK +0,90D+W+0.90H 17.097 Dsi 150usi 0.114 OK +0.90D+E+0.90H 7.864 osi 1500si 0,05243 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu ilem Project Descr: and then using the"Printing& Title Block"selection. General Footing ----F�:=<�a�cuMF=ncrnanurvoocu=irae`acn-,�i�s,«e- F5IERCALC,INC 19OX 2015,Build:6.15.12.0,Ver&0.25 008130 -Licensee:STRUCTURAL DESIGN ASSOCIATES Description: H11 Code References �_- . - . -- -- - - - - - Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing - 3.0 ksf fy:Rebar Yield = 60.0 ksl increase Bearing By Foobng Weight - No Ec:Concrete Elastic Modulus = 2,850,0 ksi Soil Passive Resistance(for Sliding) - 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff, - 0.40 cp Values Flexure = 0,90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steell%Bending Reinf. Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf, = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth - ksf Use fig wt for stability,moments&shears Yes when maximum length or width is greater that= ft Add Pedestal Wtfor Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis 4 2.50 ft - Length parallel to Z-Z Axis x, 2.50 ft Z Footing Thicknes = 12.0 in Pedestal dimensions.,, _ X px:parallel to X-X Axis - in iv pz:parallel to Z-Z Axis = in Height = in nm Rebar Centerline to Edge of Concrete.. at Bottom of fooling = 3.0 in I .p n Reinforcing _ 2 I w Bars parallel to X-X Axis Number of Bars = 3,0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 - Reinforcing Bar Sizr - # 5 Bandwidth Distribution Check (ACI 15.4.4,2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads _0 Lr _ L S W E H P:Column Load - 3.0 3,0 &0 - _._.~6-0 3,0 - —�- -^k OB:Overburden = ksf M-xx m k-ft M-zz k-ft V-x — 5.0 4,0 k V-z _ k Title Block Line t Project Title: You can change this area E lneer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block'selection. _ G®Il@ifa� FOOtltl Ftle=c:lDOCU.ME-ikCholonWYDOCU-IIENERCA-4s79M.oc6 g ENfRCALC,INC.19832U15,®uild:6,15.12,9.Vere.Q.25 i:rr: • Description: HII DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8357 Soil Bearing 2.507 ksf _ 3.0 ksf +D-4750L+0.750S+0A50W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.984 Overturning-Z-Z 2.80 k-ft 5.555 k-ft +0.60D+0.70E+0,60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1753 Z Flexure(+X) 2.512 k-ft 14.333 k-ft +1.20D+0,50L+0,50S+W+1.60H PASS 0.1012 Z Flexure(-X) 1.450 k-ft 14.333 k-ft +1,20D+0,50L+1.60S+1,60H PASS 0.1273 X Flexure(+Z) 1.825 k-ft 14,333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1273 X Flexure(-Z) 1,825 k-ft 14.333 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1442 1-way Shear(+X) 10,815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,1442 1-way Shear(-X) 10.815 psi 75.0 psi +1.200+1,60S+0,50W+1.60H PASS 0.1442 1-way Shear(+Z) 10.815 psi 75.0 psi +1.20D+1,60S+0.50W+1,60H PASS 0,1442 1-way Shear(-Z) 10,815 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2734 2-way Punching 41,006 psi 150.0 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Soll Bearfn -- Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable _ Load Combination... Gross Allowable _Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X _ w Ratio X-X,+D+H -- -- 3.0 n/a 0.0 -- 0.6250 0,6250 n/a n/a 0.208 X-X,+D+L+H 3.0 n/a 0,0 0.6250 0.6250 n/a n/a 0,208 X-X.+D+Lr+H 3.0 n/a 0.0 1.105 1,105 n/a n/a 0 368 X-X,+D+S+H 3.0 ala 0.0 1.425 1.425 nla nla 0.475 X-X,+D+0,750Lr+0.750L+H 3.0 n/a 0.0 0.9850 0,9850 nla n/a 0.328 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.225 1.225 nla n/a 0,408 X-X,+D+0,60W+H 3.0 n/a 0.0 1.201 1.201 n/a n/a 0,400 X-X,+D+0.70E+H 3.0 nla 0.0 0,9610 0.9610 n/a n/a 0,320 X-X,+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1.417 1.417 n/a n/a 0.472 X-X,+D+0.750L+0,750S+0,450W+H 3,0 n/a 0.0 1.657 1.657 nla n/a 0.552 X-X.+D+0.750L+0.750S+0.5250E+H 3,0 n/a 0.0 1.477 1,477 n/a n/a 0,492 X-X,+0,60D+0.60W+0.60H 3.0 n/a 0.0 0.9510 0.9510 nla n/a 0.317 X-X,+0,60D+0.70E+0,60H 3.0 n/a 0.0 0.7110 0.7110 n/a n/a 0.237 Z-Z,+D+H 3.0 0.0 n/a nla nla 0.6250 0.6250 0,208 Z-Z,+D+L+H 3.0 0.0 nla nla nla 0,6250 0.6250 0208 Z-Z.+D+Lr+H 3.0 0.0 n/a n/a n/a 1.105 1.105 0.368 Z=Z;+D�PS4-H_ - 3.0 0.0 Na Na - nla 1.425 1,425 0.475 - Z-Z,+D+0.750Lr+0,750L+H 3,0 0.0 n/a n/a n/a 0.9850 0,9850 0.326 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 1.225 1.225 0.408 Z-Z,+D+0,60W+H 3.0 4,796 n/a n/a n/a 0.06820 2,334 0,778 Z-Z,+D+0,70E+H 3.0 5,594 n/a n/a n/a 0,0 2.025 0,676 Z-Z,+D+0,750Lr+0750L+0.450W+H 3.0 3.049 n/a n/a n/a 0.5674 2,267 0.756 Z Z.+D+0.750L+0,750S+0,450W+H 3.0 2.607 n/a nla n/a 0,8074 2,507 0 836 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 2.730 n/a n/a nla 0.6840 2.270 0,757 Z-Z,+0.60D+0.60W+0.60H 3.0 6.057 n/a n/a nla 0.0 2,107 0,702 Z-Z,+0,60D+0.70E+0,60H 3.0 7.561 n/a n/a n/a 0.0 1.890 0.630 Overturning Stability Rotation Axis 8 . --_. _��__ _-_.___ - - -- - -• ---_- -- �Load Combination.„ - - Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H _ None 0.0 k-ft T Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0,0 k-ft Infinity OK X-X,+D+.S+H None 0.0 k-ft infinity OK X-X,+D+0,750Lr+0,750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft tnfinity, OK X-X,+DA.750Lr+0.750L+0.450W+H None 0,0 k-ft infinity OK X-X.+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Protect Descr: and then using the"Printing& Title Block"selection. General Footing Ftle eMoCUµE-;'rJ:ntonlMY000U-1tENfRCA-ITr958:xe UVACAV- INC.VW?015.Qwld'6.15.179.Vec6.0.9li • Description N 1 t Overturning Stability Rotation Axis& Load Combination.., Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0,750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z.+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0,750Lr+0.750L+H None 0,0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0,60W+H 3.0 k-ft 9.383 k-ft 3.128 OK Z-Z,+D+0.70E+H 2.80 k-ft 7.508 k-ft 2,681 OK Z-Z,+D+0,750Lr+0.750L+0.450W+H 2.250 k-ft 11,070 k-ft 4.920 OK Z-Z,+D+0.750L+0.750S+0,450W+H 2.250 k-ft 12,945 k-ft 5.753 OK Z-Z.+D+0.750L+0.750S+0.5250E+H 2.10 k-ft 11,539 k-ft 5.495 OK Z-Z,+0.60D+0.60W+0.60H 3.0 k-ft 7.430 k-ft 2.477 OK Z-Z,+0,60D+0.70E+D,60H 2,8D k-ft 5,555 k-ft 1.984 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req`d Gvrn.As Actual As Phi"Mn Status k-ft Side 7 Bot or Top 7 V in^2 inA2 in^2 k-ft X-X,+1,40D+1,60H 0.5250 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.40D+1.60H 0.5250 -Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X.+1.20D+0.50Lr+1,60L+1.60H 0.6375 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1,60H 0.6375 -Z Bottom 0,2592 Min Temp% 0,3720 14,333 OK X-X,+1,20D+1,60L+0,50S+1.60H 0.7625 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1.60L+0.50S+1,60H 0,7625 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1,60Lr+0.50L+1.60H 1.050 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1,20D+1.60Lr+0.50L+1.60H 1.050 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1.60Lr+0.50W+1,60H 1.425 +Z Bottom 0.2592 Min TemD% 0,3720 14.333 OK X-X,+1.20D+1.60Lr+0,56W+1,60H 1.425 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1,20D+0.50L+1.60S+1,60H 1.450 +Z Bottom 0,2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.450 -Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X,+1,20D+1.60S+0.50W+1.60H 1.825 +Z Bottom 0.2592 Min TemD% 0,3720 14.333 OK X-X,+1,20D+1,60S+0.50W+1,60H 1.825 -Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.388 +Z Bottom 0.2592 Min TemD% 0,3720 14.333 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 1,388 -Z Bottom 0,2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.513 +Z Bottom 0.2592 Min TemD% 0,3720 14,333 OK X-X,+1.20D+0.50L-+0,50S+W+1.60H 1.513 -Z Bottom 0,2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0,50L+0,20S+E+1.60H 0.950 +Z Bottom 0,2592 Min Temp% 0.3720 14.333 OK X-X,+1,20D+0.50L+0,20S+E+1.60H 0,950 -Z Bottom 0.2592 Min TemD% 0,3720 14.333 OK X-X,+0,90D+W+0,90H 1.088 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+0.90D+W+0.90H 1.088 -Z Bottom 0.2592 Min TemD% 0,3720 14.333 OK X-X,+0.90D+E+0.90H 0.7125 +Z Bottom 0.2592 Min Temp% 0.3720 14,333 OK X-X,+0.90D+E+0.90H 0.7125 -Z Bottom 0,2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.40D+1.60H 0.5250 -X Bottom 0,2592 Min Temo% 0.3720 14.333 OK Z-Z,+1,40D+1.60H 0.5250 +X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6375 -X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1,20D+0.50Lr+1,60L+1,60H 0.6375 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1.20D+1,601-+0.50S+1.60H 0.7625 -X Bottom 0.2592 Min TemD% 0,3720 14,333 OK Z-Z,+1.20D+1.60L+0,50S+1,60H 0.7625 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1,60Lr+0,50L+1.60H 1.050 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1,20D+1.60Lr+0.50L+1.60H 1.050 +X Bottom 0.2592 Min TemD% 0.3720 14,333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.9251 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.925 +X Bottom 0.2592 Min TemD% 0,3720 14,333 OK Z-Z.+1,20D+0.50L+1.60S+1.60H 1.450 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 1.450 +X Bottom 0.2592 Min Temo% 0,3720 14.333 OK Z-Z,+1,20D+1.60S+0.50W+1.60H 1,325 -X Bottom 0.2592 Min Tema% 0,3720 14.333 OK Z-Z,+1.20D+1.60S+0,50W+1.60H 2.325 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+D.50Lr-450L+W+1.60H 0,3878 -X Bottom 0.2592 Min Temn% 0.3720 14,333 OK Z-Z,+1.20D+0.5DLr+0,50L+W+1.60H 2.387 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D-45QL+0.50S+W+1.60H 0.5128 -X Bottom 0,2592 Min TemD% 0.3720 14,333 OK Z-Z,+1.20D+0.50L+0,50S+W+1.60H 2.512 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0,50L+0,20S+E+1.60H 0.1533 -X Bottom 0,2592 Min TemD% 0.3720 14.333 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. I General Footing -- - Fft= VOCUMC-IMIMunoocu-I"ERcn-I%ai.cs- MKAtC.INC.1983.2015,nulld:6.15.12.9.Ver.6.0.25 in Mt DESIGN ASSOCIATES Description: H11 Footing Flexure Mu Which Tension @ As Req'd Gvrn.As Actual As Phi Mn Flexure Axis 8 Load Combination Status k-ft Side? Bot or Top l inA2 InA2 inA2 k-ft Z-Z,+1.20D4.5OL4.20S+E+1.60H 1.753 +X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+0,90D+W+0.90H 0.1098 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0,90H 2,109 +X Bottom 0.2592 Min Temp% 0,3720 14,333 OK Z-Z,+0.90D+E+0.90H 0,03380 -X Too 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+0.90D+E+0.90H 1.566 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK One Way Shear Load ombination... Vu a X Vu @+X Vu -Z Vu +Z Vu:Max Phi Vn Vu f Phi*Vn Status +1,40D460H 3.111 psi 3.111 psi 3,111 psi 3.111 osl 3.111 osl 75 psi 0.04148 OK +1.20D+0.50Lr+1.60L+1.60H 3,778 psi 3.778 psi 3.778 psi 3.778 psi 3,778 osi 75 psi 0.05037 OK +1.20D+1.60L+0.50S+1.60H 4.519 psi 4.519 psi 4.519 psi 4,519 psi 4,519 psi 75 psi 0.06025 OK +1.20D+1,60Lr+0.50L+1.60H 6,222 psi 6.222 osi 6.222 psi 6.222 psi 6.222 psi 75 osi 0.08296 OK +1.20D+1.60Lr+0,50W+1.60H 8,444 psi 8.444 psi 8.444 osi 8.444 osi 8.444 osi 75 psi 0.1126 OK +1.20D+0.50L+1.60S+1.50H 8,593 osi 8.593 psi 8,593 psi 8,593 osi 8,593 psi 75 osi 0.1146 OK +1.20D+1.60S+0,50W+1.60H 10.815 osi 10.815 psi 10.815 psi 10.815 Dsi 10.815 psi 75 osi 0.1442 OK +1.20D+0.50Lr+0,50L+W+1,60H 8.222 psi 8.222 p$i 8,222 osi 8,222 osi 8,222 osi 75 psi 0.1096 OK +1.20b+0,501-+0.50S+W+1,60H 8,963 osi 8.963 osi 8,963 osi 8,963 Dsi 8.963 osi 75 Dsi 0,1195 OK +1.20D+0,50L+0.20S+E+1,60H 5.63 osi 5,63 osi 5,63 Dsi 5,63 osi 5,63 Dsi 75 osi 0.07506 OK +0,90D+W+0,90H 6.444 psi 6,444 osi 6.444 osi 6.444 osi 6,444 psi 75 osi 0,08593 OK :0,90D+E+0.90H 4,222 osi 4,222 osi 4,222 psi 4.222 osi 4,222 osi 75 osi 0.0563 OK Punching Shear All units k Load Combination... _ __ Vu _ Phi'Vn Vu I Phi*Vn Status +1.40D+1.60H 11.796 Dsi 150osi 0,07864 OK +1.20D+0.50Lr+1,60L+1.60H 14.324 osi 15008i 0,09549 OK +1,20D+1.60L-450S+1.60H 17.133 Dsi 150osi 0.1142 OK +1,20D+1.60Lr+0.50L+1,60H 23,593 psi 150osi 0.1573 OK +1,20D+1.60Lr+0.50W+1,60H 32.019 osi 150osi 0.2135 OK +1,20D+0,50L+1,60S+1,60H 32.58 osi 150osi 0.2172 OK +1.20D+1.60S+0,50W+1,60H 41%6 Dsi 150mi 0.2734 OK +1.20D+0,50Lr+0.50L+W+1,60H 31.176 psi 1500si 0.2078 OK +1,20D+0.50L+0.50S+W+1,60H 33.985 osi 150Dsi 0.2266 OK +1,20D+0.50L+0.20S+E+1,60H 21.353 psi 150osi 0.1424 OK +0,90D+W+0,90H 24.494 osi 1500si 0.1633 OK +0,90D+E+0.90H 16.183 osi 1501)si 0.1079 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, General Footing N*mO °c ME-11°'"m°">►Nx U-11ENERCA-MMCs ENERCALC"INC 19812015,Budd:615,12.9.Ver.6.0.25 r t:ii: i , ASSOCIATES ; Description: K11 Code References Calculations perACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing 3-0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. 0.40 (P Values Flexure = 0.90 Shear - 0.750 Increases based on footing Depth Analysts Settings Footing base depth below soil surface = ft Min Steel%Bending Reini. - Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf, = 0.00180 when footing base is below = ft Min,Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use fig wt for stability,moments&shears Yes when maximum length or width is greater Char= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis - 2,50 ft Length parallel to Z-Z Axis = 2,50 ft Footing Thicknes 12.0 in i Pedestal dimensions- Xox px:parallel to X-X Axis = in iv I pz:parallel to Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in .o Relnforcin ____.___-__.y_____ 2 " w Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis _ Number of Bars = 3 Reinforcing Bar Sizr - # 5 Bandwidth Distribution Check (ACI 15A.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a lied_Loads D Lr _ L S _-- W _ E P:Column Load 2-0 2.0 3.0 5,0 4.0 k OB:Overburden a ksf M-xx x k ft M-zz = k-ft V-x 4.0 4.0 k V-z = k Title Block Line 1 Project Title You can change this area Engineer: Project ID. using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, [General Footing Fde=t DOCUMF-IICI&nWWYODCU-11ENERCA-tVMAt5 ENERCAI C,INC 1983 2015.8ulld:6.15.12.9,Vw:8.0.25 i 0:008 rASSOCIAl ES Description: K11 DESIGN SUMMARY Min.Ratio Item Applied Capacity _ Governing Load Combination PASS 0.6620 Soil Bearing _ 1.986 ksf 3.0 ksf _+D+0.70E+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2,028 Overturning-Z-Z 2.80 k-ft 5.680 k-ft +0,60D+0,70E+0.60H FAIL 0.6491 Sliding-X-X 2,80 k 1.818 k +0,60D+0,70E+0.60H PASS nla Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1334 Z Flexure(+X) 1.912 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.06279 Z.Flexure(-X) 0.90 k-ft 14.333 k-ft +1,20D+0,50L+1.60S+1,60H PASS 0.08459 X Flexure(+Z) 1,213 k-ft 14,333 k-ft +1.20D+1,60S+0.50W+1,60H PASS 0,08459 X Flexure(-Z) 1.213 k-ft 14.333 k-ft +1,20D+1.60S+0.50W+1.60H PASS 0.09580 1-way Shear(+X) 7.185 psi 75,0 psi +1.20D+1.60S+0,50W+1,60H PASS 0.09580 1-way Shear(-X) 7,185 psi 75.0 psi +1.20D+1.60S+0.50W+1.60H PASS 0,09580 1-way Shear(+Z) 7.185 psi 75.0 psi +1,20D+1.60S+0.50W+1,60H PASS 0.09580 1-way Shear(-Z) 7.185 psi 75.0 psi +1.20D+1.60S-450W+1.60H PASS 0.1816 2-way Punching 27.244 psi 150.0 psi +1,20D+1,60S+0.50W+1,60H Detailed Results Soil Bearing Rotation Axis 8 Actual Soil Bearing Stress Actual I Allowable Load Com_bInation... _ Gross Allowable _ Xecc Zecc _-Bottom,-Z Top,+Z Left,-X RW,.+X Ratio X-X,+D+H 3.0 n/a 0.0 0,4650 0.4650 nla n/a 0,155 X-X,+D+L+H 3.0 n/a 0,0 0.4650 0.4650 n/a n/a 0.155 X-X.+D+Lr+H 3.0 n/a 0.0 0.7850 07850 n/a n/a 0,262 X-X, +D+S+H 3.0 Wa 0.0 0,9450 0.9450 n/a n!a 0")l15 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 0.7050 0.7050 n/a n/a 0.236i X-X,+D+0,750L+0.750S+H 3.0 n/a 0.0 0,8250 0.8250 n/a n/a 0,275 X-X,+D+0,60W+H 3.0 n/a 0.0 0.9450 0.9450 n/a n/a 0.315 X-X,+D+0.70E+H 3.0 n/a 0.0 0,9130 0.9130 n/a n/a 0.304 X-X,+D+0,750Lr+0.750L+0,450W+H 3.0 n/a 0.0 1.065 1.065 n/a n/a 0,355 X-X.+D+0,750L+0.750S+0.450W+H 3.0 n/a 0.0 1.185 1.185 n/a n/a 0.395 X-X,+D+0.750L+0,750S+0.5250E+H 3.0 nla 0.0 1.161 1,161 n/a n/a 0.387 X-X,+0.60D+0.60W+0,60H 3.0 n/a 0.0 0.7590 07590 n/a n/a 0.253 X-X,+0,60D+0,70E+0.60H 3.0 n/a 0.0 0,7270 0.7270 n/a n/a 0.242 Z-Z.+D+H 3.0 0.0 n/a n/a n/a 0.4650 0.4650 0,1 15 Z-Z,+D+L+H 3.0 0.0 nla nla nla 0.4650 0,4650 0:155 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a nla 0,7850 0,7850 0.262 Z-Z,+D+S+H 3.0 010 n/a n/a nM 0.9450 0.9450 0.315 Z-Z,+D+0.750Lr+0.7501_+H 3.0 0.0 n/a n/a n/a 0,7050 0,7050 0,235 Z-Z,+D+0.750L+0.750S+H 3.0 0,0 n/a n/a n/a 0,8250 0,8250 0276 Z-Z,+D+0,60W+H 3.0 4.876 n/a n/a n/a 0.03876 1.851 0.617 Z-Z.+D+0.70E+H 3,0 5.888 n/a n/a n/a 0.0 1.986 0.662 Z-Z,+D+0.750Lr+0.750L+0,450W+H 3.0 3.245 n/a n/a n/a 0.3853 1,745 0.582 Z-Z,+D+0,750L+0,750S+0.450W+H 3.0 2.916 n/a n/a n/a 0,5053 1.865 0.622 Z-Z,+D+0.750L+0.750S+Q5250E+H 3.0 3.473 n/a n/a n/a 0,3680 1,954 0,651 Z-Z,+0.60D+0.60W+0.60H 3,0 6.071 n/a n/a n/a 0.0 1.684 0,561 Z-Z,+0,60D+0.70E+0,60H 3.0 7.395 n/a n/a n/a 00 1.891 0.530 _ OmwMin_g Stability Rotation Axis 8 y -• - - --- - -_ _� _.._ - _._._. _ _ __ Load Combination.., Overturning Moment Resisting Moment Stability Ratio_ status X-X,+D+H - None 0.0 k-h Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0,750L+H None 0.0 k-ft Infinity OK X-X,+D+0,750L+0,750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X.+D+0,750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0,450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection, t'n.lnd:2t nfr-.}OIP '•ST.oFA General Footing - - -- -- File-c:+aocuME-110inbnWvoocu-11ENERCA-N7359.ecs ENFRCAW INC.1993-2015.Build.&15.129.Vcr:6025 r:rr: tI IRA. c Descdpticrt: x t 1 Overturning Stability Rotation Axis& Load Combination... _- Overturning Moment_ Resist i Moment Stability Ratio Status X-X.+D+0.750L+0,750S+0,5250E+H None 0.0 k-ft Infinity OK X-X.+0.60D+0.60W+0,60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.601-1 None 0,0 k-ft Infinity OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z,+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0,750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.60W+H 2,40 k-ft 7.383 k-fl 3.076 OK Z-Z,+D+0.70E+H 2,80 k-ft 7,133 k-ft 2.547 OK Z-Z.+D+0,750Lr+0,750L+0.450W+H 1.80 k-ft 8.320 k-ft 4.622 OK Z-Z,+D+0.750L+0.750S+0,450W+H 1.80 k-ft 9.258 k-ft 5,143 OK Z-Z,+D+0.750L+0.750S+0,5250E+H 2.10 k-ft 9,070 k-tt 4.319 OK Z-Z,-f0.60D+0,60W+0.60H 2,40 k-ft 5,930 k-ft 2.471 OK Z-Z,+0,60D+0.70E+0,60H 2,80 k-ft 5.680 k-fl 2.028 OK T Sliding Stability _All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio r opus X-X,+D+H T �a 0.0 k 1.163 k No Slidina OK X-X,+D+L+H 0.0 k 1.163 k No Slidina OK X-X,+D+Lr+H 0.0 k 1,963 k No Slidino OK X-X,+D+S+H 0.0 k 2.363 k No Slidina OK X-X,+D+0.750Lr+0.750L+H 0.0 k 1.763 k No Slidina OK X-X,+0+0.750L+0.750S+H 0.0 k 2.063 k No Slidina OK X-X,+D+0,60W+H 2,40 k 2.363 k 0.9844 No Good! X-X,+D+0.70E+H 2.80 k 2,283 k 0.8152 No Good! X-X,+D+0.750Lr+0.750L+0.450W+H 1.80 k 2,663 k 1.479 OK X-X,+D+0,750L+0.750S+0.450W+H 1.80 k 2,963 k 1.646 OK X-X,+D+0,750L+0.750S+0.5250E+H 2.10 k 2.903 k 1.382 OK X-X,+0.60D+0,60W+0.60H 2.40 k 1.898 k 0.7906 No Good! X-X,+0.60D+0.70E+0.60H 2,80 k 1,818 k 0.6491 No Good! Z-Z,+D+H 0.0 k 1.163 k No Slidina OK Z-Z.+D+L+H 0.0 k 1,163 k No Slidina OK Z-Z,+D+Lr+H 0.0 k 1.963 k No Slidino OK Z-Z,+D+S+H 0.0 k 2.363 k No Slidina OK Z-Z.+0+0.750Lr+0.750L+H 0.0 k 1.763 k No Slidina OK Z-Z,+D+0.750L+0.750S+H 0.0 k 2,063 k No Slidina OK Z-Z.+D+0.750L+0.750S+0.450W+H 0.0 k Z963 k No Slidina OK Z-Z,-+D+0.750L+0.750S+0,5250E+H 0.0 k 2,903 k No Slidina OK Z-Z,+0.60D+0.60W+0,60H 0.0 k 1.898 k No Slidina OK Z-Z,+0.60D+0.70E+0.60H 0,0 k 1.818 k No Slidina OK Z-Z,+D+0.60W+H 0.0 k 2.363 k No Slidina OK Z-Z,+0+0.70E+H 0.0 k 2,283 k No Slidino OK Z-Z,+D+0.750Lr+0,750L+0,450W+H 0.0 k 2.663 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Read Gvrn.As Acival As Phi'Mn Status k-ft Side 7 Bot or Top 7 102 in112 in"2 k-ft X-X,+1,40D+1,60H 0.350 +Z Bottom 0,2592 Min TemD% 0,3720 14,333 OK X-X,+1.40D+1.60H 0.350 -Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+1.20D+0,50Lr+1.60L+1,60H 0.4250 +Z Bottom 0.2592 Min Temo% 0,3720 14.333 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0,4250 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1,60L+0.50S+1,60H 0.4875 +Z Bottom 0,2592 Min Temp% 0.3720 14,333 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.4875 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1,60Lr+0,50L+1,60H 0.70 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1,60Lr+0.50L+1,60H 0,70 -Z Bottom 0.2592 Min Temp% 0,3720 14,333 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 1.013 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+1,60Lr+0,50W+1,60H 1.013 -Z Bottom 0.2592 Min Temo% 0,3720 14.333 OK X-X,+1.20D+0,50L+1,60S+1.60H 0.90 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.90 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.213 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, hlrs 'SO, General FOOtin FIa- �DocuME-1 onbwVAYD0Cu-nENERCA-1%7%8,ece {, g BURCAM I,"!C 19A3 2Q15,nu1k1:6.1512�,Vec6 0.25 1 2 DESIGN ASSOCIATES Description: Kit Footing Flexure Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Flexure Axis�Load Combination Status k-ft Side? Bot or Top? inA2 InA2 in"2 k-ft X-X.+1,20D+1.60S+0.50W+1,60H 1,213 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+0,50L+W+1.60H 1.050 +Z Bottom 0,2592 Min Temp% 0.3720 14.333 OK X-X.+1,20D+0.50Lr+0.50L+W+1.60H 1,050 -Z Bottom 0,2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0.50L+0.50S+W+,1.60H 1.113 +Z Bottom 0.2592 Min Temp% 0,3720 14,333 OK X-X,+1.20D+0,50L+0.50S+W+1,60H 1.113 -Z Bottom 0,2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D+0,50L+0,20S+E+1,60H 0.8750 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1.20D450L+0,20S+E+1,60H 0.8750 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0,901)+W+0.90H 0.850 +Z Bottom 0,2592 Min Temp% 0,3720 14.333 OK X-X,+0,90D+W+0,90H 0,850 -Z Bottom 0.2592 Min Temp% 0,3720 14,333 OK X-X,+0.90D+E+0.90H 0.7250 +Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+0,90D+E+0.90H 0.7250 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.40D+1.60H 0.350 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.40D+1,60H 0.350 +X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+0.50Lr+1,60L+1,60H 0.4250 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0,50Lr+1,60L+1,60H 0.4250 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.200+1,60L+0.50S+1.60H 0.4875 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.4875 +X Bottom 0.2592 Min Temp% 0.3720 -14.333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.70 -X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 0.70 +X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.6126 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1,60Lr+0,50W+1,60H 1,412 +X Bottom 0,2592 Min Temp% 0.3720 14,333 OK Z-Z,+1,20D+0.50L+1.60S+1.60H 0.90 -X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+0.50L•1-1.60S+1.60H 0.90 +X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+1.20D+1.60S+0,50W+1.60H 0,8126 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1,60S+0,50W+1.60H 1.612 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+1.20D+0,50Lr+0.50L+W+1,60H 0.2501 -X Bottom 0.2592 Min Temp% 0.3720 14,333 OK Z-Z,+1.20D+0.50Lr+0,50L+W+1.60H 1.850 +X Bottom 0,2592 Min Temo% 0,3720 14,333 OK Z-Z,+1.20D+0.50L+0,50S+W+1,60H 0.3127 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.912 +X Bottom 0,2592 Min Temp% 0,3720 14.333 OK Z-Z,+120D+0,50L+0,20S+E+1,60H 0.08443 -X Bottom 0,2592 Min Temp% 0.3720 14,333 OK Z-Z,+1,20D+0,50L+0,20S+E+1.60H 1,684 +X Bottom 0,2592 Min Temp% 0,3720 14,333 OK Z-Z.+0.90D+W+0.90H 0.06779 -X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 1.667 +X Bottom 0,2592 Min Temp% 0.3720 14,333 OK Z-Z,+0,90D+E+0.90H 0,02599 -X Too 0.2592 Min Temp% 0.3720 14.333 OK Z-Z.+0.90D+E+0.90H 1.574 +X Bottom 0.2692 Min TemD% 0.3720 14.333 OK One Way Shear Load Combination. _ V_ X Vu +X Vu --Z Vu a+Z Vu:Max Phi Vn� Vu I Phi*Vn Status +1.40D+1.60H 2.074 psi 2.074 Dsi 2.074 psi 2.074 psi 2.074 Dsi 75 psi 0.02765 OK -- +1,20D+GMLr+t.-60L{1.6OR---- - ---MI9-Dsr - --2.519 psi- - 2 599Asi 2:5ff-Dsi- 2.519osi - 75 os! 0.03358 -- +'I 20D+1.60L+0.50S+1,60H 2.889 psi 2.889 Dsi 2.889 Dsi 2.889 psi 2,889 Dsi 75 psi 0.03852 OK +120D+1.60Lr+0.50L+1.60H 4,148 Dsi 4.148 Dsi 4.148 Dsi 4.148 Dsi 4148 psi 75 ost 0.05531 OK +1,20D+1.60Lr+0.50W+1.60H 6 psi 6 Dsi 6 Dsi 6 psi 6 psi 75 psi 0,08 OK +1,20D+0.50L+1.60S+1,60H 5.333 Dsi 5.333 Dsi 5,333 psi 5.333 psi 5,333 psi 75 osi 0.07111 OK +1,20D+1,60S+0.50W+1.60H 7.185 psi 7.185 osi 7.185 psi 7.185 psi 7.185 osl 75 psi 0.0958 OK +1.20D+0.50Lr+0.50L+W+1,60H 6222 psi 6.222 psi 6.222 Dsi 6.222 psi 6222 psi 75 psi 0,08296 OK +1.20D+0.50L+0,50S+W+1,60H 6.593 osi 6.593 Dsi 6.593 psi 6.593 psi 6.593 Dsi 75 psi 0.0879 OK +1.20D+0.50L+020S+E+1.60H 5.185 psi 5.185 Dsi 5,185 osi 5.185 Dsi 5,185 psi 75 Dsi 0.06914 OK +0.900+W+0.90H 5.037 Dsi 5.037 Dsi 5,037 osi 5.037 Dsi 5.037 psi 75 psi 0.06716 OK +0.90D+E+0,90H 4.296 psi 4296 Dsi 4.296 Dsi 4,296 Dsi 4,296 psi 75 psi 0.05728 OK Punching Shear _ _ All units k _ Load Combination.,. Vu Phi*Vn Vu I Phi*Vn i Status 1.40D+1.60H _ _--+- 7.864 psi - 950us� 0.05243♦��.__g____.� _`�_.�,__._.._.__-.__�_ + OK +1.20D+0.50Lr+1,60L+1.60H 9.549 Dsi 150Dsi 0.06366 OK +1.20D+1,60L+0,50S+1,60H 10,954 psi 1500si 0.07303 OK +1.20D+1.60Lr+0.50L+1.60H 15,728 psi 1501)si 0,1049 OK +1.20D+1.60Lr+0.50W+1,60H 22.75 Dsi 150psi 0,1517 OK +120D+0.50L+1,60S+1,60H 2O,222 Dsi 150Ds1 0.1348 OK +1.20D+1.605+0.50W+1.60H 27,244 Dsi 150Dsi 0.1816 OK +1,20D+0.50Lr+0.50L+W+1,60H 23.593 psi 150Dci 0,1573 OK +120D+0.50L+0,50S+W+1,60H 24.997 psi 150Dsi 0.1666 OK +1.20D+0.50L+0.20S+E+1.60H 19.683 psi 1500si 0.1312 OK Title Block Line 1 Project Title: You can change this area Enc)ineer: Prolecl ID: using the"Settings"menu item Proled Descr, and then using the"Printing& Title Block"selection. pnn T 7.'OW 101U ` aM General FootingFile=C,.0 CUME-IICGn1un'MYOOCU-11ENERCA-117g58.w5 __ ENERCAI C,INC.1983.2015,DAB,15.12.9.Ver6.0.25 i:�i: Licensee:STRUCTURAL DESIGN ASSOCIATES Description: K1I Punching Shear Ad units_ k Load Combination... Vu Phi'Vn Vu I Phi`Vn Status +0.900+W+0,90H 19.146 psi 150osi 0.1276 OK +0.90D+E+0.90H 16.444 psi 150o8i 0.1096 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings'menu item Project Descr, and then using the"Printing& Title Block"selection, CGeneral Footing rile=c1DrrCUME-11ClintonlMYD000-11ENERCA-117W.ec6 FNFR(AtC.INC Ig3-2015.RuIId-6 15.12 g.Ver.6.R 25 1 • Description: M11 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information {Material Properties Soil Design Values f c:Concrete 28 day strength - 2.50 ksi Allowable Soil Bearing 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff = 0.40 cp Values flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface ft Min Steel%Bending Reinf. Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. - 0.00180 when footing base is below = ft Min.Overturning Safety Factor 1 0 1 Min.Sliding Safety Factor - 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use"g wl for stability,moments&shears Yes wiles maximum length ul width is gleatel Iliac ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis 2 0 ft Length parallel to Z-Z Axis - 2.0 It Z Footing Thicknes = 12.0 in I+ Pedestal dimensions... o _ X px:parallel to X-X Axis = in -' 1 pz:parallel to Z-Z Axis in m Height = m Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in — +o Reinforcing Bars parallel to X-X Axis Number of Bars - 3.0 Reinforcing Bar Size - # 5 Bars parallel to Z-Z Axis t - -- Number of Bars = 3.0 I I T Reinforcing BarSizf - # 5 Bandwidth Distribution Check (ACI 15.4.412 Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr E H _ P:Column Load 2.0 1.0 k OB:Overburden = ksf M-xx - k-ft M-zz k-ft V-x 2.0 k V-z k Title Black Line 1 Project Title: You can change this area En sneer: Project ID: using the"Settings"menu item Pr9t Descr: and then using the"Printing& Title Block"selection, Nano.,'.'!L'Ei_.1UtL•. }:�3'+.� General Footin g - -- l - FeW-c:OMOME-10inionUWDOCu-nENEACA-,i7sss.•�s ENFRCALC,INC.1983 2g15,Build:6.i5.11.9,Vocfi.tl.25 ASSOCIATES Description DESIGN SUMMARY Min.Ratio Rem ~Applied Capacity Governing Load Combination PASS 0,5987 Soil Bearing 1.796 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1,790 Overturning-Z-Z 1.20 k-ft 2.148 k-ft +0,60D+O,60W+0,60H FAIL 0.7160 Sliding-X-X 1.20 k 0.8592 k +0,60D+0.60W+0,60H PASS n/a Sliding-Z-Z 0,0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0,05966 Z Flexure(+X) 1,055 k-ft 17.688 k-ft +1.20D+0,50L+0,50S+W+1.60H PASS 0.03958 Z Flexure(-X) 0.70 k-ft 17.688 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.04311 X Flexure(+Z) 0.7625 k-ft 17.688 k-ft +1,20D+1.60S+0,50W+1.60H PASS 0.04311 X Flexure(-Z) 0.7625 k-ft 17.688 k-ft +1,20D+1.60S+0,50W+1.6011 PASS 0,04393 1-way Shear(+X) 3,295 psi 75.0 psi +1.20D+1,60S+0.50W+1.60H PASS 0,05021 1-way Shear(-X) 3,765 psi 75.0 psi +1.20D+1.605+0.50W+1.60H PASS 0.04393 1-way Shear(+Z) 3.295 psi 75.0 psi +1,20D+1,60S+0,50W+1.60H PASS 0.05021 1-way Shear(-Z) 3.765 psi 75.0 psi +1,200+1.605+0,50W+1.60H PASS 0.1086 2-way Punching 16.296 psi 150.0 psi +1,20D+1.60S+0.50W+1,60H Detailed Results Soil Bearing Rotation Axis& Actual$oll Searfltg$tress Actual I Allowable _ Load Combination... Gross,Allowable Xecc Zecc Bottom,-Z Top.,+Z Le ,l Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6450 0.6450 n/a n/a 0,215 X-X,+D+L+H 3,0 n/a 0.0 0.6450 0.6450 n/a n/a 0,215 X-X.+D+Lr+H 10 nla 0.0 0.8950 0.8950 n/a nla 0,298 X-X,+D+S+H 3.0 nla 0.0 1,145 1.145 n/a n/a 0,382 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0,0 0.8325 0.8325 n/a n/a 0,278 X-X,+D+0.750L+0.750S+H 3.0 nla 0.0 1,020 1.020 n/a n/a 0.340 X-X,+D+0.60W+H 3.0 n/a 0.0 0.7950 0.7950 n/a n/a 0.265 X-X,+D+0.70E+H 3.0 n/a 0.0 0.6450 0.6450 n/a n/a 0,215 X-X,+D+0,750Lr+0.750L+0.450W+H 3.0 Na 0.0 0.9450 0.9450 n/a n/a 0.315 X-X,+D+0,750L+0.750S+0,450W+H 3.0 n/a 0.0 1.133 1.133 n/a n/a 0.378 X-X,+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.020 1.020 n/a nla 0,340 X-X,+0.60D+0,60W+0,60H 3,0 n/a 0.0 0,5370 0,5370 n/a n/a 0,179 X-X,+0.600+0.70E+0.60H 3.0 n/a 0,0 0,3870 0.3870 n/a n/a 0,129 Z-Z,+D+H 3.0 0.0 nla n/a nla 0,6450 0,6450 0,215 Z-Z,+D+L+H 3.0 0.0 n/a n/a nla 0,6450 0.6450 0,215 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a 0,8950 0.8950 0.298 Z-Z,+D-*S+H 3.0 0.0 nla nla n/a 1.145 1.145 0.382 Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 0.8325 0.8325 0.278 Z-Z,+D+0.750L+0,750S+H 3,0 0.0 nla n/a n/a 1.020 1.020 0,340 Z-Z,+D+0,60W+H 3.0 4:528 n/a n/a nla 0,0 1.687 0.562 Z-Z,+D+0.70E+H 3.0 0.0 nla nla n/a 0.6450 0.6450 0,215 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 2,857 nla n/a n/a 0.2813 1.609 0.536 Z-Z,+D+0.750L+0.750S+0.450W+H 10 2.384 n/a n/a n/a 0,4688 1.796 0.599 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 0.0 n/a n/a nla 1.020 1.020 0.340 Z-Z,+0.60D+0,60W+0,60H 3.0 6.704 Na n/a nla 0.0 1,602 0.534 Z-Z,+0.60D+0,70E+0.60H 3:0 0.0 n/a n/a n/a 0.3870 0.3870 0.129 Overturning Stability Rotation Axis& Load Combination... Overturnln Moment Re listing; Stability Ratio Status _ X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0,750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0,70E+H None 0.0 k-ft Infinity OK X-X,+D+().750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0,750S-4450W+H None 0.0 k-ft Infinity OK Title Block Line i Project Title: You can change this area Engineer. Project ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block'selection, General Footing _--_File=c�uME-1�cr�innWYiao"cu-IIENERcn=,V/9se.e�s ENERCAM fNC.198332015,Buiid:&15.129.Ver& 25 Description- M11 Overturning Stability Rotation Axis& Load Combination,,, _ _ -Over_turning Moment- Resisting Moment Stability Ratio - Status X-X,+0+0.750L+0 750SA.5250E+H _ None 0.0 k-ft Infinity OK X-X,+0.60D+0,60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z, iD+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z,+D+Lr+H Norte 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0,750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0,750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.60W+H 1.20 k-ft 3.180 k-ft 2,650 OK Z-Z,+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z,+D+O 750Lr+0.750L+0,450W+H 0,90 k-ft 3.780 k-ft 4.20 OK Z-Z.+D+0,750L+0.750S+0.450W+H 0.90 k-ft 4.530 k-ft 5,033 OK Z-Z,+D+0.750L+0,750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.60W+0.60H 1.20 k-ft 2.148 k-ft 1.790 OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Sliding Stability _ _ _ _ All units k Force Application Axis _Load Combination.,. Sliding Force Resie_tin_g Force Sliding SO*Ratio Status X-X,+D+H 0,0 k 1,032 k No Slidina OK X-X.+D+L+H 0.0 k 1,032 k No Slidina OK X-X.+D+Lr+H 0.0 k 1,432 k No Slidina OK X-X,+D+S+H 0.0 k 1.832 k No Slidinq OK X-X.+D+0.750Lr+0.750L+H 0.0 k 1.332 k No Slidina OK X-X.+D+0.750L+0.750S+H 0.0 k 1.632 k No Slidina OK X-X,+D+0.60W+H 1.20 k 1,272 k 1,060 OK X-X,+D+0.70E+H 0.0 k 1.032 k No Slidina OK X-X,+D+0.750Lr+0,750L+0,450W+H 0.90 k 1,512 k 1.680 OK X-X,+D+0.750L+0,750S+0.450W+H 0.90 k 1,812 k 2.013 OK X-X,+D+0,750L4750S+0.5250E+H 0.0 k 1.632 k No Sliding OK X-X,+0.60D+0,60W+0.60H 1,20 k 0,8592 k 0,7160 No Good! X-X,+0.60D+0,70E+0,60H 0.0 k 0,6192 k No Sliding OK Z-Z,+D+H 0,0 k 1.032 k No Slidina OK Z-Z,+D+L+H 0.0 k 1.032 k No Slidina OK Z-Z,+D+Lr+H 0.0 k 1,432 k No Slidinq OK Z-Z,+D+S+H 0.0 k 1,832 k No Slidina OK Z-Z,+D+0.750Lr+0,750L+H 0.0 k 1.332 k No Sliding OK Z-Z,+D+0.750L+0.750S+H 0.0 k 1.632 k No Slidina OK Z;+DA,7-5OL+0.q50S+O-.450W+H-- - - 00R-- -1,812-k No-Slidinq - -OK- Z-Z,+D+0.750L+0,750S+0.5250E+H 0.0 k 1.W2 k No Slidina OK Z-Z.+0.60D+0,60W+0.60H 0-0 k 0.8592 k No Slidina OK Z-Z,+0.60D+0.70E+0.60H 0.0 It 0.6192 k No Slidinq OK Z-Z,+D+0,60W+H 0.0 It 1,272 k No Slidina OK Z-Z,+D+0.70E+H 0.0 k 1.032 k No Slidina OK Z-Z,+D+0.750Lr+0.75OL+0,450W+H 0.0 k 1.512 k No Slidinq OK Footing Flexure _ Flexure Axis&Load Comblrration MU Which Tendon @ As Req'd Gvrn.As Actual As Phl"Mn Status k-tt Side? Bator Top? inA2 inA2 in^2 _ k-ft X-X,+1,40D+1.60H 0.350 +Z Bottom 0.2592 Min Temp% 0.4650 17.688 OK X-X,+1.40D+1,60H 0.350 -Z Bottom 0,2592 Min TemD% 0,4650 17.686 OK X-X.+1.20D+0.50Lr+1,60L+1.60H 0.3625 +Z Bottom 0,2592 Min Temp% 0,4650 17,688 OK X-X,+1.20D+0.50Lr+1,60L+1.60H 0,3625 -Z Bottom 0,2592 Min Temp% 0.4650 17.688 OK X-X,+1.20D+1.60L+0,50S+1.60H 0.4250 +Z Bottom 0,2592 Min Temp% 0.4650 17.688 OK X-X,+1,20D+1,60L+0.50S+1,60H 0.4250 -Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+1.20D+1.60Lr+0.50L+1,60H 0.50 +Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X.+1,20D+1.60Lr+0.50L+1.60H 0.50 -Z Bottom 0,2592 Min TemD% 0.4650 17.688 OK X-X,+1,20D+1.60Lr+0.50W+1.60H 0.5625 +Z Bottom 0.2592 Min TemD% 0.4650 17.688 OK X-X,+1.20D+1,60Lr+0,50W+1.60H 0.5625 -Z Bottom 0,2592 Min TemD% 0.4650 17,688 OK X-X,+1.20D+0.50L+1.60S+1,60H 0.70 +Z Bottom 0.2592 Min TemD% 0,4650 17,688 OK X-X,+1.20D+0,50L+1,60S+1.60H 0.70 -Z Bottom 0.2592 Min Temp% 0.4660 17.688 OK X-X.+1.20D+1.60S+0.50W+1.60H 0.7625 +Z Bottom 0,2592 Min TemD% 0.4650 17,688 OK Title Block Line Project Title: You can change this area Project ID: using the"SeUnQs"menu item pmjexuomr: and then using the"Printing& Title Block"selection, m [ -- -----Lic.9:KW.06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES ---- ----'------�- � '----- -----'- - - General Description: Nil I NotingF�um _�- _-- -- - -__ - -__----__--_-- __------_--_---'--_-___-__---_-_' Flexure Axis m Load Combination mu mmiv» Tonoioo@ x»no 'u avm.*a Actual As pni'Nn Gatuw wft -- Sio ' aoo,Top' |n^2 inA2 _--� inA2 -- -k-ft '------- X-X.4.20D+1.0OS~O.SOW~ .80H 07625 'Z Bottom 0.2592 Min Tomo% 0.4650 17.688 OK X'X.+12OO+O.5OLn0,50L+W+1.00H 0.4875 ~I Bottom 02592 Min Tomo% 04050 17.880 OK X'X.+1.2OD+O.5OLn0,50L+W+ 60H 0.4075 '% Bottom 0,2502 Min Tom»% 04850 17888 OK X-X.+1.3OD+O.S0L~0.5OG+VV+1.80H 0.550 +Z Bottom 02592 Min Tomn% 0.4850 17.608 OK K'X.+1.20D+O5O1-45OS+N+1.O0H 8.550 -Z Bottom 02592 Min Tom»% 0.4050 17.688 OK X'X.+1.2OD°8.S0L+O28S+E+1,00H 0,350 +Z Bottom 02502 Min Temo% 0.4050 17.008 OK X'X.~1,2UD+Q.50L+0.2OS+E+1.0OH 0.350 'Z Bottom 0.2502 Min Temo% 04050 17.688 OK X-X.~O,80D+N+O.9UH 0.350 +Z Bottom 02502 Min TomP% 0,4050 17.888 OK X'X.+V.90D+N+O.SOH 0,350 'Z Bottom 0.2592 Min Tomo% 8.4050 17.608 OK X-X.+O,9OD+E+O.9OH 0.2250 +Z Bottom 0.2582 Min Tomo% 0,4050 17,688 OK X-X.+0.90D+E+O.00H 02250 'Z Bottom U592 Min Temo% 0.4050 17.688 0K I'Z.+i.40D+1.00H 0J50 'X Bottom 02592 Min Tomo% 0.4850 17.688 OK Z-Z.+1.4OO+1.80H 0,350 +X Bottom 02582 Min Tomo% 0.4850 17888 UK Z'Z.+12OD+8.5OLr+1,OOL+10UH 0.3925 'X Bottom 0,2582 Min Tomn% 0.4050 17.688 OK Z'Z.+1.20O+O.§OLr+i,8UL+1.00H 0.3625 +X Bottom 0.2592 Min Tomo% 0.4050 17.688 OK IZ.+1.20O+1.80L+0.503+1.6OH 0.4250 'X Bottom 0.2502 Min Tomp% 0.4650 17.888 OK ZI.+1.20D+1.60L~0.50S+1,60H 0.4250 +X Bottom 0.2502 Min Tomo% 0.4650 17.888 0K Z-Z.+12OD+1.80LnA,SOL+1OOH 0.50 'X Bottom 0.2592 Min Tem»% 0.4650 17.888 OK 2Z.+1.2OD+1.8OLr+0.5OL+1.60H OR +X Bottom 0.2502 Min Tomo% 0.4650 17.888 OK %'Z.+1.2OD+1.8OLr+O.5OW+1.6OH 0,3126 'X Bottom 02592 Min Tomo% 0.4650 17.688 OK Z'Z.+1.20O+1.OULr+0.5OYV+1.GOH H124 +X Bottom 0.2592 Min Tomn% 0.4650 17.088 0K Z-Z.'420O+O.5OL~1.GOG+1,G0H 070 'X Bottom 02582 Min Temp% 0,4650 17888 0K ZI.+1.20D+O.50L+1.00S~1.00H 0J0 +X Bottom 02502 Min Tom»% 0.4050 17.008 0K Z-Z.+i2OD+1.00G+O,50VV+1,G0H 0.5128 'X Bottom 0.2592 Min Temo% 0.4850 17.668 ON ZZ.+1.2OD+1.0OG+O.5OVV+1.00H 1.012 +X Bottom 0.2592 Min Tom»% 0.4850 17.688 OK Z-2.+i20O~O.50LpO.50L+W+1,O0H 0.002456 'X Bottom 02592 Min Tomo% 0.4650 17.688 0K Z-Z.+1.20O+O.5OLr+8.5OL+W+1.G0H 1.082 +X Bottom 0.2502 Min Tumo% 0.4050 17.888 OK ZZ+1.2OD+O.5OL+O.00G+W+1.0OH 0.05537 'X Bottom 0.2592 Min Tomo% 0.4650 17.688 OK Z-Z.+1.20D+D.50L+O.508+N+180H 1.055 +X Bottom 02592 Min Tomn% 04650 17.008 OK Z-I.+1.20D+O.6OL+O.2OG+E+1.8OH 0.350 'X Bottom 0.2502 Min Tumo% 0.4650 17.688 OK Z-Z.+1.2OD+D.5OL+O.20G+E+i.0OH 0.350 +X Bottom 0.2592 Min Temn% 0.4650 17.888 OK Z,Z.+0,00D+N+O.0OH 0.06239 'X To» 0.2592 Min Tomo% 0.4650 17.680 OK Z'I.+O.00D+N+O.00H 0.9374 +X Bottom 02592 Min Tomo% 0,4850 17.888 OK Z-Z.~O.0OD+E+O.OUH 02250 'X Bottom 0.2582 Min Tomo% 0.4050 17.688 OK Z-Z.+0,0OD+E+O.QUH 0.2250 +X Bottum 0.2592 Min Tomn% 0,4650 17888 0K One Way Shear -- -_- -_-___ _ ___--__ ' ---- -- '------- Load Combination... -_____ _ _l/ ��'8 _Vu.�+Z PhiVh +1�40D+1L00H 1J28oni 1.512noi 1728uoi 1.512noi 1J28nui 75nef 0.02305 OK +1.20D+0.5OLr+1.00L+1.00H 1J9cmi 1.566oai 1.79ooi 1.56600i 1J800i 75osi 0.02387 OK ~1.20D+ .80L+0.50G+ .6OH 2,090noi 1.06osl 2.00osi 1.836»Si 2089oo1 75nsIl 0.02798 OK +1,20O+1.00Lr+0.50L+1.60H 2,460ooi 2J8oei 2.469»ai 2.1600i 2.469oei 75mA 0,03292 OK �.20D+1.6OLr+0.50W+1.60H 2.778 ns! 2.431 DSi 270osi 2,431osi 2J0Dsi 75mx 0.03704 OK +1.20D+0.50L+1.00S+1.60H 3.457omi 3,025noi 3.457ooi 3.025e| 3.457o8i 75oo/ 0.04808 0K +1.20D+1.00S+0.50W+ .8OH 3.765nn/ 3.295m*i 5.760oai 3.295od 3.765ooi 75vsi 0.05021 OK +1.20D~0.50Lr+8,50L+W+1.60H 2.407ooi 2106nai 2.407oni 2.106oni 2.407oei 75ooi 0,021 OK +1.20D+850L+050G+W+4.00H 2716oai 2.376poi 2.716oyi 2.377cmi 2.716noi 75ns! 0.03621 OK +1120D-�& OL-�0.20S+E+1.60H 1726 i)si 1.512os! i%0ns! 1.512Dsi 1I0Ds! 75mA 0.02305 OK +0.90D+W+0.00H 1.728cmi 1312osi 172800i 1,512Poi 1.728uo| 75r)si 0.02306 OK +0.80D+EA.90H 1.111osi 0,972 md 1.111 oa/ 0.972 u� 1.111mi 75mA O�1�2 OK Shear � �� k � Load `---------- VK/1Phl*Vn ' _---Status_ +1.40D+1.60H 7,48wsi 1501)si 0,04987 0K +1.20D+0.50Lr+1.60L+1.60H 7.747nsi 150mi 8,05105 OK +1.20D+1.60L+0,50S+1.00H 9.083osi 100ooi 0.06055 0K +1.20D+4.60Lr48.50L+I.80H 10.686 oxi 150mi 0,07124 0K +1.20O+1,6OLr-�0.50W+ .G0H 12D22nsi 180uu/ 0.08014 OK +1,20D+0.50L+1.60S+1.60H 14.90 uai 150oui 0.09974 0K +1.20D+1.00S+0.50N41.00H 16.280oW 15005i 8.1086 OK +1.20D+0.50ip8,50L+W+ .00H 10,481 osi 150ooi 0.06987 OK +120D+0.50L+050G+W+1.80H 11.774oei 15003i 087848 OK- +1.2OD+O.5OL+020S+E+1 00H 7.40 noi 150n»\ 0.04987 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: arid then using the"Printing& Title Block"selection. hG eneral Footing --�_ :ioocuMF-itCHnio WYOOcu-i%ENERc.;,=lltase:ocs g F.NF.RCALC.INC.1983.2015.Build;6.15.12.9.Vor.0.0.25 KW-06008130ASSOCIATES Description: M11 Punching Shear All units k Load Combination... Vu Phi•Vn Vu I Phi"Vn Status +0,90D+W+0,90H 8.03 psi 1500si 0.05353 OK +4,90D+E+0.90H 4.809 psi 150osi 0.03206 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings'menu item Project Descr and then using the"Printing& Title Block"selection. f General Footing -- - --- — --File=�!Tocui E-;'CUnto,wn�ooC-IIENERCA 117 5u, - I_. ENERCAIC,INC 1983,2015,Bu K6.ISJ2.9.Ver.6.0.25 L10• Description N12 Code Referenc. Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 250 ksi Allowable Soil Bearing 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) = 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff, - 0.40 cq Values Flexure = 0,90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface ft Min Steel Qo Bending Reinf.. Allowable pressure increase per foot of depth - ksf Min Allow /o Temp Reinf. 0.00180 when footing base is below - ft Min.Overturning Safety Factor 1.0 Min.Sliding Safety Factor 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis - 2.50 ft _ A' Length parallel to Z-Z Axis - 2.50 ft 2 Footing Thicknes = 12.0 in _ Pedestal dimensions.,. ADIX px parallel to X-X Axis = in pz:parallel to Z-Z Axis = In Height = to M Rebar Centerline to Edge of Concrete.,, at Bottom of footing - 3.0 in — .p u JW Bars parallel to X-X Axis Number of Bars 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis _ Number of Bars = 3.0 — - FEW— Reinforcing Bar Sizl - # 5 Bandwidth Distribution Check (ACI 15.4.41) Direction Requiring Closer Separation n/a - #Bars required within zone n/a #Bars required on each side of zone n/a ApFlled Loads D Lr -- E - - -S _.. _..W E H P:Column Load = 4.0 1.0 1,0 1.0 5,0 1.0 k OB:Overburden = ksf M-xx = k-ft M-zz - k-ft V-x 6.0 3.0 k V-z = k Title Block Line 1 Project Title: You can change this area En ineer: Project ID: using the"Settings"menu item Pro�ect Descr; and then using the"Printing& Title Block"selection, General Footing - - - - - - riicno,EawoeuME-1iOii"toWio aae15RA-tvvsse.ece L 1 Description: M2 DESIGN SUMMARY _ e Min.Ratio ftom Applied Capacity Governing Load Combination PASS 0,8767 - Suil Bearing 2.630 ksf 3.0 ksf +D+0,60W+H about Z-Z ails PASS nla Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2,064 O vertu rning-Z-Z 3.60 k-ft 7,430 k-ft +0.60D+0.60W+0,60H PASS n/a Uplift 0.0 k 0.0 k No Uplift BASS 0.1791 Z Flexure(+X) 2.567 k-ft 14.333 k-ft +1.20D+0,50Lr+0.50L+W+1.60H PASS 0.06017 Z Flexure(-X) 0,8625 k-ft 14,333 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0,09419 X Flexure(+Z) 1,350 k-ft 14.333 k-ft +1,20D+0,50L+0.50S+W+1.60H PASS 0.09419 X Flexure(-Z) 1,350 k-ft 14.333 k-ft +1.20D+0.50L+0.50S+W+1.60H PASS 0.1067 1-way Shear(+X) 8,0 psi 75.0 psi +1.20D-t0,50Lr+0,50L+W+1.60H PASS 0.1067 1-way Shear(-X) 8.0 psi 75.0 psi +1.20D+0.50Lr+0,50L+W+1.60H PASS 0.1067 1-way Shear(+Z) 8.0 psi 75.0 psi +1,20D+0.50Lr+0,50L+W+1.60H PASS 0,1067 1-way Shear(-Z) 8.0 psi 75.0 psi +1.200+0,50Lr+0.50L+W+1.60H PASS 0.2025 2-way Punching 30.378 psi 150.0 psi +1,20D+0,50Lr+0,50L+W+1.60H Detailed Results Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combinations Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 3,0 nla 0.0 0.7850 0.7850 n/a nla 0.262 X-X,+D+L+H 3,0 n/a 0.0 0,9450 0.9450 n/a nla 0.315 X-X,+D+Lr+H 3,0 nla 0,0 0.9450 0.9450 nla nla 0.315 X-X,+D+S+H 3.0 nla 0.0 0.9450 0.9450 nla n/a 0,315 X-X,+D+0.750Lr+0.750L+H 3.0 n/a 0.0 1.025 1.025 nla n/a 0,342 X-X,+D+0.750L+0.750S+H 3.0 n/a 0.0 1.025 1.025 n/a n/a 0,342 X-X,+D+0,60W+H 3.0 nla 0.0 1.265 1.265 n/a Ma 0.422 X-X,+D+0.70E+H 3.0 n/a 0.0 0,8970 0,8970 n/a n/a 0.299 X-X,+D+9.750Lr+0.750L+0.450W+H 3.0 n/a 0.0 1,385 1,385 n/a nla 0.462 X-X.+D+0.750L+0.750S+0.450W+H 3.0 nla 0.0 1,385 1.385 n/a n/a 0.462 X-X,+D+0.750L+0,750S+0.5250E+H 3.0 n/a 0.0 1.109 1,109 n/a n/a 0,370 X-X,+0,60D+0,60W+0.60H 3.0 n/a 0.0 0.9510 0.9510 n/a n/a 0.317 X-X,+0.60D40,70E+0.60H 3.0 n/a 0.0 0.5830 0.5830 n/a n/a 0.194 Z-Z,+D+H 3.0 0.0 n/a n/a n/a 0.7850 0,7850 0,262 Z-Z,+D+L+H 3,0 0.0 n/a n/a n1a 0.9450 0,9450 0,315 Z-Z.+D+Lr+H 3.0 0,0 n/a n/a nla 0,9450 0.9450 0,315 Z-Z,+D+S+H 10 0.0 nla nla nla 09450 0.940 ()"111� Z-Z,+D+0.750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 1,025 1.025 0,342 Z-Z,+D+0.750L+0,750S+H 3.0 0,0 nla n/a nla 1.025 1,025 0,342 Z-Z,+D+0,60W+H 3.0 5.464 n/a n/a n/a 0.0 2.630 0,877 Z-Z,+D+0.70E+H 3.0 4.495 n/a n/a n/a 0,1040 1.690 0,563 Z-Z,+D+0750Lr+0,7501_+0450W+H 3,0 3.743 n/a nla n/a 0.3655 2.405 0,802 Z-Z.+D+0,750L+0,750S+0.450W+H 3,0 3.743 n/a nla n/a 0,3655 2.405 0,802 Z-Z,+D+0.750L+0,750S+0.5250E+H 10 2.727 n/a nla n/a 0.5143 1,704 0,558 Z-Z,+0,60D+0,60W+0.60H 3.0 7.268 n/a n/a n/a 0.0 2.433 0.811 Z-Z,+0.60D+0.70E+0.60H 3.0 6.916 n/a n/a n/a 0.0 1.427 0,476 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H W None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X.+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0 750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0,70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0,450W+H None 0.0 k-ft Infinity OK X-X,+D-4750L+0,750S+0A50W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection, General Footing �- - J - - --- File-c-.ZXUME-i1CuMon%MYDOCU-I%ENERCn-I%M$.ac6-' FNERCALC,INC.1983.2M.Nuft6.15.12.9,Ver.6.0.25 ASSOCIATES , Description; M2 Overturning Stability Rotation Axis 8 "- Load Combination- Oyertumin Moment Resisting Moment S_ta_b_ility Ratto _ Status - - - - .-_�_._------ - - -- X-X,+D+0,750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK� X-X,+0.60D+0.60W+0,60H None OD k-ft Infinity OK X-X,+0.601D+0.70E+0.601-1 None 0.0 k-ft Infinity OK Z-Z.+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z.+D+Lr+H None 0.0 k-ft Infinity OK ZZ+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0,750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.60W+H 3,60 k-ft 9,883 k-ft 2.745 OK Z-Z.+D+0,70E+H 2.10 k-ft 7.008 k-ft 3.337 OK Z-Z,+D+0.750Lr+0.750L+0,450W+H 2.70 k-ft 10,820 k-ft 4.008 OK Z-Z,+D+0.750L+0.7505+0.450W+H 2,70 k-ft 10.820 k-ft 4.008 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 1,575 k-ft 8.664 k-ft 5.501 OK Z-Z,+0.60D+0,60W+0.60H 3,60 k-ft 7.430 k-ft 2,064 OK Z Z.+0,6DD+0.70E+0,60H 2.10 k-ft 4.555 k-ft 2.169 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status µ k-ft Side 7 Bot or Top 7 inA2 inA2 _ inA2_ k-ft_ X-X,+1.40D+1.60H 0.70 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.40D+1.60H 0.70 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1,20D4-0,5OLr+1.60L+1.60H 0.8625 +Z Bottom 0.2592 Min Temo% 0,3720 14.333 OK X-X,+1.2DD+0.50Lr+1.60L+1.60H 0.8625 -Z Bottom 0,2592 Min Temp% 0.3720 14.333 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.8625 +Z Bottom 0.2592 Min TemD% 0,3720 14.333 OK X-X,+1.20D+1.60L+0,50S+1,60H 0.8625 -Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK U.+1.20D+1.60Lr+0,50L+1.60H 0,8625 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+1,60Lr+0,50L+1.60H 0.8625 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1,20D+1.60Lr+0,50W+1,60H 1.113 +Z Bottom 0,2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1,60Lr+0 50W+1.60H 1,113 -Z Bottom 0.2592 Min Temp% 0.3720 14.333 OK X-X,+1,20D+0.50L+1,605+1,60H 0.8625 +Z Bottom 0.2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.8625 -Z Bottom 0,2592 Min Temo% 0.3720 14.333 OK X-X,+1.20D+1.60S-450W+1.60H 1.113 +Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK X-X,+1,20D+1.60S+0,50W+1.60H 1.113 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.350 +Z Bottom 0.2592 Min Temo% 0.3720 14,333 OK X-X,+1.20D+0,50Lr+0.50L+W+1,60H 1,350 -Z Bottom 0.2592 Min Temp% 0,3720 14,333 OK X-X,+1,20D+0,50L+0.50S+W+1.60H 1.350 +Z Bottom 0.2592 Min Temo% 0.3720 14,333 OK X-X,+1.20D+0.50L+0,50S+W+1,60H 1.350 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X.+1,20D+0.50L+0.205+E+1.60H 0.8125 +Z Bottom 0.2592 Min Temo% 0.3720 14,333 OK X-X,+1.20D+0.50L+0.20S+E+1,60H 0.8125 -Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,-490D+W+0,90H 1.075 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+0,9DD+W+0.90H 1.075 -Z Bottom 0.2592 Min Temp% 0,3720 14.333 OK U.+0.90D+E+0,90H 0,5750 +Z Bottom 0.2592 Min TemD% 0.3720 14.333 OK X-X,+0,90D+E+0.90H 0,5750 -Z Bottom 0,2592 Min TemD% 0,3720 14,333 OK Z-Z.+1.40D-F1,60H 0.70 -X Bottom 0.2592 Min Temo% 0.3720 14,333 OK Z-Z,+1.40D+1.60H 0.70 +X Bottom 0,2592 Min Tema% 0,3720 14.333 OK Z-Z,+1,20D+0.50Lr+1,60L+1.60H 0.8625 -X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z.+1.20D+0,50Lr+1.60L+1,601-1 0.8625 +X Bottom 0.2592 Min Tema% 0,3720 14.333 OK Z-Z,+1,20D+1,60L+0.508+1,60H 0.8625 -X Bottom 0.2592 Min TemD% 0,3720 14.333 OK Z-Z,+1,20D+1,60L+0.50S+1.60H 0,8625 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.8625 -X Bottom 0,2592 Min Temo% 0,3720 14.333 OK Z-Z,+1.20D+1,60Lr+0.50L+1.60H 0.8625 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 0.5127 -X Bottom 0.2592 Min Temo% 0,3720 14,333 OK Z-Z,+1.20D+1.60Lr+0.50W+1,60H 1.712 +X Bottom 0.2592 Min TemD% 0.3720 14.333 OK Z-Z,+1,20D+0.50L+1.60S+1.60H 0.8625 -X Bottom 0,2592 Min Temo% 0.3720 14.333 OK Z-Z,+1,20D+0.50L+1,60S+1,60H 0,8625 +X Bottom 0.2592 Min Temo% 0.3720 14.333 OK Z-Z,+1,20D+1.60S+0.50W+1.60H 0.5127 -X Bottom 0,2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+1,60S+0.50W+1,60H 1,712 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0.50Lr+0,50L+W+1.60H 0.1679 -X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1,60H 2.567 +X Bottom 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+1,20D+0.50L+0,50S+W+1.60H 0.1679 -X Bottom 0.2592 Min Temo% 0,3720 14,333 OK Z-Z,+1.20D+0,50L+0,50S+W+1.60H 2,567 +X Bottom 0,2592 Min TemD% 0,3720 14.333 OK Z-Z,+1.20D+0.50L+0,20S+E+1.60H 0,2127 -X Bottom 0.2592 Min TemD% 0.3720 14,333 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. I General Footing - Re=�iWC)JMe_1l mianNYDOCU-11ENERCA-111858.ec6 FNFRCAI.C.INC.1983.2015,Build:6,15.12.9,Vee6.0,25 r Lic.#-KW-.06008130 Licensee:STRUCTURAL DESIGN ASSOCIATES ' Description: I''? Footing Flexure _ _ _ __ Flexure Axis&Load Combination Mu Which Tension @ As Req'd _ Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Tap 7 In^2 in12 in"2 k-ft Z-Z,+1.20D+0.50L+0.20S+E+1,60H 1,412 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+W+0.90H 0.02615 -X Ton 0.2592 Min Temp% 0,3720 14.333 OK Z-Z,+0.90D+W+0.90H 2.373 +X Bottom 0.2592 Min Temp% 0.3720 14.333 OK Z-Z,+0.90D+E+0,90H 0.004339 -X Too 0.2592 Min Temo% OX20 14.333 OK Z-Z,+0,90D+E+0,90H 1.195 +X Bottom 0.2592 Min Temp% 0,3720 14.333 OK One Way Shear Load Combinati on... Vu @-X Vu tX Vu •Z Vu +Z Vu:Max Phi Vn Vu 1 Phi'`Vn Status +1.40D+1.60H 4.148 psi 4,148 psi 4,148 psi 4.148 psi 4148 psi 75 Dsi 0,05531 OK +1.20D+0,50Lr+1.60L+1.60H 5.111 osi 5.111 osi 5.111 Dsi 5,111 psi 5111 Dsi 75 Dsi 0.06815 OK +1,20D+1.60L+0.50S+1.60H 5.111 Dsi 5.111 osi 5.111 Dsi 5.111 psi 5,111 psi 75 psi 0,06815 OK +1.20D+1.60L r+0.50L+1.60H 5111 osi 5.111 psi 5.111 Dsi 5.111 psi 5.111 Dsi 75 osi 0.06815 OK +1.20D+1,60Lr+0,50W+1,60H 6.593 Dsi 6.593 psi 6,593 Dsi 6.593 psi 6,593 Dsi 75 psi 0.0879 OK +1.20D+0.50L+1.60S+1.60H 5.111 Dsi 5.111 Dsi 5,111 Dsi 5,111 psi 5.111 Dsi 75 Dsi 0.06815 'OK +1.20D+1.60S+0.50W+1,60H 6.593 osi 6.593 psi 6.593 Dsi 6,593 Dsi 6.593 Dsi 75 Dsi 0.0879 OK +1.20D+0.50Lr+0.50L+W+1.60H 8 osi 8 osi 8 Dsi 8 Dsi 8 psi 75 osi 0.1067 OK +1.20D+0,50L+0.50S+W+1.60H 8 Dsi 8 psi 8 psi 8 psi 8 psi 75 psi 0.1067 OK +1.20D40,50L+0,20S+E+1.60H 4.815 Dsi 4.815 Dsi 4.815 psi 4.815 Dsi 4,815 osi 75 psi 0.0642 OK +0.90D+W+0.9011 6.37 psi 6.37 Dsi 6.37 psi 6.37 psi 6.37 psi 75 osi 0,08494 OK +0.900+E+0.90H 3.407 Dsi 3.407 osi 3.407 psi 3.407 Dsi 3.407 osi 75 osi 0,04543 OK _Punching Shear_ _ All units k Load_Combination..._ Vu Phi*Vn _ Vu I PhL"Vn _ Status +1.40D+1.60H 15.728 psi 1500si 0.1049 OK +1.20D+0.50Lr+1.60L+1.60H 19.38 psi 150o6 0.1292 OK +1.20D+1.60L+0,50S+1.60H 19.38 Dsi 150psi 0,1292 OK +1.20D+1.60Lr+0.50L+1.60H 19.38 psi 150psi 0.1292 OK +1.20D+1.60Lr+0.50W+1.60H 24.997 Dsi 150psi 0.1666 OK +1.20D+0.50L+1.60S+1.60H 19.38 psi 150osi 0.1292 OK +1,20D+1.60S+0.50W+1.60H 24.997 Dsi 150osi 0.1666 OK +1.20D+O.50Lr+0.50L+W+1,60H 30,378 Dsi 150t)si 0.2025 OK +1.20D+0,50L+0.50S+W+1.60H 30.378 psi 150psi 0,2025 OK +1.20D+0.50L+0.20S+E+1,60H 18.256 osi 150nsi 0.1217 OK +0.90D+W+0.90H 24.493 Dsi 15ODsi 0.1633 OK +0.90D+E+0.90H 12.978 psi 150nsi 0.08652 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. rGeneral Footing File>c:lDocuME-IChntontMYDOCU•-11ENERCA-11795 w6 ENERCAM INC 19e32015,BuIM:6.15.t2.9,Vor.G.0,2� ' :KW-06006110 DESIGN ASSOCIATES , Description: N2 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc Concrete 28 day strength - 2,50 ksi Allowable Soil Bearing 3.0 ksf fy:Rebar Yield - 60.0 ksi Increase Bearing By Footing Weight No Ec:Conerele Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff, 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Fooling base depth below soil surface - ft Min Steel°%Bending Reinf. = Allowable pressure increase per foot of depth - ksf Min Allow /°Temp Reinf. = 0.00180 when footing base is below ft Min,Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksi Use ftg wt for stability,moments&shears Yes when maximum length or width is greater char= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions _ Width parallel to X-X Axis 3.0 ft Length parallel to Z-Z Axis = 3.0 f1 Footing Thicknes - 12.0 in Pedestal dimensions- �� x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis _ In Height - in m Rebar Centerline to Edge of Concrete- I tv at Bottom of footing = 3.0 in 1 u Reinforcing Bars parallel to X-X Axis _ Number of Bars - 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizr = # 5 Bandwidth Distribution Check (ACI 15,4.4,2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads - ---- --- Lr -. .R .. - S _W. -- --- - - —H P:Column Load = 5.0 2.0 1,0 5,0 6,0 1.0 k OB:Overburden - ksf M-xx = - k-ft M-zz = k-ft V-x = 2.0 1.0 1.0 5,0 k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Protect Descr, and then using the"Printing& Title Block"selection. 10M I ilN) General Footin _ _ - rile:c 60CUME-t.C:iioW%MYnaU`;%CIRRCA-l%7M.W6 9 £N[RMC,INC.htr32a15,ttulld'6.15.121,Vor.6.0 25 ASSOCIATES Description: N2 DESIGN SUMMARY _ Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8643 Soil Bearing 2.593 ksf 3.0 ksf +D+0.750L+0.750S+0.450W+H about Z-i PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.637 Overturning-Z-Z 4.20 k-ft 11.075 k-ft +0.60D460W4601-1 FAIL 0,7031 Sliding-X-X 4,20 k 2,953 k +0.60D+0.60W+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0,0 k 0.0 k No Uplift PASS 0.2663 Z Flexure(+X) 3.208 k-ft 12,046 k-ft +1,20D+1.60S+0,50W+1.60H PASS 0.09514 Z Flexure(-X) 1,146 k-ft 12.046 k-ft +1.20D+0.50L+1.BOS+1,60H PASS 0,1764 X Flexure(+Z) 2,125 k-ft 12,046 k-ft +1.20D+1.60S+0.50W+1,60H PASS 0.1764 X Flexure(-Z) 2125 k-ft 12.046 k-ft +1.20D+1.60S+0.50W+1,60H PASS 0,1749 1-way Shear(+X) 13.117 psi 75,0 psi +1.20D+1.60S+0.50W+1.60H PASS 0.1749 1-way Shear(-X) 13,117 psi 75.0 psi +1.20D+1.60S+0.50W+1,60H PASS 0.1749 1-way Shear(+Z) 13.117 psi 75.0 psi +1.20D+1,60S+0.50W+1.60H PASS 0.1749 1-way Shear(-Z) 13,117 psi 75.0 psi +1.20D+1,60S+0.50W+1.60H PASS 0.3308 2-way Punching 49.612 psi 150,0 psi +1.20D+1.60S+0,50W+1,60H Detailed Results Soi! Rotation Axis& Actua Smog Bearing Stress J Actual I Allowable Load Combination... Gross Allowable_ Xecc Zecc Bottom,-Z Top,+Z Leit, X Right,+X Ratio X-X,+D+H _ 3.0 n/a 0.0 0.7006 0.7006 n/a n/a 0,234 X-X,+D+L+H 3.0 nla 0.0 0.8117 0.8117 n/a n/a 0.271 X-X,+D+Lr+H 3.0 n/a 0.0 0.9228 0.9228 nla nla 0,308 X-X,+D+S+H 3.0 n1a 0.0 1,266 1.256 nla n/a 0,419 X-X,+D+0,75OLr+0,750L+H 3,0 n/a 0.0 0.9506 0,9506 n/a n/a 0,317 X-X,+D+0,750L+0.750S+H 3.0 n/a 0.0 1.201 1.201 nla n/a 0,400 X-X,+D+0,60W+H 3.0 n/a 0.0 1.101 1.101 nla n/a 0,367 X-X,+D+0.70E+H 3.0 nla 0.0 0,1783 0.7783 n/a n/a 0,259 X-X.+D+0.75OLr+0,750L+0.450W+H 3.0 n/a 0.0 1,251 1.251 nla n/a 0.417 X-X,+D+0.750L+0.750S+0.450W+H 3.0 nla 0.0 1.501 1,501 n/a n/a 0,500 X-X.+D+0.750L+0.750S+0.5250E+H 3.0 n/a 0.0 1.259 1,259 n/a n/a 0.420 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0.8203 0.8203 nla n/a 0.273 X-X,+0.60D+0.70E+0.60H 3.0 n/a 0.0 0,4981 0.4981 n/a n/a 0.166 Z-Z,+D+H 3.0 3,807 nla n/a n/a 0.2635 1.138 0.379 Z-Z,+D+L+H 3.0 3.285 nla n/a n/a 0.3746 1.249 0,416 Z-Z,+D+Lr+H 3,0 4.335 n/a n/a n/a 0.2672 1.578 0,526 Z-Z,+D+S+H :i.tl :11H4 n/a n/a nla 06006 1 91) !i H37 Z-Z,+D+0.750Lr+0,750L+H 3.0 3.857 n/a n/a nla 0.3496 1.551 0,517 Z-Z,+0+0.75DL+0.750S+H 3.0 3,054 n/a n/a nla 0,5996 1.801 0.600 Z-Z,+D+0.60W+H 3.0 6.058 n/a n/a n/a 0.007862 2.193 0.731 Z-Z,+D+0,70E+H 3.0 3,426 nla Na nla 0.3413 1.215 0,405 Z-Z,+D-#-0,750Lr+0.760L+0,450W+H 3.0 5.331 nla n/a nla 0.1580 2.343 0,781 Z-Z,+D+0.750L+0.750S+0,450W+H 3.0 4.443 nla n/a nla 0.4080 2.593 0,864 Z-Z,+D+0.750L+0.750S+0,5250E+H 3.0 2.913 nla n/a n/a 0.6580 1.860 0.620 Z-Z,+0.60D+0.60W+0.60H 3.0 6,826 n/a n/a nla 0.0 1.746 0.5B2 Z-Z,+0.60D+0,70E+0.60H 3.0 3.212 n/a n/a n/a 0.2359 0.7603 0.253 Overturning Stability - Load Combination... Overturning Moment` Reslsting Moment Stability Ratio-_ Status ____ X X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.75OLr+0.750L+H None 0,0 k-ft Infinity OK X-X,+D+0,750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0,60W+11 None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0,0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Pra®Ct Descr. and then using the"Printing& Title Block"selection. General FootingFdo10C-c UME=RCMIonNYD0Cu-1%ENERCn-$ilM.•c5 F.NFRCAI.C,INC 1983.2015,Dv0d:6.15.11.9,Ver.6.015 0:ii: iASSOCIATES Description: N2 Overturning Stability_ Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0,750L+0.7505+0,5250E+H None 0,0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2.0 k-ft 9.458 k-ft 4,729 OK Z-Z,+D+L+H 2.0 k-ft 10.958 01 5.479 OK Z-Z,+D+Lr+H 3.0 k-ft 12.458 k-ft 4.153 OK Z-Z.+D+S+H 3.0 k-ft 16.958 k-ft 5,653 OK Z-Z,+D+0.750Lr+0.750L+H 2.750 k-ft 12.833 k-ft 4.666 OK Z-Z+D+0,750L+0.750S+H 2.750 k-ft 16.208 k-ft 5.894 OK Z-Z,+D+0,60W+H 5.0 k-ft 14.858 k-ft 2.972 OK Z-Z,+D+0,70E+H 2.0 k-ft 10.508 k-ft 5,254 OK Z-Z,+D+0,750Lr+0.750L+0.450W+H 5.0 k-ft 16.883 k-ft 3,377 OK Z-Z,+D-4750L+0.750S+0,450W+H 5.0 k-ft 20.258 k-ft 4.052 OK Z-Z+D+0.750L+0,7505+0.5250E+H 2.750 k-ft 16.995 k-ft 6,180 OK Z-Z,460D+0,60W460H 4.20 k-ft 11.075 k-ft 2.637 OK Z-Z,+0.60D+0.70E+0.60H 1.20 k-ft 6.725 k-h 5.604 OK Sliding Stabilitya _ _ All units k Force Application Axis Lod Combination... Sliding Force RasisNng Force Sliding Safe Ratlory Status X-X,+D+H 2.0 k 2.522 k �" - 1.261 OK X-X,+D+L+H 2.0 k 2.922 k 1.461 OK X-X,+D+Lr+H 3.0 k 3.322 k 1.107 OK X-X,+D+S+H 3.0 k 4.522 k 1.507 OK X-X,+D+0.750Lr+0.750L+H 2.750 k 3,422 k 1.244 OK X-X,+D+0,750L+0.750S+H 2.750 k 4.322 k 1.572 OK X-X,+D+0.60W+H 5.0 k 3.962 k 0.7924 No Good! X-X,+D+0.70E+H 2.0 k 2.802 k 1.401 OK X-X,+D+0.750Lr+0,750L+0,450W+H 5.0 k 4,502 k 0,9004 No Good! X-X,+D+0.750L+0,750S+0.450W+H 5.0 k 5,402 k 1.080 OK X-X,+D+0.750L+0.750S+0.5250E+H 2.750 k 4.532 k 1.648 OK X-X,+0.60D+0.60W+0.60H 4.20 k 2,953 k 0.7031 No Good! X-X,+0.60D+0,70E+0.60H 1.20 k 1,793 k 1,494 OK Z-Z,+D+H 0.0 k 2.522 k No Sliding OK Z-Z,+D+L+H 0.0 k 2.922 k No Slidinq OK Z-Z,+D+Lr+H 0.0 k 3.322 k No Slidina OK Z-Z,+D+S+H 0.0 k 4.522 k No Sliding OK Z-Z.+D+0.750Lr+0.750L+H 0.0 k 3,422 k No Slidina OK Z-Z,+D+0,750L+0.750S+H 0.0 k 4.322 k No Slidina OK Z-Z,+D-4750L+0.7505+0.450W+H 0.0 k 5.402 k No Slidina OK Z-Z,+D+0,750L+0.750S+0.5250E+H 0.0 k 4.532 k No Sliding OK Z-Z,+-0.60D+0,60W+0.60H 0.0 k 2.953 k No Slidino OK Z-Z,+0.60D+0.70E+0,60H 0.0 k 1.793 k No Slidina OK Z-Z,+D+0.60W+H 0.0 k 3.962 k No Slidina OK Z-Z,+D+0,70E+H 0.0 k 2,802 k No Slidinq OK Z-Z.+D+0,750Lr+0,750L+0,450W+H 0.0 k 4.502 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu `Which Tension @ As Req'd Gvrn.As Actual As Phl"Mn status k-ft Side 7 Bot or Top 7 inA2 in^2_ _ inA2 k-ft X-X,+1,40D+1.60H 0.8750 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.40D+1,60H 0.8750 -Z Bottom 0.2592 Min Temo% 0,310 12,046 OK X-X,+1.20D+0.50Lr+1,60L+1.60H 1.075 +Z Bottom 0.2592 Min Temo% 0.310 12.046 OK X-X,+1.20D+0.50Lr+1,60L+1,60H 1.075 -Z Bottom 0.2592 Min Temo% 0.310 12.046 OK X-X,+1.20D+1.60L+0,505+1.60H 1,263 +Z Bottom 0,2592 Min Temp% 0,310 12.046 OK X-X.+1.20D+1.60L+0.50S+1.60H 1.263 -Z Bottom 0.2592 Min Temo% 0.310 12.046 OK X-X,+1.24D+1,60Lr+0.50L+1.60H 1,213 +Z Bottom 0.2592 Min Temo% 0,310 12.046 OK X-X,+1.20D+1.60Lr+0,50L+1,60H 1.213 -Z Bottom 0.2592 Min Temo% 0,310 12,046 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1,525 +Z Bottom 0,2592 Min TemD% 0.310 12,046 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.525 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1,20D+0,50L+1,605+1.60H 1.813 +Z Bottom 0,2592 Min Temo% 0.310 12.046 OK X-X,+1.20D+0.50L+1.605+1,60H 1,813 -Z Bottom 0.2592 Min Temo% 0,310 12.046 OK X-X,+1.20D+1,60S+0,50W+1.60H 2.125 +Z Bottom 0.2592 Min Temo% 0.310 12.046 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr, and then using the"Printing& Title Block"selection. g - - File=ciENERCAL-iC.ICli 196132a1 build @118rtdi1 FOOtlll- -- - - - - -- - ENERCA••11795B.oc6 C7 :6.1512.9,Ver.6.0.25 :rri DESIGN '• Description, N2 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req"d Gvrn.As Actual As Phi Mn Status k-ft Side? Bot or Top 7 1n"2 IO2 in^2 k-ft X-X,+1,20D+1,60S+0,50W+1.60H 2.125 -Z Bottom 0,2592 Min Temo% 0,310 12,046 OK X-X,+1,20D+0.50Lr+0,50L+W+1.60H 1.688 +Z Bottom 0.2592 Min Temo% 0.310 12.046 OK X-X,+1,20D+0.50Lr+0.50L+W+1,60H 1.688 -Z Bottom 0.2592 Min Temo% 0.310 12.046 OK X-X,+1,20D+0.50L+0.50S+W+1.60H 1.875 +Z Bottom 0.2592 Min Temo% 0.310 12.046 OK X-X,+1.20D+0.50L+0,50S+W+1.60H 1.875 -Z Bottom 0.2592 Min Temo% 0,310 12.046 OK X-X,+1,20D+0,50L+0.20S+E+1.60H 1.063 +Z Bottom 0.2592 Min Temo% 0.310 12.046 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.063 -Z Bottom 0.2592 Min TemD% 0,310 12.046 OK X-X.+0.90D+W+0.90H 1.313 +Z Bottom 0.2592 Min Temp% 0,310 12.046 OK X-X,+0.90D+W+0,90H 1.313 -Z Bottom 0,2592 Min Temo% 0.310 12,046 OK X-X,+0,90D+E+0,90H 0.6875 +Z Bottom 0,2592 Min Temo% 0.310 12.046 OK X-X,+0,90D+E+0,90H 0.6875 -Z Bottom 0,2592 Min Temp% 0.310 12.046 •OK Z-Z,+1.40D+1.60H 0.4085 -X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z,+1.40D+1,60H 1.342 +X Bottom 0.2592 Min Temp% 0.310 12,046 OK Z-Z,+1,20D+0,50Lr+1.60L+1.60H 0.5918 -X Bottom 0,2592 Min Temo% 0.310 12,046 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.558 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1,20D+1.60L+0.50S+1,60H 0.7793 -X Bottom 0.2592 Min Tema% 0.310 12,046 OK Z-Z,+1.20D+1.60L+0,50S+1.60H 1,146 +X Bottom 0.2592 Min Demo% 0,310 12.046 OK Z-Z,+1,20D+1,60Lr+0.50L+1,60H 0.5460 -X Bottom 0,2592 Min Temo% 0.310 12.046 OK Z-Z,+1,20D+1.60Lr+0,50L+1.60H 1.879 +X Bottom 0.2592 Min TemD% 0.310 12,046 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4420 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1,20D+1,60Lr+0,50W+1.60H 2.608 +X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z,+1,20D+0.50L+1.60S+1.60H 1,146 -X Bottom 0.2592 Min TemD% 0.310 1Z046 OK Z-Z,+1,20D+0,50L+1,60S+1.60H 2.479 +X Bottom 0,2592 Min Temo% 0.310 12,046 OK Z-Z,+1.20D+1.60S+0.50W+1,60H 1.042 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60S+0.50W+1,60H 3.208 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0,3719 -X Bottom 0.2592 Min Temp% 0,310 12.046 OK Z-Z, +1,20D+0.50Lr+0,50L+W+1.60H 3.005 +X Bottom 0,2592 Min Temp% 0.310 12.046 OK Z-Z,+1,20D+0,50L+0,50S+W+1.60H 0,5587 -X Bottom 0.2592 Min Temo% 0,310 12.046 OK Z-Z,+1.20D+0.50L+0.50S+W+1,60H 3.191 +X Bottom 0.2592 Min Temp% 0.310 12,046 OK Z-Z,+1.20D40.50L+0.20S+E+1,60H 0,6293 -X Bottom 0,2592 Min Temo% 0,310 12.046 OK Z Z, +-1.20D+0,60L-F0,20S1 E 0.601-1 1,496 +X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z,+0.90D+W-490H 0,1899 -X Bottom 0.2592 Min Temo% 0.310 12,046 OK Z-Z,+0.90D+W+0,90H 2.456 +X Bottom 0.2592 Min Temp% 0,310 12.046 OK Z-Z,+0.90D+E+0.90H 0.3876 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+0,90D+E+0.90H 0,9874 +X Bottom 0.2592 Min Temo% 0,310 12.046 OK One Way Shear Load Combination... Vu X Vu +X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi'Vn- Status +1,40D+1,60H 5,401 Dsi 5.401 psi 5,401 osi 5.401 Dsi 5.401 osi 75 Dsi 0.07202 OK +120D+0.50Li+1.60L+1.80H 6.636 usi 6.636 usi 8.636 osl 6.636 psl 6.636 usi 75 usi 0.08848 OK +1,20D+1.60L+0.50S+1.60H 7.793 osi 7,793 osi 7,793 osi 7.793 osi 7.793 osi 75 osi 0.1039 OK +1.20D+1.60Lr+0.50L+1.60H' 7.485 Dsi 7.485 osi 7,485 psi 7.485 osi 7.485 psi 75 psi 0.09979 OK +1,20D+1,60Lr+0.50W+1,60H 9.414 Dsi 9.414 psi 9.414 osi 9.414 osi 9,414 osi 75 osi 0.1255 OK +1,20DA.50L+1.60S+1.60H 11,188 osi 11.188 psi 11.188 psi 11.188 psi 11.188 Dsi 75 osi 0,1492 OK +1.20D+1,60S+0.50W+1.60H 13,117 osi 13,117 osi 13,117 Dsi 13,117 osi 13.117 psi 75 psi 0.1749 OK +1.20D+0,50Lr+0.50L+W+1.60H 10,416 osi 10.416 osi 10.417 Dsi 10.417 psi 10.417 osi 75 Dsi 0,1389 OK +1.20D+0.50L+0.50S+W+1,60H 11.574 osi 11.574 osi 11.574 Dsi 11.574 osi 11.574 osi 75 osi 0.1543 OK +1.20D+0.50L+0,20S+E+1.60H 6,559 Dsi 6,559 Dsi 6,559 Dsi 6,559 osi 6.559 osi 75 osi 0.08745 OK +0,90D+W+0,90H 8.102 psi 8,102 psi 8,102 osi 8.102 osi 8.102 Dsi 75 Dsl 0,108 OK +0,90D+E+0,90H 4.244 Dsi 4.244 Dsi 4.244 osi 4.244 osi 4.244 Dsi 75 osi 0.05658 OK _Punching Shear All units k Load Combination... Vu Ph1'Vn Vu I Phi'Vn Status +1,40D+1.60H &429 osi 150osi 0.1362 OK +1.20D+0,50Lr+1.60L+1,60H 25.098 osi 160osi 0.1673 OK +1.20D+1,60L+0,50S+1,60H 29,476 psi 15003i 0.1965 OK +120D+1,60Lr+0,50L+1.60H 28.308 Dsi 150osi 0,1887 OK +120D+1,60Lr+0.50W+1,60H 35.604 psi 150osi 0.2374 OK +1.20D+0.50L+1.60S+1.60H 42.317 osi 150os1 0,2821 OK +1,20D+1.60S+0,50W+1.60H 49.612 psi 150c)si 0.3308 OK +1,20D+0.50Lr+0.50L+W+1,60H 39.398 Dsi 150osi 0.2627 OK +120D+0,50L+0.50S+W+1,60H 43,776 nsi 150osi 0,2918 OK +120D+0.50L+0.20S+E+1.60H 24.806 osi 150Dsi 0,1654 OK Title Block Lino 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. ?rigid 27 0EC Pf , 1t5, J General Footing N c+DOCUME-1tGlnIOOWY000U-11ENERCA-i%7W.K6 ENERCAM INC.IM2016.116I0-16.129,V•r.6.0.25 Lic.4:-KW-060081 30 Licensee.STRUCTURAL DESIGN ASSOCIATES--; Description N2 _Punching Shear _ All units k Load Combination... Vu Phi*Vn �Vu I Phl*Vn _ status +0.90D+W+0.90H 30.659 osi _ 150osi 0.2044 OK +0.90D+E+0.901-1 16,051 psi 150osi 0107 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID; using the"Settings"menu item P eet Descr: and then using the"Printing& Title Block"selection. General Footing - nto■•:uxxut 11Cff•tomMY'oocu ntt�Ettcn-117958.eC6 ENERMC,INC 190320t5,AuiId.6,15.119,Ver.6.025 �1 i4TrrI8Thi �" DESIGN • Description 01,3 Codo Reterencos Calculations per ACI 318-08, IBC 2009, CEIC 2010, ASCE 7-10 Load Combinations Used ;ASCF 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength 2.50 ksi Allowable Sall Beath _ z _ 3.0 ksf fy:RebarYield 60,0 ksi increase Clearing-, oolingVVeighht = Na Ec:Concrete Elastic Modulus 2,850 0 ksi Soil Passive Resistance(for Sliding) - 350.0 pcf Concrete Density - 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure 0.90 Shear 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface - ft Min Steel%Bending Reinf, Allowable pressure increase per foot of depth - ksf Min Allow%Temp Reinf, 0,00180 when footing base is below - ft Min.Overturning Safety Factor 1.0 : 1 Min,Sliding Safety Factor 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wtfor stability,moments&shears Yes when nlaxiniullI lei iytlI ui width is greater Thar- ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis - 3.50 It Length parallel to Z-Z Axis = 3,50 ft z Footing Thicknes - 12.0 in -- --- i I Pedestal dimensions.., • — —X px;parallel to X-X Axis - in M; pz:parallel to Z-Z Axis = in Height - in m CL Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in t Reinforcing 3 Bars parallel to X-X Axis Number of Bars 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3 0 — Reinforcing BarSiz( = # 5 � � ,,.��N,, r SandMdth Distribution Check {AC)15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied lied Loads v_ _ D Lr L S W E H P:Column Load 9.0 11.0 7.0 4.0� 1.0 k OB:Overburden p ksf M-xx - k-ft M-zz k-ft V-x 2.0 1.0 1,0 1.0 1.0 k V-z - k Title Block Line Project Title: You can change this area Pmleo |D: using the^Sottinqo`menu item pm�nu000c and then using the"Printing& Title Block"selection. Kim AIATA 11.3 071 13 0 Licensee:STRUCTURAL DESIGN ASSOCIATES , DESIGN SUMMARY ---_--__ Min.Ratio |mm Applied Capacity Governing Load Combination PASS 0780 Soil BearlinO 2]80ksf 30ksf +D+Lr+H uboutZ-Z axis pAnm n/a Ov rfiuming X-X 0.0kft 08k-ft No Overturning PASS 0.60 Ovonum|ng'Z-Z 1.90 k'k 12,540 k-ft ~,0O0D+0J0E+080H PASS 1.508 Sliding X'X 1,80k 2.866k +0.60O+0.70E+0.60H PASS n/a SiidinO'Z-Z 0.0k 08h No Sliding PASS n/a Uplift 0.0k ODk No Uplift pAmm 0.4277 Z Flexure(+X) 4,443k-ft 10.308b-ft +1.20D+1.0OLr+0,50YY+1.80H PASS 0.3040 Z Flexure('X) 3.157 k-ft 10.388 k-ft +120D+1.6OLr+0.50YV+1.00H p«mo 0.3838 X Flexure(+Z) 3.80 k'M 10.388 k-ft +1.20D+11.0OLp0.00VV+4.00H PASS 0.3858 X Flexure('Z) 380k-ft 10388k-fil +1.20D+1,5VLn850VV+1.00H pAsm 0,3038 1-way Shear(+X) 22}87 psi 75.0 poi +120D+1,6OLr+8.50YV+1.80H PASS 0.3058 1-way Shear('X) 22787 psi 758 poi +1.20O+1.6OLn0.50VV+180M PASS 0.3038 1-way Shear(+Z) 22.707 psi 75.0 psi +120D+1.6ULp0,50VV+1.60H PASS 0.3038 1+omy Shear(-Z) 22,07poi 75.0 poi +120O+1.6OLp8.50W+1.60H PASS 0.6005 2-way Punching 00.874 psi 1508 poi +1.20D+1.8OLp8.50YV+1.60H Detailed� � Soil Bearing �� Rotation Axle& Actual Wl Bearing Stross Actual I Allowable Ratlo -_--Load CombW[on... Gmse TOP,^� -- X-X.+D+H 38 n/a 08 0.8797 0.097 n/a n/a D.293 X'X.+D+L+H 3.0 n/a 0.0 0.8707 0.8787 n/a n/a 0.283 X'X.+D+Lr+H 3.0 n/a 0,0 1,778 1.778 n1a n/a 0.500 X'X.~D~G+H 3.0 n/a 08 1.451 1.451 n/a n/a 0484 X'X.+D~8J58L�0.75UL~H 10 n/a 0.0 1.553 1.553 n/a n/a 0,518 X'X.+D~O,750L+O.75OS~H 5.0 n/e 0,0 1.308 1.308 n/a n/a 0430 X-X.+D+O.0OYV+H 10 n/a 0.0 1878 1.06 n/a n/u 0359 X'X.+D-0.00W+H 3.0 n/a 0.8 08830 0.8838 n/a n/a 0228 X'X.+D+O.7OE+H 3.0 n/a 0.0 0,9368 0.0368 n/a n/a 8,312 X'X.+Q-0.7OE+H 8.0 n/a 0.0 0.8226 0.8226 n/a n/a 0274 X-X.+D+O7SULr+075UL+0450W+H 38 n/a 0.0 1.70 1.70 n/u n/a 0,56/ X-X.+D+0.75OLr+3JSOL-U.450VV+H OU n/a 0.0 1.408 1,408 n/a n/a 0.469 X'X.+D+O.75OL+0.7S0S+O,450W+H 3.0 n/a 88 1.455 1.455 n/a n/a 0,485 X'X.+D+0.75UL+075UG'0.45DW+H 3.0 ma 0.0 1.181 1,161 ma ma 0.387 X'l+D+OJ5 L+0J508+0.5250E+H 3.0 n/@ 0.0 1.351 1.351 ma n/a 8-450 X'X.~D~O750L+075O8-0,t25OE+H 38 n/a 0.0 1285 1.265 n/a n1a 0.422 X-X.+U.00D+0.60VY+UO0H 3.0 n/a 0.0 07237 07237 n/a n/a 0.241 X-X.+0.O0D'0.0OW+O.60H 3.0 n/a 0.0 03310 0.3319 n/a n/a 0111 X-X.+8.O0D+O7OE~4SOH 3.0 n/a 0.0 H850 0.505 n/a mb W95 X'X.+0.80D-0.70E+O,8DH 3.0 n1a 0.0 0.4707 0.4707 n/a n/a 8]57 Z-Z.+D+H 3.0 2.227 n/a n1a n/a 0.6045 1.155 0,3815 Z'Z.+O+L~H 38 2.227 n/a n/a n/a 0,0045 1,155 0385 I-Z.+D+LnH 3.0 1.653 n/@ n/a n/a 1.385 2.180 0730 Z-Z.~D+S+H 3.0 2.025 n/a n/a n/a 1.038 1.064 0821 Z'Z.+D~0J5OLr+gJO0L+H 5.0 1.734 n/a n/a n/a 1175 1332 0.644 ZZ.+D+OJ50L+O.75OS+H 38 2,039 n1a n/a n/a O8298 1.087 H62 ZZ+D+O.G0VV+H 3.0 2.360 n/a n/o n/a 0.7178 1.433 0,470 Z-Z.+D-0.00VV+H 3.0 2.008 n/a n/a n/a 0,4011 0,8704 0.282 Z-Z.+D+O7OE+H 3.0 2.823 n/a n/a n/a 8,5053 1.308 0.430 IZ.+D-0.7UE+H 38 1,548 o1a n1a n/a 0,0437 1.001 0,334 Z-Z.+O+O75OLr+OJ50L+O.4SOW+H 3.0 1.844 n/a n/a n1a 1,260 2.140 0713 Z'Z.~Q+OJ5OLnW758L0.450VY~H 3,0 1.802 n/a o/3 n/a 1.000 1723 0,574 Z-Z.+O+O.75OL+U750S~O45OVY+H 38 2154 o1a n/a n/a 1.015 1.880 0832 Z-Z.~D~O.75OL47508-0.45OVV+H 3.0 1.840 n1a n/a n1a 0,8448 1.478 0.493 Z-Z.+D+0J50L+OJ50S+O,5250E~H 3.0 2.374 n/a n/a n/» 0.8005 1,802 0,601 Z-Z.+D+0.758L+075gS-0.525OE+H 3.0 1,722 n/a nfa n/a 08592 1.572 0,524 ZI.+O.00D~O.0OYV+O.00H 3.0 2.436 n/a n/a n/a 0,4760 0.9714 0.324 Z-Z.~B.00D-0,60W+8,0OH 38 1.771 n/a n/a n/a 0.2403 0.4145 013B Z-Z.+OG0D+OJ0E+V.60H 3.0 3182 n/o n1a n/a 0.3235 0.8404 8282 Z-Z.+0.8OO-0JOE+8.O0H 38 1,041 n/a n/a n/a 0.4019 0.5305 0180 Title Block Line 1 Project Title: You can change this area Engineer; Project ID: using the"Settings"menu item Project Descr: and then using tho"Printing& Title Block"selection. _ rar,v 21 r7�C;rs6, r;3s General Footingl a��e-,Z se -ItCnnfw%VAYrj=-i%ENERCN-ni!>3a� ENERCALC,ING,1902015,Build:6.15.12.9.Ver,6.0.25 .oa DESIGN ASSOCIATES : Description; AA1,3 Overtuming Stability .Rotation Axis 8- R -- - -- -- - Load Combination..._ overtuming Moment T Resisting Moment stability Ratio 4 µO4 Status X-X,+D+H None 0.0 k-ft Infinity OK X-X.+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.75OL+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0,750S+H None 0.0 k-ff Infinity OK X-X,+D+0.60W+H None 0,0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0,750S+0,450W+H None 0.0 k-ft Infinity OK X-X,+D40.750L-+0.75OS+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0,60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0,60D+0,70E+0.60H None 0.0 k-ft Infinity OK Z-Z,+D+H 2.0 k-ft 18.858 k-ft 9.429 OK Z-Z,+D+L+H 2.0 k-ft 18.858 k-ft 9.429 OK Z-Z,+D+Lr+H 3.0 k-ft 38.108 k-ft 12.703 OK 7-7,+n+S+H 3.0 k:ft 31,108 k-ft 10.369 OK Z-Z,+D+0.750Lr+0,750L+H 2.750 k-ft 33.296 k-ft 12,108 OK Z-Z.+D+0.750L+0,750S+H 2.750 k-ft 28,046 k-ft 10,199 OK Z-Z.+D+0,60W+H 2.60 k-ft 23.058 k-ft 8,869 OK Z-Z,+D+0.70E+H 2.70 k-ft 20,083 k-ft 7,438 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.20 k-ft 36.446 k-ft 11,389 OK Z-Z,+D+0,750L+0,750S+0,450W+H 3.20 k-ft 31,196 k-ft 9.749 OK Z-Z,+D+0.750L+0.750S+0.5250E+H 3,275 k-ft 28.965 k-ft 8.844 OK Z-Z,+0.60D-460W+{1.60H 1,80 k-ft 15.515 k-ft 8,619 OK Z-Z,+0.60D+0,70E+0,60H 1.90 k-ft 12.540 k-ft 6.60 OK Sliding Stability All units k Force Application Axis Load Combination... S_gdin Force _ Resisting Force SafetyRatioStatus X-X,+D+H T 2.0 k 4,311 k 2.155 OK X-X,+D+L+H 2.0 k 4.311 k 2.155 OK X-X,+D+Lr+H 3.0 k 8.711 k 2.904 OK X-X,+D+S+H 3.0 k 7,111 k 2.370 OK X-X,+D+0.750Lr+0.750L+H 2.750 k 7.611 k 2,767 OK X-X.+D+0,750L+0.750S+H 2.750 k 6.411 k 2.331 OK X-X,+D+0,60W+H 2.60 k 5.271 k 2.027 OK X-X,+D+0.70E+H 2.70 k 4.591 k 1.70 OK X-X,+D+0.750Lr+0.750L+0.450W+H 3.20 k 8.331 k 2.603 OK X-X,+n+0 7501+0,750S+0.450W+H 3,20 k 7,131 k 2.228 OK X-X, 1 D 10.750L 10.750S+0,5250E+I I 3.276 k 6.621 k 2.022 OK X-X,+0,60D+0.60W+0.60H 1,80 k 3.546 k 1.970 OK X-X,+0.60D+0,70E+0.60H 1.90 k 2.866 k 1.509 OK Z-Z,+D+H 0.0 k 4.311 k No Sliding OK Z-Z,+D+L+H 0.0 k 4.311 k No Slidino OK Z-Z,+D+Lr+H 0.0 k 8.711 k No Slidino OK Z-Z,+D+S+H 0.0 k 7.111 k No Slidina OK Z-Z,+D+0,750Lr+0.750L+H 0.0 k 7.611 k No Slidinq OK Z-Z,+D+0.750L+0.750S+H 0.0 k 6,411 k No Sliding OK Z-Z,+D+0,750L+0,750S+0.450W+H 0.0 k 7.131 k No Slidinq OK Z-Z,+D+0,750L+0.750S+0.5250E+H 0.0 k 6.621 k No Slidinq OK Z-Z,+0,60D+0.60W+0,60H 0,0 k 3.546 k No Slidino OK Z-Z,+0.60D+0,70E+0.60H 0,0 k 2.866 k No Slidinq OK Z-Z.+DA.60W+H 0.0 k 5.271 k No Slidinq OK Z-Z,+D+0.70E+H 0.0 k 4.591 k No Slidinq OK Z-Z,+D+0,750Lr+0,750L+0,450W+H 0.0 k 8.331 k No Slidino OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gyrn,As Actual As Phi'Mn T 8 k-ft Side 7 Bot or Top 7 inA2 inA2 InA2 k-ft X-X,+1.40D+1,60H 1:575 +Z Bottom 0.2592 Min Terno% 0,2657 10.388 OK X-X,+1,40D+1,60H 1.575 -Z Bottom 0,2592 Min Temo% 0.2657 10,388 OK X-X,+1.20D+0.50Lr+1.60L+1,60H 2,038 +Z Bottom 0.2592 Min Temo% 0.2657 10.388 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Pr*ct Descr: and then using the"Printing& Title Block"selection. g sale-r CGCUMlCl1RC toA YOO 6u1k1815 CA-1179 EN RC General Footing 12,9 VoMA23 i:++: cASSOCIATES Oescription AAi,3 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd` Gvrn.As Actual As Phi"Mn Status k-ft Side 7 Bot or Top 7 inA2 inA2 _ inA2_ k-ft X-X,+1.20D+0.50Lr+1.60L+1,60H 2.038 -Z Bottom 0.2592 Min Temo% 0,2657 10.388 _ OK X-X,+1.20D+1.60L+0.50S+1.60H 1,788 +Z Bottom 0,2592 Min Temo% 0.2657 10.388 OK X-X,+1,20D+1.60L+0.50S+1,60H 1,788 -Z Bottom 0.2592 Min TemD% 0.2657 10,386 OK X-X,+1,20D+1.60Lr+0.50L+1.60H 3.550 +Z Bottom 0.2592 Min Temo% 0.2657 10,388 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 3.550 -Z Bottom 0,2592 Min Temo% 0.2657 10,388 OK X-X,+1.20D+1.60Lr+0.50W+1,60H 3.80 +Z Bottom 0.2592 Min TemD% 0.2657 10.388 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 3.80 -Z Bottom 0.2592 Min Temo% 0.2657 10.388 OK X-X,+1.20D+0,50L+1,60S+1.60H 2,750 +Z Bottom 0.2592 Min TemD% 0.2657 10.388 OK X-X.+1.20D+0,50L+1.60S+1.60H 2.750 -Z Bottom 0.2592 Min TemD% 0.2657 10.388 OK X-X,+1.20D+1.60S+0.50W+1.60H 3.0 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+1.20D+1.60S+0.50W+1.60H 3.0 -Z Bottom 0,2592 Min Temo% 02657 10.38E OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 2,538 +Z Bottom 0.2592 Min TemD% 0.2657 10.388 OK X-X,+1,20D+0.50Lr+0.50L+W+1.60H 2.538 -Z Bottom 0,2592 Min Temo% 0.2657 10.388 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 2.288 +Z Bottom 0.2592 Min Temo% 0,2657 10.388 OK X-X.+1,20D+0.50L+0,50S+W+1.60H 2,288 -Z Bottom 0,2592 Min Temo% 0.2657 10.388 OK X-X,+1.20D40.50L+0,20S+E+1,60H 1,650 +Z Bottom 0.2592 Min Tema% 0.2657 10,388 OK X-X,+1,20D+0,50L+0,20S+E+1,60H 1.650 -Z Bottom 0.2592 Min TemD% 0.2657 10.388 OK X-X,+0,90D+W+0.90H 1,513 +Z Bottom 0.2592 Min Temp% 0.2657 10.388 OK X-X,+0.90D+W+0,90H 1.513 -Z Bottom 0,2592 Min TemD% 0.2657 10.388 OK X-X,+0,90D+E+0.90H 1.138 +Z Bottom 0.2592 Min TemD% 0.2657 10,388 OK X-X,+0.90D+E+0,90H 1,138 -Z Bottom 0,2592 Min Temo% 0.2657 10.388 OK Z-Z,+1.40D+1.60H 1.175 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z.+1.40D+1.60H 1.975 +X Bottom 0.2592 Min TemD% 0.2657 10,388 OK Z-Z,+1.20D+0.50Lr+1,60L+1,60H 1.623 -X Bottom 0.2592 Min Temp% 0,2657 10.388 OK Z-Z,+1.20D+0,50Lr+1,60L+1.60H 2.452 +X Bottom 0.2592 Min Temo% 0.2657 10,388 OK Z-Z,+1.20D+1,60L+0.50S+1.60H 1.373 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+1,20D+1.60L+0.50S+1,60H 2202 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1.20D+1.60Lr+0,50L+1.60H 2.979 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+1,20D+1.60Lr+0,50L+1,60H 4.121 +X Bottom 0.2592 Min Temp% 0,2657 10.388 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 3.157 -X Bottom 0,2592 Min Temp% 0.2657 10.388 OK Z-Z,+1,20D+1.60Lr+0.50W+1,60H 4,443 +X Bottom 0.2592 Min Temo% 0.2657 10.388 OK Z-Z.+1.20D+0,50L+1.60S+1.60H 2.179 -X Bottom 0.2592 Min TemD% 0.2657 10,388 OK Z-Z,+1.20D+0.50L+1,60S+1.60H 3,321 +X Bottom 0.2592 Min Temo% 0.2657 10.388 OK Z-Z,+1.20D+1.60S+0.50W+1,60H 2,357 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1,20D+1.60S+0.50W+1.60H 3.643 +X Bottom 0.2592 Min Temo% 0,2657 10,388 OK Z-Z,+1,20D+0,50Lr+0,50L+W+1.60H 1,981 -X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+1,20D+0.50Lr+0.50L+W+1.60H 3.094 +X Bottom 0,2592 Min Temo% 0.2657 10.388 OK Z-Z.+1,20D+0.50L+0.50S+W+1.60H 1.731 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+1,20D+0,50L+0.50S+W+1.60H 2,844 +X Bottom 0,2592 Min Temo% 0.2657 10,388 OK Z-Z,+1.20D+0.50L+0.20S+E+1,60H 1.136 -X Bottom 0.2592 Min Temo% 0.2657 10,388 OK Z-Z,+1.20D+0,50L+0.20S+E+1.60H 2.164 +X Bottom 0.2592 Min TemD% 0,2657 10,388 OK Z-Z,+0.90D+W+0.90H 1,113 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+0.90D+W+0.90H 1.912 +X Bottom 0.2592 Min Temp% 0.2657 10.388 OK Z-Z,+0,90D+E+0.90H 0,7376 -X Bottom 0.2592 Min TemD% 0.2657 10.388 OK Z-Z,+0,90D+E+0.90H 1,537 +X Bottom 0,2592 Min Temo% 0.2657 10.388 OK One Way Shear Load Combination... Vu @;X_ Vu @+X Vu e,Z _ - Vu +Z - WAOX ` Phi Vn Vu f Phi'Vn Stator +1.40D+1,60H 9.444 osi 9.444 psi 9,444 Dsi 9,444 osi 9.444 psi 75 osi 0.1259 OK +1.20D+0.50Lr+1.60L+1.60H 12,218 osi 12.218 osi 12.218 Dsi 12.218 osi 12,218 osi 75 Dsi 0.1629 OK +1.20D+1.60L+0.50S+1.60H 10.719 osi 10.719 psi 10.719 Dsi 10.719 Dsi 10.719 Dsi 75 osi 0.1429 OK +1.20D+1.60Lr+0.50L+1.60H 21,287 psi 21.287 psi 21.287 Dsi 21.287 psi 21.287 osi 75 osi 0.2838 -OK +1.20D+1.60Lr+0.50W+1.60H 22.787 Dsi 22,787 Dsi 22.787 psi 22,787 Dsi 22.787 osi 75 Dsi 0.3038 OK +1.20D+0.50L+1.60S+1.60H 16.49 osi 16.49 Dsi 16.49 psi 16.49 psi 16.49 Dsi 75 osi 0,2199 OK +1.20D+1.60S+0,50W+1,60H 17.989 psi 17.989 osi 17.989 psi 17.989 osi 17.989 osi 75 Dsi 0.2399 OK +1.20D+0,50Lr+0.50L+W+1.60H 15,216 psi 15.216 Dsi 15,216 psi 15.216 Dsi 15.216 Dsi 75 Dsi 0.2029 OK +1.20D+0,50L+0.508+W+1,60H 13,717 osi 13,717 osi 13,717 Dsi 13.717 Dsi 13.717 osi 75 Dsi 0.1829 OK +1.20D+0.50L+0.20S+E+1,60H 9.894 Dsi 9,894 Dsi 9.894 Dsi 9.894 osi 9.894 psi 75 psi 0,1319 OK +0.90D+W+0.90H 9.07 osi 9.07 Dsi 9,07 psi 9.07 Dsi 9.07 osi 75 ost 0.1209 OK +0,90D+E+0.90H 6.821 Dsi 6,821 Dsi 6.821 psi 6.821 psi 6.821 psi 75 psi 0.09095 OK Title Block Line 1 Project Title; You can change this area En Ineer: Protect ID: using the"Settings"menu item Praet Descr: and then using the"Printing& Title Block"selection, I General Footing File=c%DOCUME- xmton�MYDOCU-11CNERCA-1179 ftBt ENERCALC,INC.1983-2015.BU06:6.16.12.9,Vad.0.25 In �- 1 Licensee:STRUCTURAL DESIGN ASSOCIATES Description. AA1,3 Punching Shear All units k Load Combination.. LL `—_ N r.y Vu Phi"Vn Vu/Phi"Vn _ . Status.._ +1,40D+1,GOH 37.333 Dsl '1500sl 0.2489 YOK +1.20D+0.5OLr+1.60L+1.60H 48.296 psi 150osi 0.322 OK +1.20D+1.60L+0.50S+1.60H 42,37 psi 1500si 02825 OK +1.20D+1.6OLr+0.50L+1.60H 84.148 psi 150osi 0,561 OK +1.20D+1.6OLr+0,50W+1.60H 90.074 psi 150os1 0.6005 OK +1200+0.50L+1,605+1.60H 65,185 psi 150psi 0,4346 OK +1.20D+1.60S+0.50W+1.60H 71,111 psi 150Dsi 0.4741 OK- +1.20D+0.5OLr+0.50L+W+1.60H 60.148 psi 150osi 0.401 OK +1.20D+0,50L+0,50S+W+1.60H 54.222 psi 150osi 0.3615 OK +1.20D+0,50L+0.20S+E+1.60H 39.111 psi 150osi 0,2607 OK +0.90D+W+0.90H 35.852 psi 1500si 0.239 OK +0.90D+E+0.90H 26.963 psi 150osi 0.1798 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. f,1 General Footing - - - -- File=c-:l0ocuME-I%Cl�o VAYDocu-n€roERcA-1rmse.sas ENERCAIC.INC.1983.2015.Buifd:6.15121 Ver.6,0.25 WMATE1141111311S • Description: A,85_2.4 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength - 2.50 ksi Allowable Soil Bearing 3.0 ksf fy Rebar Yield - 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) - 350.0 pcf Concrete Density - 145.0 pcf Soil/Concrete Friction Coeff. - 0.40 (P Values Flexure = 0.90 Shear = 0.750 Increases based on fooling Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. - Allowable pressure increase per foot of depth ksf Min Allow%Temp Reinf. - 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 ; Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Fig Wt for Soii Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments 8 shears Yes when maximum length or width is greater Char ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions _ Width parallel to X-X Axis - 4.0 ft Length parallel to Z-Z Axis - 4.0 it z Footing Thicknes = 14.0 in -- Pedestal dimensions... x px:parallel to X-X Axis = In pz:parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete.,, at Bottom of footing = 3.0 in i— n Reinforcing Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = If 5 Bars parallel to Z-Z Axis Number of Bars - 4.0 - -i Reinforcing Bar SizE _ If 5 •,lHMh Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads .D T - - S-- -- - F - -- H— P:Column Load = 18.0 23.0 k OB:Overburden = ksf M-xx = k-ft M-zz k-ft V-x = k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. �- -------file-c:DOCUME-11CluitofiWYbOCU-11ENERCA- General Footin Rc""""�00 ' f:MFRI'AI(;.INC.1983-2r115.BuikL'6.1 Vnrfi.0,25 DESIGN Description; A,6.5_2.4 DESIGN SUMMARY - . • Min.Ratio Item Applied Capacity Governing Load Combination r'ASS 0.9107 Soil Beai ing 2.732 ksf 3.0 ksf +p+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0,0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4920 Z Flexure(+X) 7.30 k-ft 14.636 k-ft +1.20D+0.50Lr+1,60L+1.60H PASS 0.4920 Z Flexure(-X) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4920 X Flexure(+Z) 7.30 k-ft 14,836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4920 X Flexure(-Z) 7.30 k-ft 14,836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3933 1-way Shear(+X) 29.495 psi 75.0 psi +1.20D+0.501_r+1.60L+1,60H PASS 0.3933 1-way Shear(-X) 29.495 psi 75,0 psi +1,20D+0,50Lr+1,60L+1.60H PASS 0.3933 1-way Shear(+Z) 29.495 psi 75.0 psi +1.20D+0,50Lr+1,60L+1.60H PASS 0.3933 1-way Shear(-Z) 29.495 psi 75,0 psi +1.20D+0,50Lr+1.60L+1.60H PASS 0.7606 2-way Punching 114.092 psi 150.0 psi +1.20D+0.50Lr+1.60L+1,60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable _Load Combination... Gross Allowable Xecc Zecc Bottom,-Z To ,+Z Leg,-X Ri t,+X Ratio _ _- ----_.-,._ __. ._..__ �_ .._ _._ --__-. _ X-X,+D+H 3.0 n/a 0.0 1.294 1.294 n/a n/a 0.431 X-X,+D+L+H 3.0 nla 0.0 2.732 2.732 nla n/a 0,911 X-X,+D+Lr+H 3.0 n/a 0.0 1,294 1.294 n/a n/a 0,4:31 X-X.+D+S+H 3.0 n/a 0.0 1,294 1.294 n/a n/a 0,431 X-X.+D+0.750Lr+0.750L+H 3.0 n/a 0.0 2.372 2.372 nla n/a 0.791 X-X.+D+0.750L+0,750S+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0.791 X-X,+D+0,60W+H 3.0 nla 0.0 1.294 1.294 n/a n/a 0.431 X-X.+D+0,70E+H 3.0 n/a 0.0 1,294 1,294 n/a n/a 0.431 X-X,+D-4750Lr+0750L+0.450W+H 3.0 n/a 0.0 2.372 2,372 n/a n/a 0.791 X-X,+D+0.750L+0.750S+0A50W+H 3.0 n/a 0.0 2.372 2,372 n/a n/a 0.791 X-X,+D+0,750L+0,750S+0.5250E+H 3.0 n/a 0.0 2.372 2,372 n/a n/a 0,791 X-X,+0.60D+0.60W+0.60H 3.0 n/a 0.0 0,7765 0.7765 n/a n/a 0.259 X-X,+0.60D+0,70E+0.60H 3.0 n/a 0.0 0.7765 0.7765 n/a n/a 0.259 Z-Z,+D+H 3.0 0.0 nla n/a n/a 1.294 1,294 0.431 Z-Z,+D+L+H 3.0 0.0 nla nla nla 2.732 2.732 0.911 Z-Z,+D+Lr+H 3.0 0.0 n/a n/a n/a, 1.294 1,294 0.431 Z-Z,+D+S+H 3.0 tl.tl n/a nla n/a 1J94 1,294 11.431 Z-Z,+D+0,750Lr+0.750L+H 3.0 0.0 nla n/a n/a 2.372 2.372 0.791 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 2.372 2.372 0 791 Z-Z.+D+0.60W+H 3.0 0.0 n/a nla n/a 1.294 1.294 0.431 Z-Z.+D+0.70E+H 3.0 0.0 nla nla nla 1,294 1.294 0.431 Z-Z,+D+0.750Lr+0.750L+0.450W+H 3.0 0.0 n/a nla n/a 2.372 2.372 0.791 Z-Z,+D+0.750L+0,750S+0.450W+H 3.0 0,0 nla n/a n/a 2.372 2.372 0.791 Z-Z,+D+0,750L+0.750S+0,5250E+H 3.0 0.0 n/a nla n/a 2.372 2.372 0.791, Z-Z.+0.60D+•0,60W+0.60H 3.0 0.0 n/a nla nla 0,7765 0.7765 0,259 Z-Z+0.600+0.70E+0,60H 3.0 0.0 n/a n/a n1a 0,7765 0,7765 0.259 Overtuming Stability Rotation Axis 8 ,-..- -- ------- --- ��.�- --- - - - ._, Load Combination... _- _01 e!Wmin Moment Resisting Moment Stab!IIlly Ratio Status Footing Has NO Overturning Sliding Stability _ _ _ _ _ _ All units k Force Application Axis - Load Combination... _ __ _ SNd Force Resisting Force Bad Si Ratio Status Footing Has NO Stidtng Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. � General FootingFib=��+oticulu�-11�u�to�,�iraoci,-t�MERfA-++7958se6� ENERCAIC,INC IR2015,804:0.15.12.9,Vo..0.0.25 IRM 1•0�: DESIGN • Description: A.B. 2.4 Footing Flexure Flexure Axis&Load Combinatlon Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status _ k-ft Side? Bot or Top? in"2 in^2 _ InA2 _ k-ft X-X,+1,40D+1.60H 3,160 +Z Bottom 0.3024 Min Tema% 0.310 14.836 OK X-X,+1,40D+1.60H 3.150 -Z Bottom 0,3024 Min Temp% 0.310 14,836 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item PrOK Descr and then using the'Printing& Title Block"selection. _ ourhti 2r DCC 101G r!:rt' [ General Footing - -` - -' _-- File=raf7QCUME-{fGintonWY00CU-ITNERCA-11M58.ec8 ENERCALC.INC-t33 H115.Ow'd'6.15.12.9,Vnr.6,0 25 r Licensee.STRUCTURAL DESIGN ASSOCIATES ; Description: A,8,5_2,4 Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn _ _ Status k-ft Side 4 Bot or Top 4 in^2 1n12 _ In^2 _ k-ft X-X,+1.20D+0.50Lr+1,60L+1.60H 7.30 +Z Bottom 0.3024 Min Temo% 0.310 - 14.836 OK X-X,+1.20D+0,50Lr+1,60L+1.60H 7.30 -Z Bottom 0.3024 Min Temo% 0.310 14,836 -OK X-X,+1.20D+1.60L+0.50S+1.60H 7.30 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X.+1,20D+1.60L+0.50S+1,60H 7.30 -Z Bottom 0,3024 Min Temp% 0.310 14.636 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 4.138 +Z Bottom 0,3024 Min Temp% 0.310 t4,836 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 4,138 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0,50W+1.60H 2.70 +Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.70 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1.20D+0.50L+1,60S+1,60H 4,138 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1,20D+0.50L+1,60S+1,60H 4,138 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1,20D+1.60S+0.50W+1,60H 2.70 +Z Bottom 03024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.70 -Z Bottom 0.3024 Min Temo% 0,310 14,836 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 4.138 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1,20D+0,50Lr+0.50L+W+1.60H 4,138 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1,20D+0,50L+0.50S+W+1,60H 4.138 +Z Bottom 0,3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 4,138 -Z Bottom 0.3024 Min Temo% 0,310 14.836 OK X-X, +1.20D+0,50L+0,20S+E+1.60H 4.138 +Z Bottom 0.3024 Min I emo% 0.310 14.836 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 4,138 -Z Bottom 0.3024 Min TemD% 0,310 14.836 OK X-X,+0.90D+W+0.90H 2.025 +Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X,+0.901)+W-4901-1 2.025 -Z Bottom 0.3024 Min TemD% 0,310 14,836 OK X-X.+0.90D+E+0.90H 2.025 +Z Bottom 0.3024 Min TemD% 0.310 14,836 OK X-X,+0,90D+E+0,90H 2,025 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.40D+1,60H 3.150 -X Bottom 0,3024 Min Temp% 0,310 14.836 OK Z-Z,+1.40D+1,60H 3.150 +X Bottom 0,3024 Min Temo% 0.310 14.836 OK Z-Z,+1.20D+0.50Lr+1.60L+1,60H 730 -X Bottom 0,3024 Min Temp% 0,310 14.836 OK Z-Z,+1.20D+0.50Lr+1,60L+1,60H 7.30 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1.60L+0,50S+1,60H 7.30 -X Bottom 0,3024 Min TemD% 0.310 14.836 OK Z-Z,+1,20D+1.60L+0,50S+1,60H 7.30 +X Bottom 0.3024 Min TemD% 0.310 14,836 OK Z-Z,+1.20D+1,60Lr+0,50L+1.60H 4.138 -X Bottom 0.3024 Min TemD% 0.310 14,836 OK Z-Z,+1.20D+1.60Lr+0,50L+1,60H 4.138 +X Bottom 0,3024 Min TemD% 0,310 14.836 OK Z-Z,+1,20D+1,60Lr+0.50W+1.60H 2.70 X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50W+1,60H 210 +X Bottom 0,3024 Min Temo% 0.310 14.836 `OK Z-Z,+1.20D+0.50L+1.60S+1.60H 4,138 -X Bottom 0.3024 Min Two% 0.310 14.836 OK Z-Z,+1.20D+0,50L+1.60S+1,60H 4.138 +X Bottom 0,3024 Min Temo% 0.310 14.836 OK Z-Z,+1,20D+1,60S+0.50W+1.60H 2.70 -X Bottom 0,3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+1,60S+0.50W+1,60H 2.70 +X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z,+1.20D+0.50Lr+0,50L+W+1.60H 4.138 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1.60H 4.138 +X Bottom 0.3024 Min Tema% 0.310 14,836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 4.138 -X Bottom 0,3024 Min TemD% 0.310 14.836 OK Z-Z,+1.200 r0.601-r 0.60E 1 W 11.6011 4.138 +X Bottom 0.3024 Min Teri iu% 0.310 14,03G OK Z-Z,+1.20D+0.50L+0.20S+E+1,60H 4.138 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0,20S+E+1.60H 4.138 +X Bottom 0,3024 Min TemD% 0.310 14,836 OK Z-Z,+0.90D+W+0,90H 2.025 -X Bottom 0.3024 Min TemD% 0,310 14.836 OK Z-Z,+0,90D+W+0,90H 2.025 +X Bottom 0.3024 Min TemD% 0.310 14,836 OK Z-Z,+0.90D+E+0,90H 2.025 -X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z,+0,90D+E+0.90H 2,025 +X Bottom 0.3024 Min Temo% 0,310 14.836 OK One Way Shear Load Combination... Vu -X Vu +X Vu @,Z Vu @+Z Vu:iVlU Phi Vn VuIPhi"Ve &t+" +1,40D+1.60H 12.727 osi 12.727 osi 12.727 Dsi 12.727 psi 12.727 psi 75 osi 0.1697 OK +1,20D+0.50Lr+1,60L+1,601-1 29.495 Dsi 29.495 Dsi 29,495osi 29,495Dsi 29.495 osi 75 osi 0.3933 OK +1,20D+1.60L+0.50S+1.60H 29,495 psi 29.495 Dsi 29.495 osi 29.495 osi 29.495 Dsi 75 Dsi 0,3933 OK +1,20D+1,60Lr+0.50L+1.60H 16.717 Dsi 16.717 osi 16.717 osi 16.717 psi 16.717 psi 75 osi 0.2229 OK +1,20D+1.60Lr+0.50W+1.60H 10.909 psi 10.909 psi 10,909 Dsi 10.909 Dsi 10.909 Dsi 75 Ds1 0.1455 OK +1,20D+0.50L+1,60S+1.60H 16.717 psi 16,717 Dsi 16.717 osi 16,717 psi 16.717 osi 75 Dsi 0,2229 OK +1.20D+1.60S+0.50W+1.60H 10,909 Dsi 10.909 osi 10.909 psi 10.909 osi 10,909 Dsi 75 Dsi 0.1455 OK +1,20D+0,50Lr+0.50L+W+1,60H 16.717 psi 16.717 psi 16,717 Dsi 16.717 osi 16.717 osi 75 Dsi 0.2229 OK +1.20D+0.50L+0.50S+W+1.60H 16.717 psi 16.717 osi 16.717 Dsi 16.717 psi 16,717 osi 75 Dsi 0.2229 OK +1,20D+0.50L+0,20S+E+1.60H 16,717 Dsi 16,717 Dsi 16.717 osi 16,717 psi 16.717 osi 75 psi 0.2229 OK +0,90D+W+0,90H 8.182 osi 8.182 osi 8,182 Dsi 8,182 osi 8.182 psi 75 Dsi 0,1091 OK +0.90D+E+0,90H 8,182 Dsi 8,182 Dsi 8,182 osi 8.182 Dsi 8,182 osi 75 Dsi 0.1091 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. MM i:4n. General Footing --Re=� CADOUME=na►�tonVU�ocu-i�NERCA-n�e.ec6 KW-0600813D 1-1consee:STRUCTURAL DESIGN ASSOCIATES Description A.B.5.2 A Punching Shear All units k Load Combination... Vu Phi"Vn Vu 1 Phi"Vn Status +1.40D+1.60H 49.231 psi150psi --�.-a—_� 0.3282 — T �OK ^' +120D+0.50Lr+1.60L+1,60H 114092 psi 1500si 0.7606 OK +1.20D+1.60L+0.50S+1,60H 114,092 psi 1501)si 0.7606 OK +1.20D+1,60Lr+0.50L+1.60H 64.665 psi 150psi 0.4311 OK +1.20D+1.60Lr+0.50W+1,60H 42.198 osi 1501)si 0.2813 OK +1.20D+0.50L+1.60S+1.60H 64.665 ost 1500si 0.4311 OK +120D+1.60S+0.50W+1.60H 42.198 osi 1500si 0.2813 OK +1.20D+0.50Lr+0.50L+W+1.60H 64.665 psi 1500si 0.4311 OK +1.20D+0.50L+0.50S-#W+1,60H 64.665 psi 150psi 0.4311 OK +1.20D+0.50L+0.20S+E+1.60H 64.665 psi 15005i 0.4311 OK +0.90D+W+0.90H 31.649 psi 1501)si 0.211 OK +0,90D+E+0.90H 31,649 psi 1500si 0.211 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID� using the"Settings"menu item Project Descr: and tlieu usiny llie"PI intiiiy& Title Block"selection. .`rlad 2 7F" dllu rVvft G®Herat Footing N kOOCUME-I*intonlMYDOCU-11ENERCA-11M&oc6 g ENERCALC,iNC 19032015.BuHd:G.i5.t2.9.Ver.6.025 i•00: DESIGN ASSOCIATE9 Description: J_3 _Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 � � Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. 0.40 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface - ft Min Steel%Bending Reinf. = Allowable pressure increase per fool of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below - ft Min.Overturning Safety Factor 1.0 1 Min.Sliding Safety Factor = 1.0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stahillty,mom&shear No Dimensions Width parallel to X-X Axis 4,0 ft Length parallel to Z-Z Axis = 4.0 ft Z Footing Thicknes 14.0 in I Pedestal dimensions.., X px;parallel to X-X Axis = In pz:parallel to Z-Z Axis - in Height = in M Rebar Centerline to Edge of Concrete... 1 70 at Bottom of footing = 3.0 in r - s Reinfominn Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 -----, Reinforcing Bar Siz1 = # 5 �.'�` ^L' --_- ____I `,?._� , •`M" BandvAdtb Distribution Check (AG)15.4.4.2) r - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a - Ap lip ed Loads --- — - --— - _ D_ Lr L S P:Column Load - �18.0 �M 23.0 k OB:Overburden = ksf M-xx - k-ft M-zz - k-ft V-x k V-z - k Title Block Line 1 Project Title: You can change this area En ineer: Prolecl ID: using the"Settings"menu item P ect Descr: and then using the"Printing& Title Block"selection. F eneral Footing ^T File=c 0CUME-1%DnbnWYD0W 11ENERCA-1VMec6 ENERCALC,INC.198}2055,auilA'S.15.12.9,VOItG.0.2 i i.41; o :�:. t • Description: J_3 DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,9107 Soil Bearing 2.732 ksf 3.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-fi No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4920 Z Flexure(+X) 7,30 k-ft 14.836 k-ft +1,20D+0.50Lr+1.60L+1,60H PASS 0.4920 Z Flexure(-X) 7,30 k-h 14.836 k-ft +1.20D+0.50Lr+1.60L+1,60H PASS 0,4920 X Flexure(+Z) 7.30 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4920 X Flexure(-Z) 7.30 k-ft 14.836 k-ft +1,20D+0.50Lr+1.60L+1,60H PASS 0.3933 1-way Shear(+X) 29.495 psi 75.0 psi +1,20D+0.50Lr+1,60L+1,60H PASS 0.3933 1-way Shear(-X) 29.495 psi 75.0 psi +1,20D+0.50Lr+1.60L+1.60H PASS 0.3933 1-way Shear(+Z) 29,495 psi 75.0 psi +1,20D+0.50Lr+1,60L+1.60H PASS 0.3933 1-way Shear(-Z) 29.495 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.7606 2-way Punching 114.092 psi 150.0 psi +1.20D+0.50Lr+1,60L+1,60H Detailed Results Soil BearingY_.___._- Rotation Axis& AiW*T Soil Bearing Stress Actual 1 Anowtble Load Combination... Gross Allowable Xecc Zecc Bottom,Z Top,+Z Left,-X Right,+X _Ratio X-X,+D+H 3.0 n/a 0.0 1,294 1.294 n/a nla 0,431 X-X,+D+L+H 3,0 nla 0.0 2.732 2,732 n/a n/a 0.911 X-X,+D+Lr+H 3.0 n/a 0.0 1,294 1.294 nla n/a 0.431 X-X,+D+S+H 3.0 n/a 0.0 1.294 1,294 n/a n/a 0A31 X-X,+D+0,750Lr+0,750L+H 3.0 n/a 0.0 2,372 2.372 n/a n/a 0.791 X-X,+D+0,750L+0.750S+H 3.0 n/a 0.0 2.372 2.372 n/a n/a 0,791 X-X,+D+0.60W+H 3,0 n/a 0,0 1.294 1.294 n/a n/a 0A31 X-X,+D+0.70E+H 3,0 n/a 0.0 1.294 1,294 n/a n/a 0.431 X-X,+D+0.750Lr+0.750L+0,450W+H 3-0 n/a 0.0 2,372 2.372 n/a n/a 0.791 X-X,+D+0,750L+0.750S+0,450W+H 3,0 n/a 0.0 2.372 2,372 n/a n/a 0,791 X-X,+D+0,750L+0.750S+0.5250E+H 3.0 n/a 0.0 2.372 2,372 n/a n/a 0.791 X-X,+0.60D+0.60W+0.60H 3,0 n/a 0.0 0,7765 0,7765 n/a n/a 0.259 X-X,+0.60D+0.70E+0,60H 3,0 n/a 0.0 0,7765 0.7765 n/a n/a 0.259 Z-Z,+D+H 3.0 0,0 nla n/a n/a 1,294 1,294 0,431 Z-Z.+D+L+H 3,0 0.0 n/a n/a n/a 2.732 2,732 0.911 Z-Z.+D+Lr+H 3,0 0,0 n/a n/a n/a 1.294 1.294 0.431 Z-Z.+D+S+H 3.0 0.0 n/a n/a n/a 1,294 1294 0,431 Z-Z.+D+0.750Lr+0,750L+H 3.0 0.0 n/a n/a n/a 2.372 2,372 0,791 Z-Z,+D+0,750L+0.750S+H 3.0 0.0 n/a n/a nla 2.372 2,372 0,791 Z-Z,+D+0.60W+H 10 0,0 n/a n/a n/a 1.294 1294 0,431 Z-Z,+D+0,70E+H 3.0 0.0 n/a n/a nla 1,294 1.294 0.431 Z-Z,+D+0,750Lr+0.750L+0,450W+H 3.0 0.0 n/a n/a n/a 2.372 2,372 0.791 Z-Z,+D+0.750L+0,750S-�0.450W+H 3.0 0.0 n/a n/a n/a 2.372 2.372 0,791 Z-Z,+D+0,750L+0.750S-45250E-+H 3.0 0.0 n/a n/a n/a 2.372 2.372 0.791 Z-Z,+0.60D+0.60W+0,60H 3.0 0.0 n/a nla nla 0,7765 0,7765 0.259 Z-Z,+0,60D+0,70E+0,60H 3,0 0,0 n/a n/a n/a 0,7765 0.7765 0,259 Overturning Stability Rotation Axis& Load Combination- -Overturning Moment � ResistinS Moment � StabilittRatlo Status 1 Footing Has NO Oveduming -� - - Sliding Stability All units k Force Application Axis --- - -�----- - ---� --- - -----_..___-._--_ _-- Load Combination... __ Slidino Force Resisting Force Sliding SefetyRado � SteRus Footing Has NO Sliding - Title Stock Line 1 Projeet TNIe'. You can change this area Egineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. General Footing -- Fd`e-�wOCUMF`I%ClinwW OOCU-i45ER -11 C4iy59:eca I. ENERCALC INC.1963.2015,Bd Id:8.16AZ9,Ver8.0.25 I Licensee:STRUC`TURAL DESIGN ASSOCIATES Description: J_3 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-h Side? Bot or Top InA2 In"2 in^2 k-ft X-X,+1.40D+1,60H 3,150 +Z Bottom 0,3024 Min Temp% 0,310 14,836 OK X-X,+1.40D+1,60H 3,150 -Z Bottom 0.3024 Min Temo% 0.310 14.836 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. General Footing F'e=�:wOcxJME-ItCrmlnmM,room-1,eNeRCA-nrasa�cs }, ENERGALC.INC.IgII-L 15,RWId:6 J512r9I VSC60, 5 1 5.. c : • Description: J_3 Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side 7 Bot or Top? in^2 ln12 _ _ in12_ k-ft X-X,+1.20D+0.50Lr+1.60L+1,60H 7,30 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+0.50Lr+1.60L+1,60H 7.30 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1,20D+1,60L+0,50S+1.60H 7.30 +Z Bottom 0.3024 Min Temp% 0,310 14.836 OK X-X,+1,20D+1.60L+0.50S+1.60H 7.30 -Z Bottom 0.3024 Min Temp% 0,310 14.836 OK X-X,+1.20D+1,60Lr+0.50L+1.60H 4,138 +Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 4.138 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.70 +Z Bottom 0.3024 Min Temp% 0.310 t4.836 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.70 -Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X,+1.20D+0.50L+1,60S+1,60H 4.138 +Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X,+1.20D+0.50L+1,60S+1.60H 4.138 -Z Bottom 0.3024 Min Temp% 0,310 14.836 OK X-X,+1.20D+1.60S+0,50W+1,60H 2.70 +Z Bottom 0.3024 Min Temo% 0,310 14.836 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.70 -Z Bottom 0,3024 Min Temp% 0,310 14,836 -OK X-X,+1,20D+0.50Lr+0,50L+W+1,60H 4.138 +Z Bottom 0,3024 Min Temo% 0.310 14.836 OK X-X,+1,20D+0.50Lr+0.50L+W+1,60H 4.138 -Z Bottom 0.3024 Min Temp% 0,310 14,836 OK X-X,+1,20D+0,50L-+0.50S+W+1,60H 4.138 +Z Bottom 0,3024 Min Temp% 0,310 14,836 OK X-X,+1.20D+0.50L+0.50S+W+1,60H 4.138 -Z Bottom 0.3024 Min Temp% 0,310 14.836 OK X-X,+120D+0,50L+0,20S+E+1,60H 4.138 +Z Bottom 0,3024 Min Temo% 0,310 14.836 OK X-X,+1.20D+0,50L+0.20S+E+1.60H 4.138 -Z Bottom 0,3024 Min Temp% 0.310 14.836 OK X-X,+0.90D+W+0.90H 2.025 +Z Bottom 0.3024 Min Temp% 0,310 14,836 OK X-X,+0.90D+W+0.90H 2.025 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+0,90D+E+0,90H 2.025 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+0.90D+E+0.90H 2.025 -Z Bottom 0.3024 Min Temp% 0,310 14.836 OK Z-Z,+1.40D+1.60H 3.150 -X Bottom 0.3024 Min Temp% 0,310 %836 OK Z-Z,+1.40D+1.60H 3,150 +X Bottom 0.3024 Min Temp% 0,310 14.836 OK Z-Z,+1.20D+0.50Lr+1.60L+1,60H 7.30 -X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 7.30 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60L+0.50S+1,60H 7.30 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1,60L+0.50S+1.60H 7.30 +X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z,+1,20D+1,60Lr+0,50L+1.60H 4,138 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1,20D+1.60Lr-450L+1.60H 4.138 +X Bottom 0,3024 Min Temp% 0.310 14,836 OK Z-Z.+1.20D+1,60Lr+0,50W+1.60H 2.70 -X Bottom 0.3024 Min Temo% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50W+1,60H 2.70 +X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0,50L+1.60S+1.60H 4,138 -X Bottom 0,3024 Min Temp% 0,310 14.836 OK Z-Z,+1.20D+0,50L+1.60S+1.60H 4.138 +X Bottom 0.3024 Min Temp% 0,310 14.836 OK Z-Z,+1.20D+1.60S+0.50W+1,60H 2.70 -X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z,+1,20D+1,60S+0.50W+1.60H 2.70 +X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z,+120D+0,50Lr+0.50L+W+1,60H 4.138 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 4.138 +X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 4.138 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 4.138 +X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z,+120D+0.50L+020S+E+1,60H 4.138 -X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z,+1,20D+0,50L+0,20S+E+1,60H 4.138 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+0,90D+W+0,90H 2.025 -X Bottom 0,3024 Min Temp% 0,310 14.836 OK Z-Z,+0,900+W+0,90H 2,025 +X Bottom 0.3024 Min Temp% 0.310 14,836 OK Z-Z,-490D+E+0.90H 2.025 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+0.90D+E+0.90H 2,025 +X Bottom 0.3024 Min Temo% 0,310 14.836 OK One Way Shear Load Combination... VU -X --Vu +% Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi•Vn Status 12 +1.40D+1.60H 12,727 psi V ,727 psi 12.727 psi 12,727 psi 12.727 psi 75 psi 0.1697 OK +1,20D+0.50Lr+1.60L+1.60H 29,495 psi 29,495 Dsi 29,495 psi 29.495 psi 29,495 psi 75 psi 0,3933 OK +120D+1.60L+0,50S+1.60H 29,495 psi 29,495 psi 29.495 psi 29.495 Dsi 29.495 psi 75 psi 0.3933 OK +1.20D+1.60Lr+0.50L+1.60H 16,717 Dsi 16.717 Dsi 16.717 psi 16.717 Dsi 16,717 Dsi 75 psi 0.2229 OK +1.20D+1.60Lr+0.50W+1.60H 10,909 psi 10.909 psi 10.909 Dsi 10,909 psi 10.909 psi 75 psi 0.1455 OK +1.20D+0.50L+1,60S+1.60H 16,717 Dsi 16,717 Dsi 16.717 psi 16.717 psi 16.717 psi 75 Dsi 02229 OK +1.20D+1.60S+0.50W+1.60H 10.909 psi 10.909 psi 10,909 psi 10,909 psi 10.909 psi 75 psi 0.1455 OK +1,20D+0,50Lr+0.50L+W+1,60H 16.717 Dsi 16,717 Dsi 16,717 Dsi 16.717 psi 16.717 Dsi 75 Dsi 0.2229 OK +1.200+0.50L-tO.50S+W+1.60H 16,717 psi 16.717 psi 16.717 Dsi 16.717 psi 16.717 Dsi 75 Dsi 0.2229 OK +1.20D+0.50L+0.20S+E+1.60H 16,717 psi 16.717 psi 16.717 Dsi 16.717 Dsi 16,717 Psi 75 psi 0.2229 OK +0.90D+W+0,90H 8,182 psi 8.182 Psi 8.182 psi 8,182 Psi 8.182 Dsi 75 Psi 0,1091 OK +0,90D+E+0,90H 8.182 Dsi 8,182 psi 8,182 Psi 8.182 Dsi 8.182 Dsi 75 Psi 0.1091 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descc and then using the"Printing& Title Block"selection. General Footing — - -F = �ocUME-1tCtMlpeUlYp000-111cNER6A-nrne«s ENERCALC.INC,1902015,W16:6.15.129.Vor.6.0.25 Descnphon J 3 PunchlnQ Shear— All units k Load Combinatbn... _ _ Vu Pht•Vn Vu I Phi'Vn _ Status +1,400+160H 49,231 nsi 150DsIV 0.3282 OK +1.20D+0.50Lr+1.60L+1.60H 114.092 nsi 1500si 0.7606 OK +1.20D+1.60L+0,50S+1,60H 114.092 nsi 150osi 0.7606 OK +1.20D+1.60Lr+0,50L+1.60H 64.665 osi 150osi 0.4311 OK +1.20D+1.60Lr+0.50W+1.60H 42.198 osi 1500si 0.2813 OK +1.20D+0.50L+1.60S+1.60H 64.665 osi 1500si 0.4311 OK +1.20D+1,60S+0,50W+1.60H 42.198 psi 1500si 0.2813 OK +1.20D+0,50Lr+0,50L+W+1,60H 64,665 Dsi 150osi 0.4311 OK +1.20D+0.50L+0.50S+W+1.60H 64.665 nsi 1501)si 0.4311 OK +1.200+0.50L+0.20S+E+1,60H 64.665 osi 150osi 0.4311 OK +0.90D+W+0,90H 31.649 osi 15008i 0.211 OK +0.90D+E+0.90H 31.649 nsi 150Dsi 0,211 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. General Footing FQeec.06o(i E=1'A>nWWYWU 11ENEaCA-t;7s5s«6 ENErtCALC,INC IrJA3.2015,nu114:C,15.129,Vec6.o25 KW-06008130 Licensee-.STRUCTURAL DE31ON - • DeScripriorr 8.5.E 3 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength - 2.50 ksi Allowable Soil Bearing 3.0 ksf fy:Rebar Yield = 60.0 kst Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = It Min Steel /o Bending Reinf. Allowable pressure increase per foot of depth ksf Min Allow%Temp Reinf, 0,00180 when footing base is below - ft Min.Overturning Safety Factor 1.0 :1 Min.Sliding Safety Factor 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater Char ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis - 7.0 ft T T Length parallel to Z-Z Axis - 7.0 ft f Footing Thicknes _ 26.0 in l Pedestal dimensions.,. px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in ) r T Rebar Centerline to Edge of Concrete.., at Bottom of footing = 3.0 in ar i � Reinforcing -- — - rO -- • Bars parallel to X-X Axis Number of Bars = 9.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 9.0 Reinforcing Bar SizE _ # 6 ; { BandWdth Distribution Check (ACI 15.4.4.2) �- --wx �«.,,.,► _ —___,; _ `'`�'' Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a - Ap_plied Loads _ - --- -Lr _ L 5� W - E - -----W P:Column Load = 18.0 23.0 14.0 34.0 k OB:Overburden = ksf M-Xx k-ft M-zz - k-ft V-x = k V-z 10.0 59.0 k Title Block Line f Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing Title Block"selection. General Footingfda iDC)CUIVTE-I%CiinronWYDOCU-HENERCA-•117958*c6 f:Nr.RCAW,INC 19832015,Ouil 61512.9.Vr rG.0 25 0.0i: eASSOCIATES Description: R5,E_3 DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9413 Soil Bearing 2,824 ksf 3.0 ksf -460D470E+0.601-11 about X-X axis PASS 1,715 Overturning-X-X 89.483 k-ft 153,428 k-ft +0.60D+0.70E+R60H PASS nla Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1475 Z Flexure(+X) 8,388 k-ft 56,857 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1475 Z Flexure(-X) 6,388 k-ft 56.857 k-ft +1,20D+0,50L+0.205+E+1,60H PASS 0.3121 X Flexure(+Z) 17.747 k-ft 56.857 k-ft +1,20D+0.50L+0.205+E+1.60H PASS 0.1284 X Flexure(-Z) 7.30 k-ft 56.857 k-ft +1,20D+0.50Lr+1,601_+1.60H PASS 0,1081 1-way Shear(+X) 8.104 psi 75,0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1081 1-way Shear(-X) 8.104 psi 75.0 psi +1.20D+0.50L+0.20S+E+1,6011 PASS 0,2473 1-way Shear(+Z) 18.548 psi 75.0 psi +1_20D+0.50L+0.20S+E+1,60H PASS 0.09404 1-way Shear(-Z) 7.053 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1069 2-way Punching 29.530 psi 150,0 psi +1.20D+0.50L+0.205+E+1.60H Detailed Results Soil Bearing _ Rotation Axis& Actual Soil Bearing Stress Actual I Allowable _ Load Combination... Gross Allowable Xecc Zecc Bottom, Z Top,+Z _- Lett, X Right,+X ReUo X-X,+D+H - _- - _ 3,0 n/a �f0.0 0,6815 0.6815 n/a n/a 0.227 X-X,+D+L+H 3.0 nla 0.0 1.151 1.151 nla nla 0,364 X-X,+D+Lr+H 3.0 n/a 0.0 0.6815 0.6815 n/a n/a 0.227 X-X,+D+S+N 3.0 n/a 0.0 0.6815 0.6615 n/a n/a 0.227 X-X,+D+0,750Lr+0.750L+H 3,0 n/a 0.0 1.034 1.034 n/a n/a 0 345 X-X.+D+0.750L+0.750S+H 3.0 n/a 0.0 1.034 1.034 Na n/a 0 345 X-X,+D-460W+H 3.0 n/a 3.733 0.6293 1,077 n/a n/a 0.359 X-X,+D+0.70E+H H n/a 18.775 0,0 2.786 n/a n/a 0.929 X-X,+D+0,750Lr+0,750L+0.450W+H 3.0 n/a 2.055 0.9944 1.330 n/a n/a 0.443 X-X.+D+0.750L+0.7505+0.450W+H 3,0 n/a 2.055 0.9944 1.330 nla nla 0.443 X-X,+D+0.750L+0,750S+0,5250E+H 3,0 n/a 11,758 0.2434 2.552 nla nla 0.851 X-X.+0.60D+0,60W+0,60H 3.0 n/a 5.486 0.3567 0,8040 n/a n/a 0,268 X-X.+0,600-F0.70E+0.60H 3.0 n/a 24,496 0.0 2.824 n/a nla 0,941 Z-Z,+D+H 3,0 0.0 n/a n/a n/a 0.6815 0,6815 0.227 Z-Z,+D+L+H 3.0 0.0 nla nla nla 1.151 1,151 0-384 Z-Z,+D+Lr+H 3.0 0.0 nla n/a n/a 0,6815 0.6815 0.227 Z-Z,+D+S+H 10 0,0 n/a n/a n/a O,R815 0.6815 O"7 Z-Z,+D+0,750Lr+0.750L+H 3.0 0.0 n/a n/a n/a 1,034 1,034 0.345 Z-Z,+D+0.750L+0.750S+H 3.0 0.0 nla nla n/a 1.034 1.034 0345 Z-Z,+D+0.60W+H 3.0 0.0 n/a n/a n/a 0.8529 0.8529 0.284 Z-Z,+0+0.70E+H 3.0 0.0 n/a n/a n/a 1.167 1,167 0,389 Z-Z,+D+0,750Lr+0.750L+0.450W+H 3.0 0.0 n/a n/a n/a 1.162 1.162 0,387 Z-Z,+D+0750L+0.750S+0.450W+H 3.0 0.0 nla n/a n/a 1.162 1.162 0387 Z-Z,+D+0.750L+0.750S+0.5250E+H 3.0 0,0 n/a n/a nla 1.398 1.398 0.466 Z-Z,460D46OW+0.601-11 3.0 0,0 n/a nla n/a 0.5803 0.5803 0.193 Z-Z,+0.60D+0.70E+0,60H 3.0 0.0 n/a n/a n/a 0.8946 0.8946 0.296 Overturning Stability Rotation Axis& Load Combination... Overturns Moment _ Resisting Moment Stability Ratio Status X-X,+p+H _ None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinitv OK X-X,+D+S+H None 0.0 k-ft Infinitv OK X-X,+D+0,750Lr+0.750L+H None 0.0 k-f1 Infinitv OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinitv OK X-X,+D+0.60W+H 13.0 k-ft 146.280 k-fi 11.252 OK X-X,+D+0,70E+H 89.483 k-ft 200.180 k-ft 2,237 OK X-X,+0+0.750Lr+0.750L+0.450W+H 9,750 k-ft 199.305 k-ft 20.442 OK X-X,+D+0,750L+0.750S+0,450W+H 9.750 k-ft 199.305 k-ft 20.442 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr. and then using the"Printing& Title Block"selection. General FootingFile=ciDOCUME-i1C1intonNYD000-11ENERCA-117958.ec6 ENF.RCAM INC.128U2015,OuIW:915.12.9,Ver6.0.25 �,ii: iASSOCIATES Descrfption Overturning Stability Rotation Axis&. - Load Combination, Ovatumilny Moment Resisting Moment Stabili Ratio _ Status X-X,+D+0.750L+0.750S+0.5250E+H 67.113 k-ft 239,730 k-ft 3.572 OK X-X,+0.60D40,60W+0,60H 13.0 k-ft 99.528 k-ft 7.656 OK X-X,+0,60D+0.70E+0.60H 89,483 k-ft 153,428 k-ft 1.715 OK Z-Z,+D+H None 0.0 k-ft Infinity OK Z-Z,+D+L+H None 0.0 k-ft Infinity OK Z-Z,+D+Lr+H None 0.0 k-ft Infinity OK Z-Z,+D+S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.75OLr+0.750L+H None 0.0 k-ft Infinity OK Z-Z,+D+0,750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z,+D+0.6DW+H None 0.0 k-ft Infinity OK Z-Z,+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0,750L+0,450W+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0,60W+0.60H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn v Status 01 Side? Botor Top? in^2 in12 102 k-ft X-X,+1.40D+1.60H 3.150 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X.+1.40D+1,60H 3.150 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1,20D+0.50Lr+1,60L+1,60H 7.30 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50Lr+1.60L+1,60H 7.30 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1,20D+1.60L+0.50S+1.60H 7.30 +Z Bottom 0.5616 Min Temp% 0,5657 56.857 OK X-X,+1.20D+1,60L+0.50S+1.60H 7.30 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1,20D+1.60Lr+0.50L+1.60H 4.138 +Z Bottom 0.5616 Min Temo% 0.5657 56,857 OK X-X,+1,20D+1,60Lr+0.50L+1.60H 4.138 -Z Bottom 0.5616 Min Temp% 0.5657 56.657 OK X-X,+1.20D+1.60Lr+0.50W+1,60H 4.349 +Z Bottom 0,5616 Min Temp% 0.5657 56,857 OK X-X,+1.20D+1.60Lr+0,50W+1.60H 2.801 -Z Bottom 0.5616 Min Temp% 0,5657 56.857 OK X-X,+1.20D+0.50L+1.60S+1,60H 4,138 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D-450L+1,60S+1,60H 4.138 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1,20D+1,60S+0.50W+1,60H 4,349 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.801 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1,20D450Lr+0,50L+W+1,60H 7.435 +Z Bottom 0.5616 Min Temp% 0.5657 56,857 OK X-X,+1,20D+0.5OLr+0.50L+W+1.60H 4.340 -Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 7.435 +Z Bottorn 0.5616 Min TemD% 0.5657 56,857 OK X-X,+1,20D+0.50L+0,50S+W+1.60H 4.340 -Z Bottom 0,5616 Min Temo% 0.5657 56.857 OK X-X,+1,20D+0,50L+D,20S+E+1.60H 17.747 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+1.20D+0,50L+0.20S+E+1.60H 0,5122 -Z Tap 0.5616 Min Temo% 0.5657 56.857 OK X-X.+0.901D+W+0.90H 5.322 +Z Bottom 0,5616 Min Temp% 0.5657 56.857 OK X-X,+0,90D+W+0.90H 2.228 -Z Bottom 0.5616 Min Temp% 0,5657 56.857 OK X-X,+0,90D+E+0.90H 16.682 +Z Bottom 0.5616 Min Temp% 0.5657 56.857 OK X-X,+0,90D+E+0.90H 1.576 -Z Top 0,5616 Min Temp% 0.5657 56.857 OK Z-Z,+1,40+1,601-1 3.150 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.40D+1.60H 3,150 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1.20D+0,5OLr+1,60L+1,60H 7.30 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+1,20D+0.50Lr+1.60L+1,60H 730 +X Bottom 0.5616 Min Temo% 0,5657 56,857 OK Z-Z,+1.20D+1,60L+0.50S+1.60H 7,30 -X Bottom 0.5616 Min TemD% 0.5657 56,857 OK Z-Z,+1.20D+1,60L+0,50S+1.60H 7.30 +X Bottom 0,5616 Min TemD% 0.5657 56.857 OK Z-Z,+1.200+1.601-r-450L+1.601-1 4,138 -X Bottom 0.5616 Min Temo% 0.5657 56.857 OK Z-Z,+1.20D+1.60Lr+0.50L+1,60H 4.138 +X Bottom 0.5616 Min Temp% 0,5657 56.857 OK Z-Z,+1.20D+1.6DLr+0.50W+1.60H 3.575 -X Bottom 0.5616 Min Temp% 0,5657 56.857 OK Z-Z.+1.20D+1,60Lr+0.50W+1.60H 3,575 +X Bottom 0.5616 Min Temp% 0,5657 56.857 OK Z-Z,+1.20D+0.50L+1,60S+1.60H 4.138 -X Bottom 0.5616 Min Temo% 0,5657 56.857 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 4.138 +X Bottom 0.5616 Min TemD% 0,5657 56.857 OK Z-Z,+1.20D+1.60S+0.50W+1,60H 3.575 -X Bottom 0.5616 Min Temo% 0,5667 56.857 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 3.575 +X Bottom 0,5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 5,888 -X Bottom 0,5616 Min Temo% 0.5657 55,857 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1,60H 5,888 +X Bottom 0.5616 Min Temo% 0.5657 56.857 OK Z-Z,+1.20D+0,50L+0.50S+W+1,60H 5,888 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 5.888 +X Bottom 0.5616 Min Temp% 0,5657 56.857 OK Z-Z,+1.20D+0,50L+0.20S+E+1,60H 8,388 -X Bottom 0,5616 Min Temp% 0.5657 56.857 OK Title Block Line 1 Project Title: You can change this area En ineer: Project ID: using the"Settings"menu item t Descr. and then using the"Printing& Title Block"selection. +��Mn.i711cr.Nlu iSNA� General FootingFile= WCUME-11Clinton1MY000U-RWNERCA-117959.ec8 ENERCALC INC.1993.2015,U101:6.15.12.9.Vor.6.0.26 Description- 6 5 C 3 Footing Flexure Flexure Axis&Load Combination Mu Which Tension As Req'd Gvrn.As Actual As Phl•Mn Status k-ft Side? Bot or Top 7 inA2 inA2 in"2 _k-ft Z-Z,+1,20D+0.50L+0.20S+E+1.60H 8.388 +X Bottom 0.5616 Min Temo% 0.5657 56.857 OK Z-Z,+0.90D+W+0,90H 3.775 -X Bottom 0.5616 Min Temp% U657 56.857 OK Z-Z.+0,90D+W-490H 3.775 +X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z.40.90D+E+0.9011 6.275 -X Bottom 0.5616 Min Temp% 0.5657 56.857 OK Z-Z,+0.90D+E+0.90H 6.275 +X Bottom 0.5616 Min Two% 0,5657 56.857 OK One Way Shear Load Combination... _ Vu a X Vu @+X Vu @-Z - V_u�+Z Vu:Max Phi Vn Vu 1 Phl"Vn Status +1,40D+1.60H 3.043 psi 3.043 osi 3.043 psi 3,043 psi 3.043 psi 75 psi 0.04058 OK +1.20D+0.50Lr+1.60L+1.60H 7.053 psi 7.053 psi 7.053 psi 7.053 osi 7.053 psi 75 psi 0.09404 OK +1.20D+1.60L+0,505+1.60H 7,053 psi 7.053 Dsi 7.053 psi 7.053 Dsi 7.053 osi 75 osi 0.09404 OK +1.20D+1.60Lr+0.50L+1.60H 3.998 osi 3.998 osi 3.998 osi 3.998 nsi 3.998 osi 75 osi 0.0533 OK +1.20D+1.60Lr+0.50W+1.60H 3.454 psi 3.454 osi 2.594 osi 4.314 psi 4.314 osi 75 osi 0,05752 OK +1.20D+0.50L+1.60S+1.60H 3.998 osi 3.998 psi 3.998 osi 3.998 osi 3.998 osi 75 osi 0.0533 OK +1.20D+1,60S+0.50W+1.60H 3.454 osi 3.454 osi 2.594 osi 4.314 osi 4.314 osi 75 psi 0,05752 OK +1.20D+0,50Lr+0.50L+W+1.60H 5.688 osi 5.688 osi 3,969 osi 7.408 osi 7.408 osi 75 osi 0.09877 OK +1.20D+0.50L+0.50S+W+1.60H 5.688 psi 5.688 psi 3.969 osi 7.408 nsi 7.408 osi 75 osi 0.09877 OK +1.20D+0,50L+0.20S+E+1.60H 8.104 Dsi 8.104 osi 1.714 osi 18.548 psi 18.548 osi 75 psi 0.2473 OK +0.90D+W+0.90H 3.647 Dsi 3.647 psi 1.928 osi 5.367 psi 5.367 osi 75 psi 0.07166 OK +0.90D+E+0.90H 6.063 psi 6,063 Dsi 1.673 Dsi 17,983 Dsi 17,983 Dsi 75 nsi 0.2398 0K Punching Shear All units k Load ombination.,, i_ _ Vu _ _P_hi Vn Vu I Phi_Vn __ �. ��. Status_ +1.40D+1.60H 11.062 osi 150osi 0.07375 V OK +1,20D+0.50Lr+1,60L+1.60H 25.637 psi 150osf 0.1709 OK +1.20D+1.60L+0,50S+1.60H 25.637 psi 1500s1 0,1709 OK +1.20D+1.60Lr+0.50L+1.60H 14.53 psi 150osi 0.09687 OK +1,20D+1.60Lr+0,50W+1.60H 12.555 psi 15016 0,0837 OK +1.20D+0.50L+1.60S+1.60H 14,53 osi 150osi 0,09687 OK +1.20D+1.605+0.50W+1.60H 12.555 psi 1500si 0,0837 OK +1.20D+0.50Lr+0,50L+W+1.60H 2O.676 psi 1500 0.1378 OK +1.20D+0,50L+0.50S+W+1.60H 2O.676 osi 1500st 0.1378 OK +1.20D+0.50L+0.20S+E+1.60H 29.53 osi 150osi 0.1969 OK +0.90D+W+0.90H 13.257 osi 150oss 0.08838 OK +0.90D+E+0.90H 22.689 osi 150psi 0.1613 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, I General Footing file- 1Im0LJME-11ClrgmWY000U-11ENERCA-11/958.ec6� ENWALC.INC.19812015.aeild:6.15.12.9.Ver•,6.0.25 Description: J9_t,3 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 _- Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 kst Allowable Soil Bearing = 3.0 ksf fy Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight No Ec:Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance(for Sliding) - 350.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff, = 0.40 cp Values Flexure = 0.90 Shear = 0,750 Increases based on footingg Depth Analysis Settings Footing base depth below soil surface ft Min Steel o%Bending Reinf. Allowable pressure increase per foot of depth - ksf Min Allow /p Temp Reinf, = 0.00180 when fooling base is below - ft Min.Overturning Safety Factor 1.0 1 Min.Sliding Safety Factor 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis - 4.0 ft Length parallel to Z-Z Axis a 4.0 ft Z Footing Thicknes = 14,0 in a -- I i I Pedestal dimensions,.. '! --' �-- X px:parallel to X-X Axis - in i pz parallel to Z-Z Axis = in Height - in m Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in n Reinforcing a" Bars parallel to X-X Axis Number of Bars - 4 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4 Reinforcing Bar Sizt = # 5 1 , ,� .• �.Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W H P:Column Load _ B.O��. 3,0 --_---__---12.0 -..--- - k---- OB:Overburden - ksf M-xx - k`ft M-zz = k-ft V-x = 3,0 1-0 14,0 k V-z _ k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using ihP"Printing R, Title Block"selection, General Footing - He=c.`°txuM�''is"�o'�""°oc"`'1�NeRc"-"'s�e�s 1. ENERCALC,INC i%3.2015,Buikl:6.15.12.9.Vec6.0.25 Lie.0:KW.06008130 Licensee :STRUCTURAL DESIGN ASSOCIATES Description: J.9_13 DESIGN SUMMARY Min.Ratio Item v Applied Capacity Governing Load Combination PASS 0.8633 Soil Bearing 2.590 ksf 3.0 ksf +D+0,70E+H about Z Z axis PASS n/a Overturning-X-X 0,0 k-ft 0.0 k-ft No Overturning PASS 2.191 Overturning-Z-Z 13.533 k-ft 29,648 k-ft +0.60D+0.70E+0,60H FAIL 0,5112 Sliding-X-X 11.60 k 5.930 k +0.60D+0.70E+0B0H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3749 Z Flexure(+X) 5.562 k-ft 14.636 k-ft +1200+0,50L+0.20S+E+1,60H PASS 0,07023 Z Flexure(-X) 1,042 k-ft 14.836 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1046 X Flexure(+Z) 2.888 k-ft 14.836 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.1946 X Flexure(-Z) 2,888 k-ft 14.836 k-ft +1,20D+0.50L+0.20S+E+1.60H PASS 0,1556 1-way Shear(+X) 11.667 psi 75.0 psi +120D+0.50L+0.20S+E+1,60H PASS 0.1556 1-way Shear(-X) 11,667 psi 76.0 psi +120D+0,50L+020S+E+1,60H PASS 0.1556 1-way Shear(+Z) 11,667 psi 75.0 psi +1,20D+0.50L+020S+E+1.60H PASS 0.1556 1-way Shear(-Z) 11.667 psi 75.0 psi +1,20D+0,50L+020S+E+1,60H PASS 0.3011 2-way Punching 45,166 psi 150.0 psi +1.20D+0,50L+020S+E+1,60H Detailed Results Soil Bearing Rotation Axis& Aotuei Soflsee ng�btMs Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Tod,+Z Left,-X Right,+X Ratio X-X,+D+H 3.0 n/a 0.0 0.6692 0,6692 n/a n/a 0,223 X-X,+D+L+H 3.0 n/a 0.0 0.8567 0.8567 n/a n/a 0.286 X-X,+D+Lr+H 3.0 nla 0.0 0.6692 0.6692 n/a nla 0.223 X-X,+D+S+H 3,0 n/a 0.0 0.6692 0.6692 n/a n/a 0.223 X-X.+D+0,750Lr+0.750L+H 3.0 n/a 0.0 0.8098 0.8098 n/a nla 0,270 X-X,+D+0,750L+0.750S+H 3.0 n/a 0.0 0,8098 0,8098 n/a n/a 0.270 X-X,+D+0,60W+H 3.0 n/a 0.0 0.6692 0,6692 nla n/a 0.223 X-X,+D+0.70E+H 3.0 n/a 0,0 1.194 1.194 No n/a 0.398 X-X.+D+0.750Lr+0.750L+0.450W+H 3.0 n/a 0,0 0.8098 0.8098 nla n/a 0.270 X-X.+D+0.750L+0.750S+0.450W+H 3.0 n/a 0.0 0.8098 0,8098 nla nla 0,270 X-X,+D+0,750L+0.750S+0.5250E+H 3.0 n/a 0.0 1204 1,204 n/a n/a 0.401 X-X,+0.60D+0,60W+0,60H 3.0 n/a 0.0 0.4015 0A015 n/a nla 0134 X-X,+0,60D+0.70E+0.60H 3.0 n/a 0.0 0.9265 0.9265 n/a n/a 0,309 Z-Z,+D+H 3.0 3,923 n/a n/a n/a 0.3465 0.9918 0,331 Z-Z,+D+L+H 3.0 4,086 n/a n/a nla 0,4265 1,287 0.429 Z-Z,+D+Lr+H 3.0 3.923 n/a n/a n/a 0.3465 0,9918 0.331 Z Z, D,S,H 3.0 3.923 n/a n/a nla 0.3465 0.9918 0.331 Z-Z,4D40,750Lr+0.750L+H 3.0 4.Ub2 nla n/a n/a UAU6b 1.213 U.404 Z-Z,+D+0.750L+0,750S+H 3.0 4,052 n/a n/a n/a 0.4065 1.213 0,404 Z-Z,+D+0.60W+H 3.0 3.923 n/a n/a n/a 0.3465 0.9918 0.331 Z-Z,+D+0.70E+H 3.0 9.379 n/a n/a n/a 0.0 2.590 0.863 Z-Z.+D+0.750Lr+0.750L+0.450W+H 3.0 4.052 n/a n/a n/a 0,4065 1 213 0,404 Z-Z,+D+0.750L+0.750S+0,450W+H 3.0 4.052 n/a n/a n/a 0,4065 1,213 0.404 Z-Z,+D+0,750L+0,750S+0,5250E+H 3.0 8.070 n/a nla n/a 0.009622 2,397 0,799 Z-Z.+0.60D+0,60W+0.60H 3.0 3.923 n/a n/a n/a 0.2079 0.5951 0.198 Z-Z,+0,60D+0.70E+0.60H 3,0 10,956 n/a n/a n/a 0.0 2.250 0.750 Overturning Stability !Load Combination... _ Overturning Moment Resletin Moment Stability Ratio _ Status X-X,+D+H None 0.0 k-ft Infinity OK X-X,+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k4t Infinity OK X-X,+D+0.750Lr+0,750L+H None 0.0 k-ft Infinity OK X-X.+D+0,750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0,60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0,750L+0.450W+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0,750S+0 450W+H None 0.0 k-ft Infinity OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. P.0",:1,ifpC;Ulll P1?F91 General Footingnle=v.V CUME-tkaetmWYDocu-IEKRCA-1%795.ecs FNERCALC.INC 1983-2U15,Ht K6,15.12.9.Vor.6.e 25 rcrl: � ► • Description: J.9_1,3 Overturning Stability Rotation Axis✓t Load_Combination... Overturning Moment Resieti_q Moment WW!q Ratio-- Status X-X,+D+0,750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X.+0.60D+0,70E+0,60H None 0.0 k-ft Infinity OK Z-Z+D+H 3.50 k-ft 21.413 k-ft 6.118 OK Z-Z,+D+L+H 4.667 k-ft 27,413 k-ft 5.874 OK Z-Z,+D+Lr+H 3.50 k-ft 21,413 k-ft 6.118 OK Z-Z,+D+S+H 3.50 k-ft 21.413 k-ft 6.118 OK. Z-Z,+D+0,750Lr+0.750L+H 4.375 k-ft 25.913 k-ft 5.923 OK Z-Z,+D+0.750L+0.750S+H 4.375 k-ft 25.913 k-ft 5.923 OK Z-Z,+D+0,60W+H 3.50 k-ft 21,413 k-ft 6.118 OK Z-Z,+D+0.70E+H 14.933 k-ft 38.213 k-ft 2.559 OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 4.375 k-ft 25.913 k-ft 5.923 OK Z-Z,+D+0.750L+0.750S+0,450W+H 4,375 k-ft 25.913 k-ft 5.923 OK Z-Z,+D+0,750L+0.750S-45250E+H 12.950 k-ft 38.513 k-ft 2.974 OK Z-Z+0,60D+0.60W+0.60H 2.10 k-ft 12.848 k-ft 6.118 OK Z-Z,+0.60D+0.70E+0.60H 13.533 k-ft 29.648 k-ft 2.191 OK Sliding Stability All units k Force Application Axis Load Combination... S I 1#q Force Resisting Force Sliding SafetyRado $tr; -- X-X,+D+H 3.0 k 4.283 k 1,428 OK X-X,+D+L+H 4.0 k 5,483 k 1.371 OK X-X,+D+Lr+H 3.0 k 4.283 k 1.428 OK X-X,+D+S+H 3.0 k 4,283 k 1.428 OK X-X,+D+0.750Lr+0.750L+H 3.750 k 5,183 k 1,382 OK X-X,+D+0,750L+0,750S+H 3.750 k 5,183 k 1.382 OK X-X,+D+0.60W+H 3.0 k 4.283 k 1.428 OK X-X,+D+0.70E+H 12.80 k 7,643 k 0.5971 No Good! X-X,+D+0.750Lr+0,750L+0,450W+H 3,750 k 5.183 k 1,382 OK X-X,+D+0.750L+0,750S+0.450W+H 3,750 k 5.183 k 1.382 OK X-X,+D-4750L+0.750S+0.5250E+H 11.10 k 7.703 k 0.6939 No Good! X-X,+0,60D+0.60W+0,60H 1.80 k 2.570 k 1.428 OK X-X,+0.60D+0.70E+0.60H 11,60 k 5,930 k 0,5112 No Good! Z-Z,+D+H 0.0 k 4,283 k No Sliding OK Z-Z,+D+L+H 0,0 k 5.483 k No Slidina OK Z-Z,+D+Lr+H ---OD k- - - - - - - -4..283k- - No Slidina--- ---OK Z-Z,+D+S+H 0.0 k 4.283 k No Slidino OK Z-Z,+D+0,750Lr+0.750L+H 0.0 k 5.183 k No Slidina OK Z-Z,+D+0,750L+0.750S+H 0,0 k 5.183 k No Slidina OK Z-Z+D+0.750L+0.750S+0.450W+H 0,0 k 6.183 k No Sliding OK Z-Z.+D+0.750L+0.750S+0.5250E+H 0.0 k 7.703 k No Slidina OK Z-Z.+0.60D+0.60W+0.60H 0.0 k 2.570 k No Sliding OK Z-Z.-460D+0.70E+0.60H 0.0 k 5.930 k No Slidina OK Z-Z•+D+0.60W+H 0.0 k 4.283 k No Slidina OK Z-Z,+0+0.70E+H 0.0 k 7.643 k No Slidina OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 0.0 k 5.183 k No Slidina OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As ^�Phl'Mn Status -- - - k-ft Side? Bot or Top? InA2 -� inA2 --in'12 - k-k - X-X,+1.40D+1.60H 1.40 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1.40D+1.60H 1.40 -Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 1.80 +Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X,+1,20D+0,50Lr+1,60L+1.60H 1.80 -Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X.+1.20D+1,60L+0.50S+1.60H 1.80 +Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X,+1,20D+1.60L+0.50S+1,60H 1.80 -Z Bottom 0.3024 Min TemD% 0,310 14.836 OK X-X,+1.20D+1,60Lr+0.50L+1.60H 1.388 +Z Bottom 0,3024 Min Temp% 0.310 14.836 OK X-X,+1,20D+1,6OLr+0.50L+1.60H 1.388 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+1,20D+1,60Lr+0,50W+1,60H 1.20 +Z Bottom 0,3024 Min TemD% 0.310 14,836 OK X-X,+1.20D+1,60Lr+0.50W+1.60H 1.20 -Z Bottom 0.3024 Min TemD% 0,310 14.836 OK X-X,+1.20D+0.50L+1,60S+1.60H 1.388 +Z Bottom 03024 Min TemD% 0.310 14.836 OK X-X,+1,20D+0.50L+1,60S+1.60H 1,388 -Z Bottom 0.3024 Min TemD% 0.310 14,836 OK X-X.+1.20D+1.60S-450W+1.60H 1.20 +Z Bottom 0.3024 Min TemD% 0,310 14.836 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, General Footingrile=ct000UME-ltpinlonLMYDOCU-11ENERCA-117958.ocG - r FNERCALC,INC.1902015,130d 6.15129,Vec8.025• KW.06008130 LicenseeDESIGN Description. 19_1,3 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi"Mn Status k-ft Side? Bot or Top? in"2 in62 _ inA2 k-ft X-X,+1.20D+1,60S+0.50W+1.60H 1.20 -Z Bottom 0.3024 Min Temo% 0.310 14.836 OK X-X,+1.20D+0,50Lr+0,50L+W+1,60H 1,388 +Z Bottom 0,3024 Min Temn% 0.310 14.836 OK X-X,+1.20D+0.50Lr+0,50L+W+1.60H 1.388 -Z Bottom 0,3024 Min Temp% 0.310 14.836 OK X-X,+1.200+0,50L+0.50S+W*1,60H 1.388 +Z Bottom 0.3024 Min Temp% 0,310 14.836 OK X-X,+1,20D+0.50L+0.50S+W+1,60H 1.388 -Z Bottom 0.3024 Min TemD% 0.310 14,836 OK X-X.+1,20D+0,50L+0,20>S+E+1.60H 2.888 +Z Bottom 0.3024 Min Temp% 0,310 14,836 OK X-X,+1.20D+0,50L+0,20S+E+1,60H 2.888 -Z Bottom 0.3024 Min Temp% 0.310 14.836 OK X-X.+0.90D+1W+0,90H 0.90 +Z Bottom 0,3024 Min Temp% 0.310 14.836 OK X-X.+0.90D+W+0.90H 0.90 -Z Bottom 0.3024 Min TemD% 0.310 14.836 OK X-X,+0.90D+E+0,90H 2,40 +Z Bottom 0.3024 Min Temp% 0.310 14,836 OK X-X,+0,90D+E+0,90H 2.40 -Z Bottom 0.3024 Min TemD% 0.310 14,836 OK Z-Z,+1,40D+1.60H 0.7877 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.40D+1,60H 2.012 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+0.50Lr+1,60L+1,60H 1.042 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1,20D+0.50Lr+1,60L+1,60H 2.558 +X Bottom 0,3024 Min TemD% 0.310 14,836 OK Z-Z,+1.20D+1.60L+0,50S+1.60H 1,042 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z Z.+1.20D+-1 RL-,O,60S 11.601-1 2.558 IX Dottom 0.3024 Min Temp% 0.310 14.036 OK Z-Z,+1,20D+1.60Lr+0.50L+1.60H 0,7897 -X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.985 +X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z,+1,20D+1.60Lr+0,50W+1.60H 0.6751 -X Bottom 0.3024 Min Temp% 0,310 14.836 OK Z-Z,+1.20D+1,60Lr+0,50W+1,60H 1.725 +X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1,20D+0.50L+1.60S+1,60H 0,7897 -X Bottom 0.3024 Min TemD% 0.310 14.836 OK Z-Z,+1.20D+0,50L+1.60S+1.60H 1.985 +X Bottom 0.3024 Min Temp% 0.310 14.836 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0.6751 -X Bottom 0.3024 Min TemD% 0,310 14,836 OK Z-Z,+1.20D+1,60S+0.50W+1.60H 1.725 +X Bottom 0,3024 Min Temp% 0,310 14.836 OK Z-Z.+1.20D+0,50Lr+0,50L+W+1,60H 0,7897 -X Bottom 0.3024 Min Temo% 0.310 14.836 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.985 +X Bottom 0,3024 Min Temp% 0.310 14.836 OK Z-Z,+1.20D+0.50L+0.50S+W+1,60H 0.7897 -X Bottom 0,3024 Min Temo% 0.310 14,836 OK Z-Z,+1.20D+0.501-+0.50S+W46011 1.985 +X Bottom 0,3024 Min TemD% 0.310 14,836 OK Z-Z,+1.20D+0,50L+0,20S+E+1.60H 0.2845 -X Bottom 0.3024 Min Temo% 0.310 14,836 OK Z-Z,+1,20D+0.50L+0.20S+E+1,60H 5,562 +X Bnttnm 0.3024 Min Temp% 0.310 14,836 OK Z-Z.+0.90D+W+0.90H 0.5064 -X Bottom 0,3024 Min Temo% 0.310 14,836 OK Z-Z.+0.90D+W+0,901-1 1.294 +X Bottom 0.3024 Min Temo% 0.310 14,836 OK Z-Z,+0.90D+E+0.90H 0,05813 -X Bottom 0.3024 Min Temo% 0.310 14.836 OK Z-Z,+0.90D+E+0.90H 4.928 +X Bottom 0,3024 Min Temo% 0,310 14.836 OK One Way Shear - Load Combination... Vu +X Vu Z Vu +Z Vu:Max Phi Vn Vu I P_ha'Vn Status Vu X +1.40D+1.60H 5.657 psi 5.657 osi 5.657 osi 5,657 osi 5.657 osi 75 osi 0.07542 OK +1.20D+0,50Lr+1,60L+1,60H 7,273 osi 7.273 osi 7.273 oei 7.273 oci 7.273 usi 75 oGl 0.09697 OK +1.20D+1.60L+0.503+1.0i 7.273 psi 7,273 osi 7,273 osi 7,273 osi 7.273 Dsl 75 psi 0.09697 OK +1.20D+1,60Lr+0,50L+1,60H 5.606 osi 5.606 psi 5.606 osi 5,606 osi 5,606 osi 75 osi 0.07475 OK +1.20D+1,60Lr+0.50W+1.60H 4.848 Dsi 4.848 osi 4,848 psi 4.848 Dsi 4.848 psi 75 Dsi 0.06465 OK +1.20D+0.50L+1.60S+1.60H 5.606 osi 5,606 osi 6.606 osi 5,606 Dsi 5,606 Dsi 75 Dsi 0.07475 OK +1.20D+1.60S+0.50W+1.60H 4,848 osi 4.848 osi 4.848 osi 4,848 Dsi 4.848 psi 75 psi 0.06466 OK +1.20D+0.50Lr+0.50L+W+1,60H 5.606 osi 5.606 psi 5.606 psi 5.606 psi 5.606 psi 75 psi 0.07475 OK +1,20D+0.50L+0.50S+W+1.60H 5.606 Dsi 5.606 psi 5,606 psi 5.606 osi 5.606 psi 75 osi 0.07475 OK +1,20D+0,50L+0.20S+E+1.60H 11.667 osi 11.667 Dsi 11.667 osi 11.667 Dsi 11.667 osi 75 us! 0.1556 OK +0.90D+W+0.90H 3,636 osr 3,636 osi 3.636 psi 3.636 psi 3.636 Dsi 75 Dsi 0.04649 OK -+0,90D+E+0,901-1 9.696 psi 9.696 osi 9,697 psi 9.697 Dsi 9,697 Dsi 75 osi 0.1293 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu 1 PhVVn _Y Status +1.40D+1.60H 21.881 psi 1500si 0.1459 OK -1.20D+0,50Lr+1.60L+1,60H 28.132 psi 150Dsi 0.1875 OK +1.20D+1,60L+0.50S+1.60H 28,132 Dsi 150psi 0.1875 OK +1,20D+1,60Lr+0.50L+1.60H 21,665 psi 1500si 0.1446 OK +1.20D+1.60Lr•+0.50W+1,60H 18.755 psi 150Dsi 0,125 OK +1.20D+0.50L+1.60S+1.60H 21,685 osi 15ODsi 0.1446 OK +1.20D+1,60S+0.50W+1.60H 18.755 osi 150Dsl 0.125 OK +1.20D+0,50Lr+0.50L+W+1.60H 21,685 osi 150Dsi 0,1446 OK +1,20D+0.50L+0.50S+W+1,60H 21.685 Dsl 1500si 0.1446 OK +1.20D+0.50L+0.20S+E+1.60H 45.166 Dsi 150Dsi 0.3011 OK Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the"Settings"menu item Protect Descr: and then using the"Printing& Title Block"selection, General FootingFile-c:U)OCUME—tMtonWOOCU-11ENER�Ver.6.0�15 _ ENLItGIIC,INC.1�J8&2015.&nld:8.15. censee Description: a_1.3 Punching Shear All units_k Load Combination... Vu Phi"1fn_ _ _ _ Vu!Ph!"Vn Status +0.90D+W+0,90H 14.066 psi 150osi 0.09377 OK +0,90D+E+0.90H 37.616 psi 150nsi 0.2508 OK U16RO597A Page 1 of 189 0,4U#L0i#VG S-YSTEMS GR0jj Yersiraaa�(J16.�,3t (/31,;(al 1050 North Watery Lane Ph:(435) 919-3100 Brigham City,UT 84302 Fax:(435)919-3101 STRUCTURAL DESIGN CALCULATIONS FOR HC1 Steel Buildings LLC 17833 59th Ave NE,Suite C Arlington,WA 98223 PROJECT Top Cub Aircraft 17922 59th DR NE Arlington, WA 98223 NBS Project No, U 16RO597A Design F ngineer=Trcvor Black,PE OFFICE COPY Stamping Engineer=Russ Skeem,PE, PROJECT DATA Structural Design Calculations-Pages 1 to V1. R . ! l ` OC 1 101 Name: Maass Skeem,PE �1t7�� Title: Professional Engineer •s VIONAL 1� Affiliation, Nucor Building Systems Date: October 5,2016 - Professional Sea! The Professional Engineer whose seal appears on these Structural Design Calculations is empleyed by Nucor Buildings Croup,a Member of MBMA,and does not serve as or represent the Frigineer of Record for this project and shall not be construed as such. ADMAW 707 Excellence from the grousjd up AM it ACA72 Received [JAN 10 2017 U16RO597A Page 2 of 189 1�1 Li C O R Project No. : U 16Ro597A B u f L ID I M O 5 G R Q 4J P Description: Top Cub Aircraft ADrv`IStON or,NUCORCORPORAnON Engineer:— TWB Wind Loading per ASC E 7-10 Date: 10/tl/2016 IGeonu u-� - — lrrrlr I!�'I 'rl/rY�'+rci!%cutinn rrrttl'(lllrSrrlrplr+rlr'1r1 its rhrr 20116 .ltkilll .tinrrrrrrl.l Version_2015,1 26(Date:01 P26/15)By NBG-GS Building Name: Building A Building Type: Gable Roof: Nucor CFRTm Bldg.Width [B[: 130.0000' Dist.To Ridge[W]: Bldg.Length [D]: 200.0000' �_ Left Eave Ht. [LEH]: Right Eave Ht. [REH]: 22.0000' y Left Roof Slope: 0.50:l2 ] — " Right Roof Slope: 0.50:12] LEH CE Bay Width IBay]: t GE Purlin Trib.Width [P]: 5.0000' EW Girt Trib Ht. [GE]: 6.0000' W SW Girt Trib.Ht. [GS]: 6.0000' B EW Girt Length:1 20.0000' SW Girt Length: 25.0000' EW Col.Trib.Width ICE]: 20.0000' BSW Top-of-Parapet: FSW Top-of-Parapet: SW Col.Trib.Width [CS]: 25,0000' Opening Area: EW Top-of-Parapet: rLeadi,,g Information Wind Speed: i I 0 mph Building Porosity: Enclosed Wind Exposure: C Interior Partition Walls? No General Loading Calculations i h• 22.0000' Kd: 0.85 K,r: 1.00 R;: 1.00 qh: 24.23 psf K,or Kh: 0.92 G: 0.85 GCPi: 1 0.18 C'opo nents and Cladding.Walls - - - Tributary Pressure :' Suction i Suction Area Zones 4,5 Zone 4 Zone 5 Item (ftz) (psfl (psf) = (psfl 5 ewall Wind Column 550 19.62 i -21.80 -21.80 e 50 h Sid t.......22..........; .......... 4 I a dw... Wind(•olum.. •....,440 ....... •.22.02 ..-22.23 A° Sidewall Girt 208 21.09 s -23.27 „ -24.73 (D Endwall Girt 133......•.•....21.83......................-24.01 26.23 ............................................. .............. .......... _ ,... y Wall 1 and .. 25.86 28.04 -34.28 U16RO597A Page 3 of 189 Wind Loading Continued... Wall Parapet Structural 4 Case 1: Windward Total Load Maximum :Windward: Leeward Case 2: Leeward Total Load - Projection Knsar qp Total Load,Total Load Item (ft) (psfl (psI) (P-SO BSW Parapet ::...... -- --- FS W Paratnt ..... ..... ":..... ` ». ;.......�_..... ......_. ..,...... il .......................EW 1'arapc. ........":........ .........""'......,..........._'........i.........---........F.........'--......... aCotnponents and Cladding. Boots - - - - a 3 3 _ 3_ 3 a - Tributary Pressure '....... Suction in Zones........ ....... ...... ......... ....... ...... .7...................... I Area All .. 2� .. 1 1 item (ftZ) (psfl (psfl (psfl (psf) (Psfl (Psfl O © ( Purlin/Joist 208 16.00 -26.17 .31.01 ---- -31.01 --- I I :............................... Panel .....10 .... 16.00 28.59 ...-47;97....,......._W......,...-72.20. .,....................... I I rastencr 10 16.00 -28.59 -47.97 --» -72.20 ---- - -- - values Below are or Overlain Portion o•Roof 3 2 2 3 a 0 -T Purlin/Joist 208 »-- 33.24 - --» .». Panel:.._ 1... 33.24 19.38 �- -- 10 »» -41.19 -41.19 ; »» -67.84 �. ...........................iastcner.........10................ .............�.1.:i9..... 4.1.:..`.�....i........""'....... ` ...-67.84.....t........----........ .i.. iklain Wind Force Resisting Systenm (Transverse Wind Direction) t Transverse Wind Direction Item VV1R ' W1L W2R W2L� W3R W3L,,,,1, W4R. W41, Cl: 0.58 3 -0.11 1 0.22 -0.47 1 ---- »» ---- F17nternal toad,(ps1) ,.....14.05 -2.67 . _ 1.39 ............................................. .""".. . 5.33 '1 c - -0.87 0.55 Load,(pst) -12.36 -4.60 -21.08 -13 33 ..................... ...............................:.............................................................................. ..........:..... ..... ........ ......--- (.73: -0.19 -0.51 -0.55 -0.87 w_ _.__ _� ....... WIND W 1 R W 1 L toad,(psfl -4.60 -12.36 -13.33 -21.08 ---- »-- --- ..-- .............................................. ................ ................ .......... W3R W31- C4: -0.11 0.58 -0.47 0.22 ---- »-. ---- -.-. Load,(psf) -2.67 € 14.05 -1 1.39 5.33 ..7._......: .t.... .. i.......... .:.:.2.:... ...... .�i C5. -0.27 s -0.27 -0.63 -0.63 »__ '• ___ } -6.54... -6.54... } ..'15.26... -15.26.. -:..,.. ' ....."_".... " '......... . ..: Internal C6: -0.27 -0.27 -0.63 -0.63 »-- = --- _- ---- Pressure - Load,( st) -6.54 -6.54 -15.26 -15.26 ---- i ---- -- »» Net*(psi) 1.07 1.07 1.07 1.07 Wind Direction i Isd((e Zone Pressure Coefficients WIND W2R W21- W1R& W1L.& W2R& V1'21,& W4R W411- Item W3R W3L •; W4R VV41, 2 6 CIE: 0.79 -0.25 _ 0.43 ' -0.61 Lead,( cl) 19.14 ` -6.06 10.42 -14.78 p.... 1�......_....._..... C2E: -0.$9 -0.35 -1.25 -0.71 B Load_ . ... .21.56 -8.48 I 30.28 -17.20 . ......... ....lE h C3E: -0.35 -0.89 -0.71 1.25 -8.48 -21.56 -17.20 -30.28 ......................1............................................... 4 C4> • -0.25 0.79 -0.61 0.43 5 19.14 -14.78 10.42 o�� ...... ....................:.....................:.......... �a°f�ma *Net Lat< 16 psf.Add Wit pressure to windward WAIT. U16RO597A Page 4 of 189 Wind Loading Continued... Main Wind Force Resisting Systems (Longitudinal Wind Direction) _ I.wiitudinal Wind Direction �.. ..Y..................«,._.-..........,.•....r.t.....,........................................ Item W'SB WSF W613 W6F W7B W7F ; W813 W8F CI: -0.27 -0.27 -0.63 -0.63 FInternal ---- ---- ---- - f Load,(psq -6.54 -6.54 1 -15.26 -15.26 ................... ction .............C2: ..._•0.51... -0.19.. _0.87... ...._0.55... `--.... .... ...Load.(pst� 1236 :4:60 .. 21.08... -13.33... �"...., ..;......................:..........�...,... C3: -0.19 -0.51 z -0.55 € -0.87 ---- --- --- WIND W5B W5F Load,(}�sQ ...'4;60 i «-1,2.36... ..-13.33.. `......................-21.08 ......`..... ` .....:::'..... I .....---..... '"........ .r.r...... ........ .. ...,... ..1... .. ...................... ...1... .�.I.r. W7B W7F C4: -0.27 -0.27 -0.63 -0.63 ---- --- ---- -- Load,(psf) -6.54.... ` ....................654 ` ..-15.26 ` 15.26. ' .. ...............` ... -". ...... ....... ..,.. :.. .... .......e.......... ..i.. i.. ..i.. ...;.. Cll:: -0.30 € -0.30 -0.662 0.66 Load.(ps -7.27 -7.27 -15.99 -15.99 ..........i .....""«... .....:-.:"-"..... i ...................... ..................................... Internal C2F: -0.89 -0.35 -1.25 -0.71 ---- --- rressur Load,(pst) -21.56 -8.48 -3U.28 -17.20. ' '-:"..... ...«" ...«...... `�a�`ieG� «C3E: ...._0.35... - ...-0.89.. -0.71«. -1.25. r.... _- .. _w Load, ...-8.48... ..`21.56... ' «.:17.20.. ` ..-30.28.. ` ......___......... ""..... .....»:. .. .......� . ..... ....... }... ..i... ....... ..o.. .......... ..... ...i... ...;. WIND W6B W617 C4E: -0.30 -0.30 -0.66 -0.66 S -7 -7.27 -15.99 -15.99 .. .....- -- ---- --- ---- W8B WF Load,4pst) .27 € -"'....... .............. ..... .......................................................«.........�.,...................`.......-..... End-Wall Pressure Coefficients ........... .. .............................. ...................................... W5B& W5F& W6B& = W61,'& Item W713 W7F W813 W8F 2 6E 6 C5: 0.58 -0.11 0.22 -0.47 I Load.(psf) 14.05 -2.67 5..'.3.... -11.39 i.. 2E 3 C6: -0.11 0.58 -0.47 ` 0.22 $ Load,()sf) 2.67 14.05 'i 1.3.... ` ....5 33........ .. ...... . q... 1 C5E: 0.79 -0.25 0.43 -0.61 h Load (pst) 19.14 6.06 10.42 14.78 4\ C6E: -0.25 ..;. 0.79 -0.61 ..;.. ..0.43 5 i Load,( sf) 6.06 ; 19.14 € -14.78 10.42 Wind Uplift for Bracing Input: -8.48 psf Longitudinal Force Resisted by Bracing: 27.05 kip Total Longitudinal Net Pressure Applied to Building: 17.82 psf Total Longitudinal Force Applied to Building: 54.09 kip � oom000mo'^Oul,� o Homo � SCR c30 o ry oa:oni ni a rn a a W o O O o O m o 0 o n o l o O nil,o c N vi Gov 'oo-o�orva� u � O � N g O O O cc o oOml'Oo�oioo mo d Ili Idov 'oovomOcv oo ml'oo o�oarl"io ^ov6 c; 6C oci dry n 0 o m o o In O ul v o boa+ oo i6 Gov 'oo�ro a;�o�ary E E c E o 0 0 0 pp c �Om O0 Mo'^Omo 0 0 0o C> O Om o 0 oi o m0 o 0 0 d In eov0002c:; oas a � w o w c o -! moG o+lno�oMo iw mOa 000 NOOiO N v E - > o � w C C O tOOm 000 00 uloln., O m 0 0 0 I p O M o CY �O pm1 O O M O 14 a O a rj O O O N O P a Z ~ U ~ J ti r °:om�oomoo�on�i�o Iri hoc oo o ai ohoa z o � o # D X Z O rvOpmi O omolDOnjo z° 88i �"k3ott3 $ U. 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LA i a m 0 0 O O m y O N m O N C H A N 'Io O�-I Q ii; w m w v in ti ;ri E rn -9 LO � w .a. 6 pE v co u _ C p q �o ? � O � LLO Q� 2 o G i� h a mpp V lD LL LL LL C U +M � E � • mf Lw vii 3 �n 3 tgGh�3 ;°e + o ~o N F C cc U16RO597A Page 13 of 189 IBC 2012 Seismic Considerations: 'aPat Data Equivalent Lateral Force Procedure per ASCE 7,Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Bldidfbi Date IM= Building A ProjectNo.: TJ16R0597A Description:I Tot Cub Aircraft Nature of Occupancy Stanchud Buildings Engineer:1 TWB Gable/Single Slope Gable Date: 10/5/2016 Building Widtlt 130 00 feet Building Length 200 00 feet Distance to Ridge(from BSW) 65.Ou feet Roof Slope,s:12(slope to BSW) 0 50 12 Low Eave Height(Front SW) 22_u0 feet High Eave Height(Back SW) 22 00 feel Mean Roof Height 23.35 feet Roof Level Diaphragm Flexible ' *Note:ASCE 7 states"Where diaphragms arc nut flexible,the design shall include the WISIO❑nhomenl Mezzanine Level Diaphragm Rigul plus the accidental 601s1011,d moments caused by all assnumed disphrccment or either direction of dre bmlding musses 1%ne to the conlipur anon ofrisid fume nrelal bniidings_ accidental torsion is NOT ragiured in[he lateral seismic calculations. Thus accidental tension duc to diaphragm rigidity.shall only be applied to the louttitudinal seismic cales Seismic Data Innul: Short period response acceleration,Ss Ss - 1 042 ""Note:ASCE 7 Src6on 11,4.2 states"Where the soil properties Die not(mown in suf icient detail to I-second period response acceleration,Sr S1- 0 3.54 determine the site class,Site Class D shall be used unless the authority havhtgjurisdiction or gentechnical data determines Site Chas,E or F soils are prtseut at the site." As a result,Site Site Classification IJ F Class D will be used nit neat Iv all buildings Roof Loading: ***No1c.20`,�Elf flit roof stlow load used in seismic dead load calculations per NIBS stanilanls itlteu flan roofsnam load is greaten than 30 psi'. DO NOT include snow drift Inads in seismic dead load. Lateral Frame Self weight(SW) 4.00 hsf Roof Dead Load(RDL) 3 40 tsf Roof Collateral Load(CDL) 500 tsf I—Nu[c:Full Height Hardwall is applied at inean roof height(uuh)a[Endwalls_ Enter the height Roof Self Weight(Bracing,Beasts etc.) 010 list required to accounl to tr fill dead load of the wall. Roof Snow (Pf) 25.00 Psi, '*s` Exterior Wall 41(Left EW)Loads: Exterior Wall#3(Right EW)Loads: O Full Height Wall OO 171.111 Height Wall w/Parapet Oe Full Height Wall O Fuil Height Wall w/Parapet O Partial Height Hardwall O Partial[[eight Hardwall w/Parapet O Partial Height Hardwall O Partial Height Hardwall w/Parapet ❑FS,elttde Wall in Lateral Seismic Calculations.(SheAr Wall S rls Self Weight) ❑ Exclude Wall in Lateral Seismic Calculations.(Shear Wall Supports Self Weight) Wall Length 130(lU feet Wall Length 130.00 feet Top Elevation 26.00 tic[ "•• Top Elevation 23.35 feel Wall Weight 1 3.00 jisf Wall Weight t nn ,o Exterior Wall#2(Front SW)Loads: Exterior Wall#4(Back SW)Loads: O Full Height Wall OQ Full Height Wall w/Parapet *Fuill Height Wall O FuJ Height Wall w/Parapet O Partial Height Hardwall O Partial Freight Hardwall w/Parapet O Partial Height Hardwall O Partial Height Hatdwall w/Parapet *Exclude Wall in Longitudinal Seismic Calculalirnts.(Shoat Wail Su toms Self Weight) Ll Exclude Wall in Longitudinal Seismic Calculations.(Shear Wall Supports Self Weight) Top Elevation 2(r,tar feel Top Elevation 2100 feet Wall Weight i.no 10 Wall Weigh[ o i0 psf Interior Wall#5(Partition)Loads: Note:The weight of a concrete onnatsk"IL wall rnav be excluded from the seimic load calculations For lateral/longitudinal scismic forcee resisGug systems,provided that details permit OQ Fill]Height Wall O Full Height Wall w/Parapet unrestrained movement of the seismic farce!esistiu,q system I eta IiVC to[he wall (']'his O Partial Height Hardwall O Partial Height Hardwall w/Parapet exclusion doe,1101 apple to metal panel walls,wood,EIFS.m-other tLxiblc wall systems that are anacltcd to the building Framing at several points.) Per MBMii"Seismic Dcsign Guide Vol ❑Exclude Wall in Lateral Seismic Calculations. Shear Wall Su Metal Boilding Systems ( Supports Top Elevation 23.35 feet *** Wall Weight 2 50 rsf Page 1 of 8 10/5/2016 U16RO597A Page14 of189 IBC 20t2 Seismic Considerations:(Cuntinued) Input Data Equivalent Lateral Force Procedure(per ASCE 7 Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Project No.: U16RO597A Description: Tap Cub Aircraft Engineer: TWB Date: 10/5/2016 Mezzanine#1 Loads: Mezzanine 42 Loads: Floor Dead 38.50 psf Floor Dead Floor Collateral 500 tsf Floor Collateta] Estimated Joist weight 500 tsf Estimated Joist weight Floor Live 50.00 psf Floor Live ❑storage p rau:aon i N ❑storage ❑P-b-1oa1119 Partition load 15.00 psi Parlitionload Elevation 11 00 tect Elevation ****Note: 1)25%percent of Floor Live Load used when mezzanine is designed For stotage.(typical storage loads ate I_^^-5 psf or greatei) Put in full live load! Crane Loads:Aisle#1 Crane Loads:Aisle 42 Number of Aisles with this crane info. Number of Aisles with this era-Re info. Crane Type:(TR/UH/Mono) n Crane Type:(TR/UH/Mono) TRDG Crane Beam+Channel Crane Beam+Channel Independent Crane Column Independent Crane Column Rail Wt Rail Wt 000fill- 0,OU lilt Bridge Wt. Bridge Wt Hoist&Trolley Hoist&Trolley Elevation Elevation Crane Loads:Aisle 0 Number of Aisles with[his crane info. Crane Type:(TR/UH/Mono) I'R DG Crane Beam+Channel Independent Crane Column Rail Wt 0 00 plf Bridge Wt Hoist&Trolley Elevation Page 2 of 8 10/5/2016 U16RO597A Page 15 of 189 1BC 2012 Lateral Seismic Calculations: Iatcral Calcs.(1) Equivalent Latei al Force Procedure e(per ASCE 7,Section 12.8) Spreadsheet Revision Number, 2016.03.14 Latest Revision Date: 3/14/2016 Frune Description/Location: FRAMFI_INF I Project No.: UI6R0597A BUlldintt Data Input Echo: Building A Description: Top Cub Aircraft Enghreer• TWB Occupancy Category II Date 10/5/2016 Seismic Force Resisting System Post ix Beam Gable/Single Slope Gable Width 130.00 feet Length 200.00 feet Distance to Ridge 65,00 feet Roof Slope,s:12 0.50 :12 Low Eave Height 22.00 feet High Eave Height 22.00 feet Mean Roof Height 23.35 feet Bay Width 13,00 Feet Fi annc Located at Bay: �. Left Endwall O inferior Frame C)Right Endwall O Int.Frame w/Partition llardn'all(SW)lufm•ntation: Roof Concentrated Load Information: Wall Length Exterior Wall#2(Front SW): 13.00 feet Wall Length Exterior Wall84(Back SW): 13.00 fee1 Roof concentrated loads: Mezzanine Information: Crane Information: Is Mez 41 or 92 Considered a Story'? Yr.'s Loading Area-Mezzanine#1: 1755,00 s .ft. Quantity of Ciancs/Bay-Aisle#I: Concentrated Loads-Mezzanine#1: -,_in ki rs Length of Runway-Aisle#1: Loading Area-Mezzanine#2: Quantity of Cranes/Bay-Aisle#2: Concentrated Loads-Mezzanine 42: Length of Runway-Aisle 92: 41 Seismic Data Input Win: Quantity of Cranes/Bay-Aisle#3: Length of Runway-Aisle 03: Shot[period response acceleration,Ss Ss= 1.042 3. 1-second period response acceleration,Sl S1= 0.354 'Note: Enter quantity of ei anes For one aisle only,DO NOT nerase the crane goanhhes when etaue information is used tot mole than one aisle, Seismic IAUa Outnut "'•Nolc: Enterrunwal'length,DO as olher seismic Occupancy Importance Factor,le 1.00 sheets hove asked Vou to do pieviottaly, Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv=1.69 *"'*Nate: ASCE 7-Section,12 2;3.12.25,1 thtunkh 12 2 3.3 states,"Where difi'crent seismic force-resisting Max speetralresponse for short periods(Eq 11.4-1): Snts=1,129 Symons aieused in combination to resisl seismic forces in the same direction ofstnrenual response, Max spectral response for 1-second period(Eq 1 1,4-2): Sun=0.599 oUterthan those combinations considered as dual sY sums,the mote stiiugeot syslcnt limitation Design spectral response for short periods(Eq 11.4-3): Sds=0.752 contained in Tablc 12.1-1 shall apply." The value of the response modification coefficient_R,used Design spectral response for 1-second periods(Eq 11.44): Shc=0.399 for design i❑11,tIh-ection under consideration shall nut be grealei than the leasr table of R foram. Seismic Design Category: D of the systems utilized in that direction The deflection anipliiication f Not,C,,,and the over- Response Modification Coefficient,R: 3,25 *•• strength factor_0,r shall be consistent with R iegmred in that diiectioo;excluding holdings neith a System Overstrength Factor,Qc: 2 &10 list'catcgoly orl nr If,and flexible dioplu'agms. In Ndndi case,resisting elements are pcuniticd to Deflection Modification Factor Ca: 3,25 090 be desigi cd for fire least value oi'R for each independent title of reference. Building Period Coefficient,Ct: 0,02 Approximate Fundamental Period,Ta(Eq 12.8-7): 0.212 Seismic Load Outnut: Seismic Base Shear,V(Eq 12.8-1) Seismic Response Coefficient,Cs(Eq 12.8-1 to 12.9-6) 0 232 Distribution Exponent,k 0.00 AIL Roof Weight: AIL Panel load: Multistory Distribution 16.70psf 0.050ki s/i Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. Scism is Force Seismic Base Moment Frame Uniform Loads W, h, Factor,C„ F, M Roof Weight: Panel Load: Roof Loads 21143 lbs 23.35 feet 21143 4.90 kips 11432 ft-kips 15.85 s 0.048 kip.dit Exteiio'Wall#1(Left EW)Loads 10140 Ibs 13.00 feet 10140 2.35 kips 30.52 ft-kips Frame Concentrated Loads Load Elevation Exterior Wall#2(Front SW)Loads 1014lbs 13.00 feet 1014 0.23 kips 3.05 ft-kips 0.148 kips 20.67 feet Exterior Wall 44(Back SW)Loads 1859lbs 11.00 feet 1859 0.43 kips 4.73 ft-kips 0.229 kips 20.67 feet Crane Aisle#I 0 Ibs Crane Aisle 42 0 Ibs Crane Aisle 43 0 lbs Mezzanine#1 114943 Ills 11.00 feet 114943 26.61 kips 292.74 ft-kips ns _ 26.61 kips 11.00 eel Mezzanine 42 Olbs - - Totals 149099 lbs 149099 34.52 kips 445.37 fl-kips Page 3 of s 10/5/2016 U16RO597A Page16 of189 IBC 2012 Lateral Scislkik CBICBIatio115: t cal cal"`nl Equivalent Lateral Force Procedure(per ASCE 7,Section 12.8) Spreadsheet Revision Number: 20t6.03.14 Latest Revision Date: 3/14/2016 France Description/Location: I'R\\I1(I.1 N F 3 Project No.: U16RO597A Buildinp Data Input Echo: Building A Description: Top Cub Aircraft Engineer• TWB OccupancV Category If Date: l0/5/2016 Seismic Force Resisting System Post&Ream Gable/Single Slope Gable Width 130.00 feet Length 200.00 feet Distance to Ridge 65.00 feet Roof Slope,s:12 0,50 :12 I ow Eave Height 22.00 feet High Eave Height 22.00 feet Mean Roof height 23.35 feet Bay Width 20.00 feel Frame Located at Bay: p Left Endwall Q. Interior Fi ame 0 Right Endwall C)Llt(.Frame w/Partition Ilardtyall ISW)Information: Roof Concentrated Load Information: Wall Length Exterior Wall#2(Front SW): '0 00 feet ^t Wall Length Exterior Wall#4(Back SW): 20,00 feet Roofconcentratedloads: t Mezzanine Information: Crane Information: Is Mez#I or#2 Considered a Story? 1 GS Loading Area-Mezzanine 41: 10090 s .ft. Quantity of Cranes/Bay-Aisle#l: Concentrated Loads-Mezzanine#L 7 00 k ;.a Length of Runway-Aisle#I: Loading Area-Mezzanine 92: Quantity of Cranes/Bay-Aisle#2: Concentrated Loads-Mezzanine 42: Length or Runway-Aisle#2: "• Seismic Data Innut Exam: Quantity of Cranes/Bay-Aisle 43: Length of Runway-Aisle 03: Short period response acceleration,Ss Ss- 1,042 I-second period response acceleration,SI S1=0.354 'Note. 'Ellaci qualaw"ofcrines for one aisle unit_DO VO'r inuicase the cunt quanrilie3 idle-n Cane infnimaiinn i,used f0r11101�than Gnc aisle Seismic Data 041ttntt: *Noce: Enter umwey Icngdl.DO NOT double runway length as other seismic Occupancy Importance Factor,le 1.00 Iwas haYc asked you to do preciously. Site Coefficient Fa: Fa=1,08 Site Coefficient Fv: Fv=1.69 "Noie: ASCE 7-Sections 12,2.3, 12.2.3,1 throush 122,3 3 states,"Where different seismic Coice-resisting Max spectral response for short periods(Eq 11.4-1): Sms=I.129 systems are ascd in conrbioil to resist seismic forces in the same direction 01'strucluru1 response, Max spectral response for I-second period(Eq 11,4-2): Sut 1=0.599 nllrcr thou lhuse comhinauons considered as dual systcros,the more striuceui systrm limitation Design spectral response for short periods(Eq 1 L4-3): Sds=0-752 contained in Table 12,2-1 shall upr lv." The value of the iespunse nmditication coefficient,R,used Design spectral response for I-second periods(Eq 11.44): Sd1=0.399 fm design tit the duccrinn under considciatiori Shad not be greater Linn Lire least value of R fm any Seismic Design Category: D nftl,system:urdi'/ed in Ihnt direction. `Ilse deflecuon;:mulificauoo factor,C,,zind the over- Response Modification Coefficient,R: 3.25 'kT" su'rng[II factor,Q,,-shall be consistent with R required in than dnection_excluding buildings nith a System Oveishength Factor,fle: 2 *** risk categopy of I of 11,and flexible diaphragms. In which case_resisting elentants are peiniitled to Deflection Modification Factor,Ca: 3.25 - be designed for the Icast caluc off,for each independent line of wfcrcocc. Building Period Coefficient,Ct 0.02 Approximate Fundamental Period,Ta(Eq 12.8-7): 0.212 Seismic Load OutnuL• Seismic Base Shear,V(Eq 12.8-1) Seismic Response Coefficient,Cs(Eq 12 8-1 to 12 8-6) 0 232 Distribution Exponent,k 0.00 Alt.Roof Weight: Alt.Panel Load: Multistory Distribution 13.36psf 0.062 hi s/ Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads W, h, Factor,C_ F, M Roof Weight: Panel Load: Roof Loads 32528 Ibs 23.35 feel 32528 7 53 kips 175.88 ft-kips 12.51 psi 1 0.058 kips/! Interior Wall#5(Partition)Loads 0 Ibs - - - I'r-amc(ancentraird I..)a& Load Elevation Exterior\A rall#2(Front SW)Loads 1560 Ibs 13.00 feet 1560 0.36 kips 4.70 ft-kips p 227 ks 20.67 p' feet eet Exterior Wall 44(Back SW)Loads 2860 Ibs 11.00 feet 2860 0.66 kips 7.28 ft-kips 0.352 kips 20.67 feet Crane Aisle#1 0 Ibs Crane Aisle 92 O lbs Crane Aisle 93 0 Ibs Mezzanine#t '01 Ibs 11.00 feet 109870 2544 kips 279.82 ft-kits 25.44 kips Mezzanine 42 0 Ibs Totals 146818 Ibs 146818 33.99 kips 467.68 fit-kips Page 4 of 8 10/5/2016 U16RO597A Page 17 of 189 IBC 2012 Lateral Seismic Calculations: lateralCalcs.Is) Equivalent Lateral Force Procedure(per ASCE 7,Section 12.8) Spreadsheet Revision Number: 2016.03.t4 Latest Revision Date: 3/14/2016 Frame Description/Location: FRA\1E1INE-1,6 7&c> Project No-: U16R0597A Building Data Invol Echo: BuildingA Description: Top Cub Aircraft Engineer: TWB Occupancy Category It Date: 10/10/2016 Seismic Force Resisting System Rt•Id htaonc Gable/Single Slope Gable Width 130.00 feet Length 200,00 feet Distance to Ridge 65.00 feet Roof Slope,s:12 0,50 :12 Low Eave Height 22,00 feet High Eave Height 22.00 feet Mean Roof Height 2335 feet Bay Width 2179 fed Frame Located at Bay: Left Endwall Interior Frame C)Right Endwall O Ml.Frame w/Partition llardwall(SW)Information' Roof Concentrated Load Information: Wall Length Exterior Wall 42(Front SW): ?,1 71r feet Wall Length Exterior Wall 84(Back SW): 24.79 lest Roof concentrated loads: Mezzanine Information: Crane Information: is Mez#1 or#2 Considered a Story? Loading Area-Mezzanine#1: Quantity of Cranes/Bay-Aisle#I: Concentrated Loads-Mezzanine#1: Length of Runway-Aisle 41 Loading Area-Mezzanine#2: Quantity of Cranes/Bay-Aisle 92: Concentrated Loads-Mezzanine#2: Length of Runway-Aisle 42: Seismic Data Input Echo: Quantity of Cranes/Bay-Aisle 43: Length of Runway-Aisle 43: Short period response acceleration,Ss Ss= 1,042 1-second period response acceleration,S1 S1=0.354 'Note: Enter quantity of manes fir one aisle only,I30 NO'i incicasc the cianc quantities+Shen crane ILL InI matl0n is used fon moe than one aislc- Seismic Dala 011(yul: .'. Note Filter runway length,DO N'OT double runway length as other scisnuc. Occupancy Importance Factor,le 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv-1.69 *=Note: ASCE 7-Sections 12.2 3,111.3.t through 12.23 3 stales_"A'het'e different seismic foruc-resisting Max spectral response for short periods(Eq 11,4-1): Sins=1.129 sysroms arc used in combination to resist selsnlie jowes in the Sallie direction orstrincntral response.. Max spectral response for 1-second period(Eq 11,4-2): Sol=0.599 odtei than those combinations considered as dual systems,the name sh ingeut system limitation Design spectral response for short periods(Eq 11.4-3): Sds=0.752 contained in Tablc 12.2-1 shall apply" The value of the response nmdification coefficient.R,used Design spectral response for[-second periods(Eq 11.44): SdI=0,399 for design in[he direction under consideration shall not be grealcr[hall tine least value of Rfor any Seismic Design Category: D of the systems utilized in that die cotion_ -the deflection amplification factor,C,r,and the over- Response Modification Coefficient,R: 3.25 "** strcin_;tln factor.4„-shall be consistent with R required in that direction:excluding buildings nvith a System Overstrength Factor,Do: 2.5 * r isk category oft nI 11,and flexible diaphragms ill w'hich case,resisting elements are permitted to Deflection Mollification Facto',Ca: 3.25 be designed for tine teas(rdrre oi'R for each indcpcadcnl line of.cference. Building Period Coefficient,Cl: 0.028 Approximate Fundamental Period,Ta(Eq 12.8-7): 0.348 seismic 1.03441 011(put: Seismic Base Shear,V(Eq 12,8-1) Seismic Response Coefficient,Cs(Eq 12 8-1 to 12 8-6) 0 232 Distribution Exponent,k 0.00 AIL Roof Weight: Alt.Panel Load: Multistory Distribution 13.36 nsf 0.077k1 s/r Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads W, h, Factor,C,., F, .M Roof Weight: Panel Load: Roof Loads 40321 Ibs 23 35 feet 40321 9.34 kips 218.02 ft-kips 12.51 psf 0.072 kip.v/fi OIlns - •- - - Frame Concentrated Loads Interior Wall#5(Partition)Loads Load Elevation Exterior Wall#2 Front SW 1934 Ills 13.00 feet 1934 0.45 kips 5.82 ft-kips ( )Loads 0.282 kips 20.67 feet Exterior Wall#4 Back SW 3545 Ibs 11,00 feet 3545 0 HT-kips 9.03 fl-kips ( )Loads IG937kips 20.67 feel Crane Aisle#1 0 this - Crane Aisle 62 0 His - - Crane Aisle 43 0 Ills Mezzaoine 41 0 lbs 11.00 feet 11.00 ee! Mezzanine#2 O lbs Totals 4580011)s 45800 10.60 kips 232.87 ft-kips of 1 10/10/2016 U16RO597A Page 18 of 189 IBC 2012 Lateral Seismic Calculations: LA-1 Cadx4 n> Equivalent Lateral Force Procedure(per ASCE 7,Section t2.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Frame Description/Location: FRA\IHJNiF. &8 Project No.- U16R0597A BuiWin8 DAIa lupin FC110: Building A Description: Top Cub Aircraft Engineer: TWB Occupancy Category If Date: 101V2016 Seismic Force Resisting System Wild Fraote Gable./Single Slope Gable Width 130,00 feet Length 200.00 feet Distance to Ridge 65.00 feet Roof Slope,s:12 0.50 :12 Low Eave Height 22.00 feet High Eave Height 22.00 feet Mean Roof Height 23.35 feet Bay Width Z5.50 fccl Frame Located at Bay: C)Left Endwall Interior Frame 0 Right Endwalt Q lilt.Frame w/Partition llatrdwall(SW)Information: Roof Concentrated Load Information: Wall Length Exterior Wall#2(Front SW): feet Wall Length Exterior Wall#A(Back SW): Z5 SO feet Rout concentrated loads: Mezzanine Information: Crane Information: Is Mez 91 or 92 Considered a Story? Loading Area-Mezzanine#1: Quantity of Cranes/Bay-Aisle#It Concentrated Loads-Mezzanine 41: Length of Runway-Aisle 41: Loading Area-Mezzanine 42: Quantity of Cranes/Bay-Aisle 42: Concentrated Toads-Me77anlrle.#7 Length of Runway-Aisle 42: Seismic Data Input lielto: Quantity of Cranes/Bay-Aisle 43: Length of Runway-Aisle 43: '• Short period response acceleration,Ss Ss- 1.042 1-second period response acceleration,S1 S I=0,354 "Note Euter quantity ofcranes fur one aisle tml�_DO NO I increase the crane quantilics tshen crane uifunnaiimt is u.sedfor m01e that:one aislC- Seismic Dana Output: N'ole: Fnterrwnva,length,DO NOT double mowRyleugdr as other seismic Occupancy Importance Factor,le 1.00 sheots hate asked you to do previously Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv=1.69 ""Note: ASCE 7-Sections 12?3.12,2.3.1 through 12.2.3 3 atates,"Where diffei eat seismic force-{resisting Max spectral response for short periods(Eq 11,4-1): Srns=1.129 systems are used in combination to resist seismic forces in the satire direction 01'stnrettual response, Max spectral response for t-second period(Eq 11.4-2): Sin 0,599 miler time those combination;cunsidercd as dual syystems,file more strurgcot system limitation Design spectral response for short periods(Eq 11.4-3): Sds=0.752 contained in Table 12-2-1 shall apply." '{'Ire value of the response modification cocfficicut,R.used Design spectral response for[-second periods(Eq t 1.4-4): Shc=0.399 fox design in Ilre direclion under considetation diaf not be gr cuter than file leas)value of R for any Seismic Design Category: D of the systems utilized in that direction The de�ectinr,tmrph Tcation fa[lnr,Ca,and rile nPet- Response Modification Coefficient,R: 3.25 *`" suenglb{;actor,6d,,,shall be consistent wilh R required in tha:direction;exchr(ing buildings)+itlt a System Overst-ength Factor,0,0: 2.5 risk category of I or 11,and ilemble diaphragms. In Miicli case,resisting elements are permitled to Deflection Modification Factor,Cd: 3,25 •+ be d®signed for the]Cast V,110C of R fur each indcpendeut tine ofrCf�rcocc. Building Period Coefficient,Ct 0.028 Approximate Fundamental Period,Ta(Eq 12.8-7): 0.348 Seismic load Output: Seismic Base Shear,V(Eq 12.8-1) ' Seismic Response Coefficient,Cs(Eq 12.8-1 to 12.8-6) 0.232 Distribution Exponent,k 0,00 Alt.Roof Weight: Alt.Panel Load: Multistory Distribution 13.36 rsf 0.079kl Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads W, h, Factor,Cr F, M Roof Weight: Panel Load: Roof Loads 41473 Ibs 23.35 feet 41473 9.60 kips 224.21 7-kips 12.51 ps/ 0.074 ki s/t Interior Wall 45(Partition)Loads 0lbs - - - - Ft:vnr t onccntrated toads Load Elevation Exterior Wall 42(Front SW)Loads 1989 lbs 13.00 feet 1989 0.46 kips 5.99 ft-kips 0.290 kips 20.67 feet Exterior Wall 94(Back SW)Loads 3647 Ibs 11.00 feet 3647 0.84 kips 9.29 ft-kips 0.449 kips 20.67 ftel Crane Aisle 01 0 Ibs Crane Aisle 42 O lbs Crane Aisle#3 0 Ibs Mezzanine#1 Olbs 11.00 feet _ 11.00 'eel Mezzanine 42 01 bs Totals 471091bs 47109 10.91 ki s 239.53 ft-kips s Page 6 of 8 10/5/2016 U16RO597A Page19 of189 IBC 2012 Lateral Seismic Calculations: meter 1C*l .(5) Equivalent Lateral Force Procedure(per ASCE 7,Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Frame Description/Location: FRAME!INE- 10 Project No.: UI6R0597A lluildinfl[Into luhul Elho: Building A Description: Top Cub Aircraft Engineer: TWB Occupancy Category 11 Dale: 10/5/2016 Seismic Force Resisting System Itrcid Ir:une Gable/Single Slope Gable Width 130.00 feet Length 200.00 feet Distance to Ridge 65.00 feet Roof Slope,s:12 050 :l2 Low Eave Height 22,00 feet High Eave Height 22.00 feet Mean Roof Height 23.35 feet Bay Width 17910 feet Frame Located at Bay: O LeftEndwall U loterior Frame 0 Right Endwall p1111.Frame w/Partition Ilnrdwall(SW)Information: Roof Concentrated Load Information: Wall Length Exterior Walt#2(Front SW): I I On rect Wall Length Exterior Wall 94(Back SW): 17.00 feet Roof concentrated loads: Mezzanine Information: Crane Information: Is Mez 41 or 42 Considered a Story? Loading Area-Mezzanine 41: Quantity of Cranes/Bay-Aisle 41 Concentrated Loads-Mezzanine#1: Length of Runway-Aisle 41: Loading Area-Mezzanine 82: Quantity of Cranes/Bay-Aisle 42: Concentrated Loads-Mezzanine 92: Length of Runway-Aisle#2: Seismic Data 111DIll ECho: Quantity of Cranes/Bay-Aisle 43; Length of Runway-Aisle#3: Short period response acceleration,Ss Ss- 1,042 1-second period response acceleration,St S1= 0.354 Note: Enter gnanray of cranes for one aisle only,DO NOT increase tire crane quantities when crauc iotbimatioo is used flar more than one aisle. seisolic Data Output: '-Note: F_nlernlnway length.DO NOT double funny length as aher seismic Occupancy Importance Factor,le 1.00 sheets hare asked you to do prcviou.dy. Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv=1.69 *Ts`Noic: ASCF,7-Sections 12,2.3-12,2,3,1 througin 12?3.3 stales,"Where dil Brent scisrnlc force-rw;isliug Max spectral response for short periods(Eq 11.4-1): Snts=1,129 sysh_ms arc used in combination to resist seismic forces in the same direction orstnrcrural response, Max spectral response for 1-second period(Eq 11.4-2): Sun=0.599 other than(hose combinations cousidcred as dual SVS1Qns,the 11101c stringent system limitation Design spectral response for short periods(Eq 1 L4-3): Sds=0.752 contained in Tnble 12.2-1 shall apph'."The value of Ibc response n 0dification coefficient,R.used Design spectral response for I-second periods(Eq 11,4-4): SdI=0.399 for design in the,direction under consideration S11a11 not br,grealer than the least value of R for any Seismic Design Category: D of the systems utilized in that direction. The deflection amphtivalion factor,Cy and the nver- Response Modification Coefficient,R: 3.25 *so simigdr facto�n,,.shall be consistent with R required in that direaion;excluding huddings Avith a System Overstrength Factor',S2o: 2.5 ' iisk category off o II,and 1lemble diaphragms. In which case,resisting elements arc perniltcd to Deflection Modification Factor,Ca: 3.25 H• be designed for the least v;duc orR far each independent line orNrerencc. Building Period Coefficient CL 0.028 Approximate Fundamental Period,Ta(Eq 12.8-7): 0.348 Sdulide Load Outnut: Seismic Base Shear,V(Eq 12.8-1) Seismic Response Coefficient,Cs(Eq 12.8-1 to 12.9-6) 0 232 Distribution Exponent,k 0.00 AR.Roof Weight. AIL Panel Load: Multistory Distribution 13.36 sj 0.053ki s/r Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads %N, h, Factor,C,,, F, M Roof Weight: Panel Load: Roof Loads 27649 Ibs _ 23 35 feet _ 27649 6.40 kips 149.50 ft-kips 12.51 psf 0.04 9 kips/_/i Interior Wall 95(Partition)Loads O lbs -- -- - Frame Concentrated Loads _ Load Elevation Exterior Wall#2 Front SW 1326 Ras 13.00 feet 1326 0.31 kips 3.99 ft-kips ( )Loads 0.193 kips 20.67 feel Exterior Wall#4 Back SW Load 243 1 Ibs 11,00 Feel 2431 0 56 kips 6.19 ft-kips l ) s 0.300 kips 20.67 jeer Crane Aisle 41 0 lbs - Crane Aisle 42 0lbs _ Crane Aisle#3 0 Ibs -_ Mezzanine#l 0lbs 11.00 feet _ - _ IL00 feet Mezzanine#2 O Ibs -- -_ -_ Totals 31406 Ibs - 31406 7.27 kips 159.68 ft-kips s Page 7.178 10/5/2016 U16RO597A Page 20 of189 IBC 2012 Lateral Scismic Calculations: letnat vales tq Equivalent Lateral Force Procedure(per ASCE 7,Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/[4/2016 Frame Description/Location: FR MFLIM:11 Project No-: U 16RO597A Building Data Input Echo: Building A Description: Top Cub Aircraft Engineer: TWA Occupancy Category [1 Date: `l_0/5/2016 Seismic Force Resisting System 1'usl.S Urann Gable/Single Slope Gable Width 130.00 feet Length 200,00 feet Distance to Ridge 65.00 feet Roof Slope,s:12 0.50 :12 Law Eave Height 22.00 feet High Eave Height 22,00 feet Mean Roof Height 23.35 feel Bay Width 5 Stl feel Frame Located at Bay: O Left Endwall n Interior Frame G Right Endwall 0 lilt.Frame w/Partition (lardwall(SW)htfm'mntimc Roof Concentrated Load Information: Wall Length Exterior Walt 82(Front SW): 5,n feel Wall Length Exterior Wall#d(Back SW): 5S0 feel Roof concentrated loads: Mezzanine Information: Crane Information: Is Mez#l or 42 Considered a Story? Loading Area-Mezzanine 41: Quantity of Cranes/Bay-Aisle 41: Concentrated Loads-Mezzanine#L Length of Runway-Aisle 41: •• Loading Area-Mezzanine 42: Quantity of Cranes/Bay-Aisle 42: r « Concentrated Loads-Mezzanine 02: - Length of Runway-Aisle 92: I �• Seismic Data Innut Echo: Quantity of Cranes/Bay-Aisle#3: Length of Runway-Aisle 93: Short period response acceleration,Ss Ss 1 042 I-second period response acceleration,SI S1= 0.354 -Note Eum quanuly otcranes for one aisle only-,DO-.,0'1'increase the cane quantilics when crane h.torIn Minn is used formom than one aislr- stisnlic Dala Outnot: r'Note: Enter nunvnp length,DO NOT double noway length as otter seismic Occupancy Importance Facto',le 1.00 sheers have asked you to do previously Site Coefficient Fa: Fa-1.08 Site Coefficient Fvv Fv=1,69 °"Note: ASCL 7-Secti()ns 1',2.3,12.2.3.1 through 1--2.3,3 slates,"Where different seisinic Imee-resisling Max spectral response for shore periods(Eq 11,4-1): Suns=1.129 systems are used in comb illation to resist seismic forces hn the same direction ol'st,ucurrnl response, Max spectral response for[-second period(Eq 11.4-2): Sol=0.599 ollier than Ihoae combinations cunsiucred as dual systems,the More.`Iringent system.limitatimt Design spectral response for short periods(Eq 11•4-3): Sds=0.752 contained in Table 12.2-1 shall apply." llre value o(the Ie.sponse nmdification eoeffrcicnt,R.used Design spectral response for 1-second periods(Eq 11.4-4): SdI=0.399 1'oi design in the direetto❑under eonsidetation shall ootbe greorer than tie least value of It for any Seismic Design Category: D of the systems utilized in Ihat direction.The deflection lnopLlicmioa factor_C,r_and rite uver- Response Modification Coefficient,R: 3.25 snengOrfactor,Q,, shall be consistem m1h R required in that dirccliou:excluding buildings Ncitr a System OverstrengrthFactor,Do: 2 *+-s ri;k ealcgory of I or11,and itesible diaphragms In a$ich ras-e,resisting eI ell nnis are pencilled 10 Defection Modification Factor,Ca: 3.25 +- be designed for llte least valnc of R for each independent line of reference Building Period Coefficient,Ck 0.02 Approximate Fundamental Period,Ta(Eq 12.8-7): 0.212 Seictnic Load Output: Scismic Base Shear,V(Eq 12.9-1) Seismic Response Coefficient,Cs(Eq 12,8-1 to 12.8-6) 0 232 Distribution Exponent,k 0.00 Alt.Roof Weight: Alt.l'anel Load: Multistory Distribution 19.74 Psf 0.025ki,s/t Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads _ W, h, Factor,C_ F, M Roof Weight: Panel Load: Roof Loads 8945 lbs 2335 feet 8945 2.07 kips 48.37 ft-kips 18.89Psf 0.024 ki..t t Exterior Wall#3(Right EW)Loads 9108Ibs 1L69 feet 9108 2.11 kips 24.65 ft-kips Frame Concentrated Loads Load Elevation Exterior Wall#2(Front SW)Loads 429 Ills 13.00 feet 429 0.10 kips 1.29 ft-kips 0.062 kips 20.67 feet Exterior Wall 04(Back SW)Loads 787 lbs 11.00 feet 787 0.18 kips 2.00 ft-kips 0.097 kips 20.67 feet Crane Aisle 41 0Ills Crane Aisle 92 0 lbs _ -- Crane Aisle 43 _ 0Ills - Mezzanhte#1 0lbs 11-00 feet 11.00 eet Mezzanine#2 0lbs Totals 19269 lbs 19269 4.46 kips 76.31 fit-kips Page I of 1 10/5/2016 U16R0597A Page 21 of189 TBC 2012 Longitudinal Seismic Calculations: Longitudinal Cdcs Equivalent Lateral Force Procedure(per ASCE 7,Section 12.8) Spreadsheet Revision Number; 2016.03.14 Latest Revision Date; 3/14/2016 Building Data WPM Vcho: Building Project No.: U16R0597A Description: Top Cub Aircraft Occupancy Category 11 Engineer: TWB Low SW Force Resisting System s:-Ba acing Date: 10/5/2016 High SW Force Resisting System Y-131aciot, Gable/Single Slope Gable Width 130.00 feet Length 200.00 feet Distance to Ridge 65.00 feet Roof Slope,s:12 0.50 :12 Low Lave Height 22.00 feet High Eave Height 22.00 feet Mean Roof Height 23.35 feet Hardwall Information: Roof Concentrated Load Information: Wall Length Exterior Wall 42(Front SW): 200 00 fee[ Wall Length Exterior Wall 44(Back SW): 200.00 lest Roof concentrated loads: Qly, O IVall Length Interior Wall R5(Parvition): 130.00 feet Mezzanine Information: Crane Information: Is Mez 41 m#2 Considered a Story? YF.� Loading Area-Mezzanine 91: .3UO.Oo.sq h Quantity of Cranes-Aisle#1: Concentrated Loads-Mezzanine#L 7 00 kill, Length of Runway-Aisle#1: Quantity of Ind,Crane Columns-Aisle#1. Loading Area-Mezzanine i12: Concentrated Loads-Mezzanine#Z: Quantity of Cranes-Aisle ' Length of Runway-Aisle d12- 2: SCitilUie Data Input F.Cltp: Quantity of Ind.Crane Columns-Aisle#2: Short period response acceleration,Ss Ss= 1.042 Quantity of Cranes-Aisle 93: l-second period response acceleration,Sl Sl= 0.354 Length of Runway-Aisle 43: Quantity of Ind,Crane Columns-Aisle#3: Seismic Data Output: 'Note: Ln.:er quantity ol'craues for one aisle only,DO'N`O'f increase die Occupancy Importance Factor,Ie 1,00 crane quantities when cram information is used fornamc than one aisle. Site Coefficient Fa: Fa=1.08 Site Coefficient Fv: Fv=1.69 Max spectral response for short periods(Eq l 1,4-1): Sins=L 129 -Noce: ASCE,7-Section,12.2.3,1?,2,3,1 through 12,2 33 slates,"Where cid fe[cnr seismic force-resisting Max spectral response for 1-second period(Eq I L4-2): Sm I=0.599 systems arc used in combination to resist seismic forces in the some directimt of structural response, Design spectral response for short periods(Eq I1,4-3): Sds=0.752 Litho than these eumhirm[ions considetcd as dual sc,srmn>,the more sirirgent.syslcm limitation Design spectral response for 1-second periods(Eq 11,4-4): Sill=0.399 contained in Table 122-1.shall apply_" The Value of the!e.cponse 1110difiicanou cocl'fhcient.R,used Seismic Design Category: D for design in tl!c direction under considehanon.cllall not be greafeh than the least Value of R for mty Response Modification Coefficient,R: 3.25 '- of0he Syslrnts utilized in that dnection_ 'rhe deflection amplification factor,i',and the oveF- System Overstrength Factor,Qo: 2 srrcngilt factor,Q, shall be consistent with R requited in that direction:excluding buildings with a Deflection Modification Factor,Ca: 3.25 +* risk category or 1 or 11.and Flexible diapIr ag!ns. In trhich case;resistioe elements arc permitted to Building Period Coefficient,Ct 0.02 be designed for the Irutvalue of iar each indcpcudem line of rcteieoce. Approximate Fundamental Period,Ta(Eq 12.8-7): O.212 Seismic Load Oulnut: Seismic Base Shear,V(Eq 12,8-1) Seismic Response Coefficient,Cs(Eq 12.9-1 to 12.9-6) 0.232 Distribution Exponent,k 0.00 Multistory Distribution Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Rase Moment W, h, Factor,C„ F, M Roof Loads 325282lbs 23.35 feet 325282 75.31 kips 1758,84ft-ki s Bracinp Uniform Loads Exterior Wall#L(Left EW)Loads 10140 lbs 13.00 feet 10140 2.35 hips 30.52 ft-kips Roof Snow: 25.00 s Seismic Dead W: 12,90 rs Exterior Wall 43(Right EW)Loads 9108 Ibs 1 1.69 feet 9108 2.1 1 kips 24.65 R-kips Total Seismic W: 12.90 s Seismic Factor: 1 0.232 Interior Wall AS(Parliliun)Lauds 01hs 1/.69 feel - .- - Bracing Concentrated Loads Load Elevation Exterior Wall 92 Front SW 15600 Ibs 13.00 feet 15600 3.61 kips 46.95 ft-kips ( )Loads 2.134 kips 22.00 feel Exterior Walt 44Backs 28600 lbs 11.00 feet 28600 6.62 kips 72,84 ft-kips ( �Loads 3.31/kips 22.00 fee( Crane Aisle 41 o Ibs Crane Aisle 42 0 Ibs Crane Aisle 03 O lbs Mezzanine#1 _ 216550lbs l I.Oo feet 216550 50.14 kips 551.51 ft-kips S.S,Isk's 11.00 eel Mezzanine 42 0 lb, Totals 605280lbs 605280 140.14 kips 2485.31 ft-kips Page 8 of x 10/5/2016 U16RO597A Page 22 of 189 IBC 2012 Selma C011si(leuations: Inpnr nary Equivalent Lateral Force Procedure(pet ASCE 7,Section 12.9) Spreadsheet Revision Number: 2016.03.l4 Latest Revision Date: 3/14/2016 Iloildina Data Input: Building Project No.: I116RUS`)7A Description: `I'o t('till Flucraft Nature of Occupancy T-2i97 ags Engineer: T JYB Gable/Single Slope Date: 10/10/2016 Building Width Building Length Distance to Ridge(from BSW) Roof Slope,sA2(slope to BSW)Low Eave Height(Front SW) High Eave Height(Back S1N) 26,29 feet Mean Roof Height 26.13 feet Roof Level Diaphragm Ri id • `:Note.ASCE 7 states"Wheic diaphragms are not Flexible,the design shall include the torsion moment Mezzanine Level Diaplbragnt Iti id • plus the accidental torsional moments c;mscd by an assumed 5%disploeentent to either direction of die building masses. Doc to ilia conflguratiou of rigid frame metal buildings, accidental loisiuu is NOT required ill the lateral seismic calculations.Thus accidenml torsion due io diaphragm rigidity shall only be applied to the lm,.Jiudival seismic talc; Seismic Data hmul: Short period response acceleration,Ss S,. E077 *"\ate ASCE?Suction 1 1.4'.,states"Where Ibc soil properties are not known in sufficicni delail to 1-second period response acceleration,Sr S1= 0.35d doer urine the site class,Site 0as,D shall be used unless die authority having jurisdiction or -eotechnieaf lain deternmacs Site Class F.ur f soils are pl esenl at die site." As arestdt.Site .• Class D r-✓ill I-,uscd on tar ly all building,. Site Classification ll Roof Loadlne: ' "Kure:20%of flat root snowlood used in seismic dead load calculations pet NBS standards Mien flat r oof snow load is!.neater than 3U psf. DU t�OT include stow th ift loads in seismic dead load, Lateral Frame Self weight(SW) 28.00 psf Roof Dead Load(RDL) 6.40 tsr Roof Collateral Load(CDL) 5.00 tsf 1tl"Note:Full flei'ht Hat dwall;s applied at n;ean roofheigbt(rurlr)at EndWeills linter die height RoofSe[f Weight(Bracing,Beams etc) 0,11) asr required to account for the fill]dead load of the troll Roof Snow(Pf) 2S 00 psf •�' Exterior Wall#1(Left EW)Loads: Exterior Wall 43(Right EW)Loads: O Fall Height Wall O Full Height Wall w/Parapet p Full Height Wall O Fu:1 Height Wall w/Parapet O Partial Height Hardwall O Partial Height Hardwall w/Parapet O Pat tial Height Hardwall O Partial Height Hardwall w/Parapet ❑Esclude Wall in Lateral Seismic Calculations.(Shear Wall Supports Self Weight) ❑ Esclude Wall in Lateral Seismic Calculations.(Shear Wall Snppmts Self Weight) Wall Length 6 67 feet Wall Length 6.67 feet Top Elevation 2613, feet Top Elevation 26.13 feel •••• Wall Weight 40.00 1W Wall Weight 40.00 ),f Exterior Wall#2(Front SW)Loads: Exterior Wall#4(Rack SW)Loads OO Full height Wall O Full Height Wall w/Parapet OO Full Height Walt O Fu'd Height Wall w/Parapet O Partial Height Hardwall O Paltial Height Hardwall w/Parapet O Partial Height Hardwall O Partial Height Hardwall w/Parapet ❑Exclude Wall in Longitudinal Seismic Calculations,(Shear Wall Supports Self Weight) (] Exclude Wall in Longitudinal Seismic Calculations.(Slim Wall Supports Self Weight) Top Elevation 25.97 feet Top Elevation 2624 fret Wall Weight 40 00 asf Wall Weight Flo oo Pt,f Interior Wall 45(Partition)Loads: Note:The weight or concrete or Inasoary wall niav be excluded fiour the scimic load calculations for lateral/longitudinal scisnlic force resisting xNACUli_provided that deoils permil p Full Height Wall O Full Height Wall w/Parapet uutesu'ained movement of[he scisnlic force resisting system relative to the Wall_ (This O Partial Height Hardwall O Piuiial Height Hardwallw/Parapet exclusion does not apply to mural panel Hells,wood,EIFS_or other Flexible wall systcros that arc attached to the building fiammg at set•eral points.) Per MBMA"Seismic Drsign Guide for ❑Exclude Wall in Lateral Seismic Calculations.(Shear Wall Supports Self Weight) Metal Budding 5}stems. Top Elevation 26.13 feel Wall Weight 2.5U ).if. Page l of4 10/10/2016 U16RO597A Page 23 of 189 IBC 2012 Seismic Considerations:(Continued) L,put Data Equivalent Lateral Force Procedure(per ASCE 7 Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date: 3/14/2016 Project No: L116RO597A Description: 'rap Cub Aircraft Engineer: TWB Date: 10/10/2016 Mezzanine 41 Loads: Mezzanine#2 Loads: Floor Dead 10,00 psf Floor Dead Floor Collateral 5 00 psf Floor Collateral Estimated Joist weight Estimated Joist weight Floor Live "*' Floor Live El storage ❑P-hon loadng [I storage ❑c robon loadng Partition load Partition load Elevation 10 00 rest Elevation ****Nine: 1)25%percent of Floor Live Load used Mwn mezzanine is designed for Storage,('typical storage loads are 125 psf or greater) Put in full live load! Crane Loads:Aisle 41 Crane Loads:Aisle 42 Number of Aisles with this crane info. Number of Aisles with this crane info. Crane Type:(TR/UH/Mono) TRDG Crane Type:(TR/UH/Mono) TRDG Crane Beam+Channel Crane Beam+Channel Independent Crane Column Independent Crane Column Rail Wt Rail Wt 0.00 dl' 0 00 dl Bridge Wt. Bridge Wt. Hoist&Trolley Hoist&Trolley Elevation Elevation Crane Loads:Aisle#3 Number of Aisles with this crane info Cr ane Type:(TR/UH/Motto) TRDG Crane Beam+Channel Independent Crane Column Rail Wt 0,00 pIr Bridge Wt. Hoist&Trolley Elevation Ngc 2 of 4 10/10/2016 U16R0597A Page 24 of 189 IIIC 2012 Lateral Seismic Calculations: �reral cal (I1 Equivalent Lateral Force Procedure(per ASCE 7,Section 12.9) Spreadsheet Revision Number: 2016,03.14 Latest Revision Date: 3/14/2016 Frame Description/Location: Project No.: U16R0597A lluildille Data Input Echo: Building B Description: Top Cub Aircraft Engineer: TWB Occupancy Category IT Date: 10/[0/2016 Seismic Force Resisting System Pn.t&Il1'd tll Gable/Single Slope Single Slope Width 06.67 feet Length 16,00 feet Distance to Ridge 00.00 feet Roof Slope,s:12 -0.58 :12 Low Eave Height 25,97 feet High Eave Height 26.29 feet Mean Roof Height 26.13 feet Bay Width 8 00 filet Frame Located at Bay: (g)LeflEndwall p Interior Frame O Right Endwall O Int,Frannew/Partition ilardwall(SW)Itifoftllation: Roof Concentrated Load Information: Wall Length Exterior Wall 82(Front SW): 8 on feet Wall L.engtli Exterior Wall 44(Back SW): A'_oo feel Roof concentrated loads: Mezzanine Information: Crane Information: Is Mez#l or 42 Considered a Story? LNG Loading Area-Mezzanine 41: 108 00. .ft Quantity of Cranes/Bay-Aisle 41 Concentrated Loads-Mezzanine 41: Length of Runway-Aisle 41: '• Loading Area-Mezzanine 42: Quantity_ of Cranes/Bay-Aisle 02: Concentrated Loads-Mezzanine 42: Length of Runway-Aisle 92: Seismic Dala Input Echo: Quantity of Cranes/Bay-Aisle#3: Length of Runway-Aisle 43: "• Short period response acceleration,Ss Ss- 1.042 I-second period response acceleration,SI S1= 0.354 'Note. G111cr gnanuh;ofcraaes for one aisle onh,DO NOr increase the ci ape quantiiics when vane utfonrid-ri is us::d for more than ouc aisle. Seisutic Data Output: '*"Note: Enter nnutvny len8lh,DO NOT double iunv.,a,,icng0r as other seismic Occupancy Importance Factor,le 1.00 sheets pace asked you to do previously Site Coefficient Fa: Fa=1.08 Site Coefficient Fv_ Fv=1.69 * "Notc: AS(E 7-Sections 12,2.3.11.2.3.1 through 12233 states,"Where different seismic foiee-resisting Max spectral response for short periods(Eq 11,4-I): Sms=1.129 syclems arc used in combination to resist Seismic force<in Ill-e Same direction Ofstruclural response_ Max spectral response for I-second period(Eq 11.4-2): Sill=0.599 other than those combinations considered as dual systcrus,tits nmc sn'inecoi N•slem limitation Design spectral response for short periods(Eq 11.4-3): Sds=0.752 contained in Table 12.2-1 shall apply." The caluc of the response modification coefficient,R.rased Design spectral response for 1-second periods(Eq 11.4-4): Shc=0,399 for dcsiga in the direction under,consideration shad not be greater than the lens!vulue of R for ally Seismic Design Category: D of the systems utlhzed in drat direction fhe delleet 011 mnplificntion facto,C,i,and die Over- Response Modification Coefficient,R: 3.25 suengdt factor,52"_shall be cunsislem vdith I'requited in dial direction_tacluding bui!dilius Ivulr a System Overstrength Factor,Drr: 2 += risk category of I or II,and Ilesible diaphragms, In which case,resi.ting elentents are per ruined to Deflection Modification Factor,C,r: 3,25 r*'= bo designed for tire least value oi R for each indencmdent line of refcrcoce Building Period Coefficient,Ct: 0,02 Approxrntale Fundamental Period.Ta(Eq 12.8-7): 0.231 Seismic Load Output: Seismic Base Shear,V(Eq 12 8-1) Seismic Response Coefficient,Cs(Eq 12.9-1 to 12.9-6) 0 232 Distribution Exponent,Is 000 Alt.Roof Wei ht: Alt.Panel Load: Multistory Distribution 261.66psf 0.485ki 4m Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads W, h, Factor,U_ F, M Roof Weight: Panel Load: Roof Loads 2109 Ibs 26.13 feet 2109 0.49 kips 1276 ft-kips 104.87 psf 0.194 ki s/t Exterior Wall#I(Left E1i)Loads 6968 Ibs 13.06 feet 6968 1.61 kips 21.08 ft-kips Frame Concentrated Loads ` - Load Elevation Exterior Wall 1.014 kip 24.63 all#2(Front SW)Loads 8310 lbs 12,98 feet 8310 1,92 kips 24.98 ft-kips s feet Exterior Wall#4(Back SW)Loads 8413 Ibs 13.15 feet 8413 1.95 kips 25.61 ft-kips 1.026 kips 24.96 feet Crane Aisle41 Olbs - - Crane Aisle#2 O lbs Crane Aisle 43 O lbs Mezzanhne#I 1620 Ibs 10,00 feet 1620 0.38 kips 3.75 ft-kits 0.38 ki s 10.00 feel Mezzanine#2 O Ibs Totals 27420 Ibs 27420 6.35 kips 88.17 ft-kips Page 3 of 4 l 0/10/2016 U16RO597A Page 25 of 189 IBC 2012 Longitudinal Seismic Calculations: Lengaudinal C:des Equivalent Lateral Force Procedure(per ASCE 7,Section 12,8) Spreadsheet Revision Number. 2016.03.14 Latest Revision Date: 3/14/2016 liuildini,DnLt luput Eeho: Building B PlojectNo.: U16RO597A Description: Top Cub Aircraft Occupancy Category 11 Engineer: TWA Low SW Force Resisting System F-Ri acing Date: 10/10/2016 High SW Force Resisting System X-Hiacing Gable/Single Slope Single Slope Width 06.67 feet Length 16.00 feet Distance to Ridge 00.00 feet Roof Slope,s:12 -0.58 :12 Low Eave Height 25.97 feet Higln Eave Height 26.29 feet Mean Roof Height 26.13 feet Ha rdwall Information: Roof Concentrated Load Information: Wall Length Exterior Wall 42(Front SW): 1 G.00 lcet Wall Length Exterior Wall#4(Back SW): 16.00 sect Roof concentrated loads: Qry.= Nall Length Interior Nall+15(Porlition): 6 67 feet Mezzanine Information: Crane Information: Is Mez 41 of 42 Considered it Story? NO Loading Alen-Mezzanine#I: 108 01)sq rt Quantity of Cranes-Aisle#I: Concentrated Loads-Mezzanine#L Length of Runway-Aisle#1: Quantity of Ind.Crane Columns-Aisle#I: Loading Area-Mezzanine 82: Concentrated Loads-Mezzanine 42: Quantity of Cranes-Aisle 42: Length of Runway-Aisle/I2: Seismic Data Input Ecbo: Quantity of Ind.Crane Columms-Aisle 42: Short per iod response acceleration,Ss Ss- 1,042 Quantity of Cranes-Aisle 43: [-second period response acceleration,SI S1= 0.354 Length of Runway-Aisle#3: Quantity of Ind.Crane Columns-Aisle 43: Seismic Data Output: *Note: Lntcl gimuuty of cranes for one aisle only,DO NOT incieasc the Occupancy Importance Factor,le 1.00 crane quantities ivhen crane infon mntionis used for more than one aish„ Site Coefficient Fa: Fa=1.08 Site Coefficient FA, Fv=1.69 Max spectral response for short periods(Eq 11.4-1): Sins=1.129 ""Nwe ASCE7- ,ccfiou;12.2.3, 12.23.10vmlgh12.2-,J states,"Whenedifferenrseismicforce-iesisring Max spectral response for 1-second period(Eq 11.4-2): Sant=0.599 ystems aw itself in combioatiun to resist sei;inic fnre':5 in fhe Sallie diremou orstiucttu's1 n,spon;c, Design specti at response for short periods(Eq 11.4-3): Sds=0.752 olhei than those combinations considered as daals'stellis,(lie mhlrl'sumgenl syslcni limitation Design spectral esponse for I-second periods(Eq 11 4-4): Sill=0.399 cunr9111M in fable 12.'-I-,ball apply." The villa-,of the response modification coefficient,R,used Seismic Design Category: D for design rn the diecllon imdel consideration shall not be ghealer Than the leash alue of R foi any Response Modification Coefficient,R: 3.25 a... of the syslems util lzed in that direction.The deflection:unplification factor.C'a and the oi'el- System Overstiength Factor,S2o: 2 suenglh factor,51„_shall be coosistent with R required in that dircehow cscluding buildings with a Deflection Modification Factor,Ca: 3.25 "+ risk calrgo!y of I or 11.and flexible diaphragnns. im which case,ICSkting elements arc permitted to Building Period Coefficient,Ct 0.02 be designed for the least value of R for each indepaident line of rel'crenie. Approximate Fundamental Period,Ta(Eq 12.8-7): 0,231 Seismic Load Output: Seismic Base Shear,V(Eq 12.8-1) Seismic Response Coefficient,Cs(Eq 12.8-1 to 12.8-6) 0,232 Distribution Exponent,k 0.00 Multistory Distribution Seismic Considerations Eff.Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment W. h, Factor,C„ F, M Roof Loads 4218 Ibs 26.13 feet 4219 0.98 kips 2552 ft-kips Bracing Uniform Loads Exterior Wall 41(Left EW)Loads 6968 Ibs 13.06 feet 6968 1.61 kips 21.08 ft-kips _ Roof Snow: 25.00 s Seismic Dead W: 104.87 s Exterior Wall 43(Right E\V)Loads 6968 Ibs 13.06 feet 6968 1.61 kips 21.081't-kips Total Seismic W: IW.87 s Seismic Factor: 0.255 Interior Wall"5(Partition)Loads 0 Ihs 1.3.06 feel -- - - Bracing Concentrated Loads Load Elevation Exterior Wall 42(Front SW)Loads 16619 Ibs 12.98 feet 16619 3.85 kips 49.96 fl-kips 1.924 kips 25.97 feet Exterior Wall 144(Back SW)Loads 16827 Ibs 13.15 feet 16827 3.90 kips 5121 fl-kips 1.948 kips 26.29 feet Crane Aisle 91 O lbs Crane Aisle 42 O lbs Crane Aisle#3 O Ibs Mezzanine#1 1620 Ibs 10.00 feet 1620 0.38 kips 3 75 ft-kips 0.41 kips 10.00 eet Mezzanine 42 0 lbs Totals 53220 Ibs 53220 12.32 kips 172.60 ft-Icips Page 4 of 4 10/10/2016 U16RO597A Page 26 of 189 r4 LJ C O M PROJECT: MEZZANINE PAGE: BUAL09N43S cRnuP CLIENT: DESIGN BY: JOB NO.: DATE: REVIEW BY: Rotation Analysis of Rigid Diaphragm INPUT DATA&DESIGN SUMMARY Ax: 3 ASCE typically 3,NBCC use 2,wind use 1 DIAPHRAGM FORCES FPx= 55.15 kips FPy= 55.16 kips DIAPHRAGM EDGE COORDINATES LATERAL FRAME LOCATION,RELATIVE RIGIDITY,&FRAME LINE FORCES Start Point End Point Frame Start Point End Point Relative Frame F(kips) Relative 100%+ X(ft) Y(ft) X(ft) Y(ft) line X(ft) Y(ft) X(ft) Y(ft) R i @ Fpx @ FPy 8%e(in) 30 0 0 0 135 Line 1 0.1 20.6667 0.1 45.6667 523 38.6 30.0 0.07 47.58 0 135 25 135 Line A 25 114 40 114 660 45.3 1.3 0.07 4571 25 135 25 0 25 0 0 0 Line L 25 0 0 0 33 23.9 1.3 0,72 24.26 Line 3 X 25 96.83333 25 70.3333 523 38.6 29.9 0.07 47.56 UnNue rows for more inputs U16R0597A Page 27 of189 DIAPHRAGM MASS MOMENT OF INERTIA CENTER OF MASS CENTER OF RIGIDITY A= 3375.0 ft? M= WL/32.174.kips-sec?/ft(Wt/384,kips-sec`/in) Xcm= 12.5 ft Xcg= 12.6 ft 1,= 19975781 ft" IZc= 1571 M, kips-ft-sec? Ycm= 67.5 ft Ycg= 10B.6 ft Icy= 14674219 ft4 ( 226200 M kips-in-secz) 0.135 25,135 CM 25.0 ANALYSIS DETERMINE CENTER OF RIGIDITY Frame Relative Direction RX Ry X9 Yg RXY9 RyXg Number R 0 R Cos20 R Sin20 (ft) (ft) Line 1 523 90.0 0.0 523.0 0.1 33.2 0.0 52.3 Line A 660 0.0 660.0 0.0 32.5 114.0 75240.0 0.0 Xcg=E RyXg/E Ry= 12.6 ft 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 Ycg=E RXYg/£RX= 108.6 ft Line L 33 0.0 33.0 0.0 12.5 0.0 0.0 0.0 Line 3 X 523 I 90.0 0.0 523.0 25.0 83.6 0.0 13075.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 I 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 I 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 1 0.0 1 0.0 U16RO597A Page 28 of189 0 0 90.0 0.0 0.0 0.0 0.0 0.0 D.D (cont'd) 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 00 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 D 90.0 0.0 0.0 0.0 0.0 I 0.0 0.0 0 0 90.0 0.0 0.0 0.0 I 0.0 0.0 00 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 I 0.0 0.0 0.0 0 0 90.0 0.0 0.0 1 0.0 0.0 1 0.0 0.0 0 0 90.0 0.0 0.0 I 0.0 0.0 0.0 0.0 0 0 I 90.0 1 0.0 0.0 1 0.0 0.0 1 0.0 I 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 O 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90,0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 I 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 1, 0.0 0.0 0.0 0.0 1 0.0 0 O 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 1 0.0 0.0 n o 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 I 0.0 ( 0.0 0.0 0 0 90.0 0.0 0.0 00 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 I 0.0 0.0 0 o 90.0 0.0 0.0 0.0 0.0 i 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 1 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 I 0 90.0 0.0 0.0 0.0 1 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 00 0 , 0 90.0 0.0 1 0.0 0.0 I 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 I 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 I 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 I 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 I 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 I 0.0 0.0 0.0 0 j 0 90.0 0.0 I 0.0 0.0 0.0 0.0 0.0 0 1 0 900 0.0 0.0 0.0 I 0.0 0.0 0.0 0 I o 9o.o 0.0 0.0 I 0.0 0.0 0.0 I 0.0 0 0 90.0 0.0 0.0 0.0 0.0 D,D 0.0 0 D 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 O.D 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 90.0 0.0 0.0 0.0 0.0 1 0.0 0.0 0 I D s0.0 0.0 0.0 0.0 I 0.0 0.0 0.0 0 0 9D.0 0.0 0.0 o.o _o.o o.o D o E I 693.0 r 1046.0 752400 131273 DETERMINE ECCENTRICITY(ASCE 7.06 17-8.4.21 CBC 1630.6) Actual Additional Total @ F X Total @ Fpy CG-CM 5%&Ax Case 1 Case 2 Case 3 I Case 4 AX= 3 (ASCE 7-05 12.8.4.3) -- r - - _.._._ -_ jI ex(ft) I 0.1 3.8 3.8 -3.7 e (ft) 41.1 20.3 61.3 1 20.8 U16RO597A Page 29 of 189 (cont'd) DETERMINE FRAME FORCES Frame rx ry T Tx rxz Ry ry2 Rx Fx(kips) F (kips) Number (ft) (ft) Case 1 Case 2 Case 3 Case 4 Case 1 Case 2 Case 3 Case 4 Line 1 -12.5 -75.4 209.6 -204.1 3381.9 1148.3 81066 0 38.6 13.1 30.0 25.2 Line A 20.0 5.4 209.6 -204.1 3381.9 1148.3 0 19450 31.3 45.3 -1.3 1.3 0 -12.6 -106.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 Line L 0.0 -108.6 209.6 -204.1 3381.9 1148.3 0 388996 23.9 9.8 1.3 -1.3 Line 3 X 12.5 -25.0 209.6 -204.1 3381.9 1148.3 81066 0 -38.6 -13.1 25.2 29.9 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.E -204.1 3381.9 1148.3 D 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 D 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381,9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 D.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381,9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -106.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 00 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 00 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 I 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 00 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1146.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 11483 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 1 3381.9 1 1148.3 0 0 10.0 0.0 0,0 0.0 U16RO597A Page 30 of 189 0 12.6 -108.0 209.6 -204.1 3381.9 ,i 1148.3 0 0 0.0 0.0 0.0 0.0 (con('d) 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 00 0.0 0.0 0.0 0 12.6 108.8 209.E 204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 00 0,0 0.0 0.0 0 -12.6 -10B.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 00 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1148.3 0 0 0.0 0.0 0.0 0.0 0 -12.6 -108.6 209.6 -204.1 3381.9 1140.3 0 0 00 0.0 0.0 0.0 0 A 2.6 -108.6 1 209.6 -204.1 3381.9 ' 1148.3 0 0 0.0 0.0 0.0 I 0.0 E 162133 406446 Fx=(Fpx Rx)/(E Rx)-(Tx(Rx ry+Ry rx)/(E rye Rx+E rx2 Ry)) Fy=(Fpy Ry)/(E Ry)-[Ty(Ry rx+Rx ry)/(E rx'Ry+E ry2 Rx)) U16RO597A Page 31 of 189 NUCOR BUILDING SYSTEMS-Mezzanine Beam Design (13th) PROJECT INFORMATION: Version: Project Number: U16RO597A Description: Top Cub Aircraft Engineer: TWB Date: 10/4/2016 MEZZANINE LOADING: Dead, (psf): Collateral,(psf): 1 Live, (psf): Est.Joist Wt.,(psf): i (Refer to Econ.Joist Gude,Vulcraft Steel Joist and Girders Catalog) z I Y c i p I Z E MEZZANINE DIMENSIONS: w i U Z MO, i Top of Mezzanine,(ft.): l I i Slab&Deck Thickness,(in.): 4 w Joist Seat Depth,(in.): 2.5 q i Total Joist Depth,(in.): 20 Beam Depth,(in.): 23.5 m FINISH FLOOR v Requested Provided A-Finish Floor to top of Mezzanine: 11.00 1 1.00 B-Minimum required clearance under joist: 9.00 9.00 C-Minimum required clearance under support beams: 8.50 8.50 D-Minimum required clearance under frame: 7.50 7.50 E-Ed e of slab/Deck setback from steel line: 0.17 0.17 IF-Clearance under knee: 18.50 18.50 10/4/2016 INPUT � o � rn Ln0000 � o N U7 "' � C �+ v II II F II w II -S� w u CL o II II O Li o � w o II C i Z ar ti co a) O N M N O a t0 Z N 3 N b O = bil o u a� U o 'u 1 a . w � 3C1w 3oo w3 � 3 II II II II II II f~ ? z z z z z o w w w • W L LL ^J ❑ r J ❑ J ❑ LL U LL V y LL i; c� W W W W co (ur. �❑�(( C ❑ v �❑�(( v Q a M O O d a LgIn O O 0 II II II O II II II F II II II C V, C (n U) f!l a (n (n (n fn Ln N d a a44 aILa. a n. a r LL 2 LL LL = LL LL S LL P: ~ W ~ W ~ ly W Q Q 2 � Q2 O Q2 O O LL w Q w ¢ 2 w ¢ 2 o • co LLI t/) m o N LL LL LL LL LL z U A] O M O O O O O J J J J J W O M O LO O Lo Lo (D Inoo O N oo �"' In � O Ln N o o i° coo Li, a o 0 0 M n u n u u 4. 3 3 3 3 3 II II II II II II II II II F- � J J J y� r4i, , 4,,, S 2 LL Fa- oo < C7 ( rn _" II 3� a r �l N CL co, � � w o o > > t w U O Lr, o o Q o W 8 0 m co N ' ' m O a 0 0 0 0 0 N N t` N O O V7 V1 tn kn O N N O N O N Irj tn In r N O 00 O 00 O u� O II II �+ I >lu I FV) I I 12 W k II II w Y o o 0o J F al rWi� 31nm° H3 (DI CA I— II II II II II II F� z z z z z z z F— z F— z F= • d OLLI O J OLU LL J V LL L LL L LL y G. ❑ 'M ❑ e.. ❑ qq iw M a O VV V N v m W M O d1 W V A O O M ►� O O NLOD A [O OII II II v I I II II �" I I II I I yCI�.4y� ' U) to U) wI U) U) U) U) U) U) W Y Y Y Y Y Y Y Y Y C.7 LL = LL LL = LL LL = LL O F- Of z F O' z F 4' z C < Q � Q F- lL Q F- IL LL _ NU � U � U Y r■ z LL LL LL LL LL rq O O O O O O O � J J J J J Y Y Y Y Y 0 0 V'1 O to CDV LO m Q� 01 rl V7 O o0 CD Cl) [F ED q 7 ,� V'1 M 0 0 0 0 O O O O O 11 II II II II 3 3 3 3 3 II It IF II w w w w II 2 F- LL❑ Q Y cc aQ a G C� C7 " ~O CO W W q o 0 0 aa a H CO o b o � FL: o 0 LO 0 0 + C b O o co a� N Q � 0 N , V 0 0 0 0 1n Ln Ln O o cy �i 1n in [- '� N O l0 O �O O M � N � Ol Hv II 1 > x � y w '_O C4] y O w O M O cD N -V. y N N — C3 » w75 H3C)C) 5 "3 II II II II II II .a• u, > U -LLI L LU LLLIL 1. L W L W l� J❑ ❑ tj W Ww cdW `1 y C ❑ O ❑ V ❑ n q V O W m M M O r h N q• k) u-) O a co [O V• F 00 oD V a Lq un ti a q o 0 ■a o o p O O P W O u a u Q LLLLLLGaoLLLLLL LLLLLL H LL = LL LL = LL LL2LL 0: Z F 0_ Z 0'_' Z � Q LU Q F-. lU Q lU af a o w a o a o w ¢ w w Q LLO 2 U) 2 U) 2 0 U UJ 0 0 0 0 o n o oc Y Y Y Y Y O O t- vi O Oc 00 rn N M V• a0 [� N c0 c •Q O N V O O 0 0 0 II II II II II 3 3 3 3 3 II II II II II II II II II H H -j J -j o A n u 0 CD u- LL. F m O to s~ ❑ 0 0 0 o > > 3 Ow 0 U .5 E~ 71- w 73 o 0 Q *15 LO LO c Q + C) o P4 o N Q o ► O ► ado Ln C O O O N h 0 0 0 0 kn kn t N N p O in O in Lo co J FQ N LT a O II II x •N WCLO y 3 o a •c a w w w II •� � u ub444 u m co w o w'o v U u v q b .a ti b � o � o ^ o � bt � 3 � LU � 300 II II II II II II F z z z z o ? O ? o o U 2 U o U ^� W W W • V W LLU W •• W W LL u LL LL �..; 4 W R W p W Y � G ❑ e ❑ � ❑ is W Q a IA o O a _ Q N Cl) O M W Cl) Cl) N O r 00 "0 aa' O) C (�] M M C) wC'w a O W a _ A Lo N N N N '[Y V N •� F O D U) U) U) a U) U) U) cn U) 0 x � y a s a fW a a a- (L a- a F 7 Y Y Y Y Y Y Y Y Y CJ Fz L~L = L~L L~i = L~L L~L = � CZi] cr) <j of < LU CFA .i V1 � W W < W O < O LL. 2 wZ> = w = w o Y C .o 0 0 O O O� p I.Q O wn O p p O M •' O� N R W O O r- N wl) O O O O O _ II II II II II 3 3 3 3 3 II II II 11 II II 11 II F F -� � � Y CD < 0 (7 W 0 co v u1 �u1 3 1 a 1 U) Q U o o ? u�. M o Ulu I° di p + o + w Q E w o ° r` Q U C + 0 o vv w Q N Q o U16RO597A Page 36 of189 V C M R _ _ _ Spreadsheet Revision Number: 1.2 13 Ut 1 L V 1 AI G S G R C? U P Latest Revision Date : 1/26/2015 A LAVISION OF NOL OR CORPORA ItON BEAM-COLUMN S.S.(AISC 3L3th Edition) Project No. : U16RO597A Description : Top Cub Aircraft MAIN RF,PORT: DESIGN SUMMARY Engineer: TWB Date: 10/4/2016 GENERAL INFORMATION Sp-it and Loa din Conditions MBl M112 MB3 MB4 ( Remarks Member Length Lb. ft. 25.00 19.00 7.00 19.00 Assmnes Lbx=L Unbraced Length-Minor Lbv ft. 8.33 19.00 7.00 9.50 Consideration of Tension:Field Action for Shear FALSE FALSE FALSE FALSE <=See cell comment&Chapter G Clear Distance between Transverse Stiffeners a in. <=See cell comment&Section G2. Lateral-torsional buckling factor Cb 1.000 1.000 1.000 1.000 <= See cell comment Kx Factor Kx 1.000 1.000 1.000 1.000 Ky Factor K 1.000 1.000 1.000 1.000 Kz Factor K, 1.000 1.000 1.000 1.000 <= See cell comment SECTION GEOMETRY -ontaidc)Tang_MT A Select Wide-flange or Built-up Section: BU BU BU BU Section Description: BU22x40 BU22x30 BU22x22 BU22x40 Y-axis b°t+' Enter WF-Section: -. of- Total Depth d in. 22.250 21.750 21.750 22.250 Web Thickness tW in. 0.275 0.220 0.164 0.275 Outside Flange Width bon in. 6.000 8.000 6.000 6.000 "axis - d - -- - - tw Outside Flange Thickness for in. 0.500 0.250 0.250 0.500 Inside Flange Width b;r in. 6.000 8.000 6.000 6.000 Inside Flange Thickness t,r in. 0.500 0.250 0.250 0.500 t if MATERIAL.INFORMATION I imidc flwrgc(II) b if Material Strength F,, ksi 55 55 55 55 Elastic Modulus E ksi 29.000 29.000 29.000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 11,200 11,200 Standard for steel shown Flange Yield Strength F,,, ksi 55 55 55 55 Web Yield Strength F, ksi 55 55 55 55 Ultimate Strength F ksi 70 70 70 70 AppurD LOADS Factor of Safe (Allowable Stress Factor) S, 1.000 1.000 1.000 1.000 Axial(compression=>+pos, tension=>-neg) P,, ki 5 64.582 24.000 63.924 Factored Shear(absolute value) Vx kips 18.948 1.359 3.067 4.876 Major Axis(x-axis) Factored Moment(outside flange in compression=>+pos, Mx ft-kip 118.422 6.454 7.992 23.159 Shear(absolute value) V, kips Minor Axis(y-axis) Moment(absolute value) M, ft-kip Design Results: A45D 0K 0ill (AV 0ia Remarks ASD Combined Stren th Ratio CSR 0.858 0.475 0.078 0.467 Eq HI-laorHI-lb ASD Shear Strength Ratio(x-axis) V,N_ 0.246 0.034 0.188 0.063 Major Axis(x-axis) ASD Shear Strength Ratio(y-axis) V,,,N, 0.000 0.000 0.000 0.000 Minor Axis(y-axis) Total Deflection Results ( Remarks Total Deflection Limits(about x-axis) _ L/240 L/240 L/240 L/240 Limits as numerals(i-e-360=L/360) Unfactored Maximum Deflection(about x-axis) A... in. 1.250 in. 0.950 in. 0.350 in. 0.950 in. Unfactored Member Deflection(about x-axis) A,..,,,, in. 0.494 in. 0.023 in. 0.002 in. 0.056 in. Ax-,i,S A._ Deflection Results Remarks Deflection Limits(about v-axis) L/180 L/180 L/180 L/180 Limits as numerals(i e.360=L/360) Maximum Deflection(about y-axis) Amyx in. 0.556 in. 1.267 in. 0.467 in. 0.633 in. Member Deflection(about y-axis) 4_flx;_s in. 0.000 in. 0.000 in. 0.000 in. 0.000 in. 1,15 e k< Main Report U16R0597A Page 37 of189 Nucor Building Systems MEZZ BEAM Page: Of: Design Calculations MB3 STAIR LOADS By: Date: 10/4/2016 Check: Date: X Rev.: 2013.12.31 Date: 12/31/2013 a b c model _ e • Partially Distributed Uniform Ws / &Linear Loads(+),w(kif) (modelled as equivalent uniform load) a b Point Loads P(kips) x(feet) P Point Load (+),P(kips) P1= 3.0000 3.5000 P2= t Uniform Load(+),w(kit) P3= P4= P5= Span=L P6 P7_ A (3 p s_ Saan; 7.0000 Feet P9= P10= P11— P12= Full Span 1 1016rin Loads Linear and Partlally Distributed tlnifprm Loads P13= w(klf) ws(kit) we(kIt) a(ft) b(ft) P 14= w1— 11= P1s= W2= 12= P16= W3= 13= P17= w4= 14= P18= W5= 15= P19 16= P20= End Reactions(Kips) RA= 1.50 RB 1.50 Shear Envelope(Kips) Vmax= 1.50 Vmin— -1.50— Moment Envelope(Ft-Kips) MA= 0.0000 Mg= 0.0000 Minterior 5.2500 Mintenor 0.0000 Pin-Pin Simple Span Beam: Input n � p) M O O Ln O V1 W ry 'a M O N O N Vl 1n Ln O lz O ZO In In 1n n 0 M d � Z II II �+ v II F II W k II � II '2 114 > � w� -= � w o II q ai FT s CEO c" a) N CD M vVi 5� a ti 'C3 O W a M Z G N u [� rA 'O �+ w U O N O N 0 = O cd Ga C N 'Jr y J J J �"1 � C � Q [�-• cd bi 81, II II II II II II H z z z Z z � O b w W ow • ~ LL d ~ LL h J LLIU W 6 W W W W ULL yam+ J L. J LL G LL L.W cC W p W W Y 4 N N ' N W O d A a dr, IZ (Dcnu) m F Cw V 'T 1` ti cla N N V a _ ALn L6 M a (D t6 M F rA O11 11 11 O 11 II II 0 11 11 11 0 (n fn (n !n (n (n w x F ��s (n a s I. a as a as F Y Y Y Y Y Y Y Y Y CJ n LLLL. = LL LL = LL LL = LL W H, a' z a' z of z Ul O O O W Q 0 W Q 0 W Q 0 LL 0 • (n (n (n o (n (n (n N N Y C z o LJL 0 0 o o � O � Y Y Y Y Y Qa O O 'r, O oo O o6 a0 I� f'7 aD CO FC• N N M kn O Vl 0 O O V CO r o 0 0 o II It II II II 3 3 3 3 3 II II II II II II II II II I- I- � � � CCD 0 U LL H cli lv QJ N r3 ra r r� N fn N Q M v --z � o Q U is LO o ,. + 8 0 w Ca � 0 U16RO597A Page 39 of 189 ry LJ C I=R Spreadsheet Revision Number: 1.2 ff3 U 1 iL. JD 8 N CG S G FL O u P Latest Revision Date: 1/26/2015 A DIVISION OP NUCOR CORPORATION BEAM-COLUMN S.S.(AISC i3th Edition) Project No. U16RO597A Description: Top Cub Aircraft MAIN REI'ORI': DESIGN SUMMARY Engineer: TWB Date: 10/4/2016 GENERAL INFORMATION San and Loa din Conditions MB5 MB2 MB3 MB4 Remarks Member Length Lbx ft. 22.00 19.00 7.00 19.00 Assumes Lbx-L Unbraced Length-Minor Lb,, ft. 22.00 19.00 7.00 9.50 Consideration of Tension Field Action for Shear FALSE FALSE FALSE FALSE <=See cell comment&Chapter G Clear Distance between Transverse Stiffeners a in. <=See cell comment&Section G2 Lateral-torsional buckling factor Cb 1.000 1.000 1.000 1.000 <= see cell comment Kx Factor Kx 1.000 1.000 1.000 1.000 Ky Factor K` 1.000 1.000 1.000 1.000 Kz Factor K, 1.000 1.000 t.000 1.000 <= See cell comment SECTION GEOMETRY outsidc flange(OF) Select Wide-flange or Built-up Section: BU BU BU BU --y-axis bof -� Section Description: BU23x37 BU22x30 BU22x22 BU22x40 - Enter WF-Section: ►_---- -�i -- l Total Depth d in. 22.500 21.750 21.750 22.250 tof Web Thickness tw in. 0.164 0.220 0.164 0.275 Outside Flange Width b„r in. 6.000 8.000 6.000 6.000 x'axis d tw Outside Flange Thickness t„r in. 0.625 0.250 1 0.250 0.500 Inside Flange Width b;r in. 6.000 8.000 6.000 LO.500 000 Inside Flange Thickness t;r in. 0.625 0.250 0.250 I { L t if MATERIAL INFORMATION - inside flangc(IF) b if Material Strength F ksi 55 55 55 55 Elastic Modulus E ksi 29,000 29,000 29.000 29,000 Standard for steel shown Shear Modulus G ksi 11.200 11.200 11,200 11,200 Standard for steel shown Flange Yield Strength Fvr ksi 55 55 55 55 Web Yield Strength 17, ksi 55 55 55 55 Ultimate Strength F ksi 70 70 70 70 APPLIED LOADS Factor of Safety(Allowable Stress Factor) St. 1.000 1.000 1.000 1.000 Axial(compression=>+pos., tension=>-neg) P„ kips Factored Shear(absolute value) V, kips 12.272 1.359 1.567 4.876 Major Axis(x-axis) Factored Moment(outside flange in compression=>+pos Mx _q±!L 67.496 6.454 2.742 23.159 Shear(absolute value) V,, kips Moment(absolute value) M ft-kipMinor Axis(y-axis) Design Results: ASD Remarks AST)Combined Strength Ratio CS R 0.958 0.096 0.027 0.125 Eq-Hl-laorxl-lb AST)Shear Strength Ratio(x-axis) V,xN�x 0.752 0.034 0.096 0.063 Major Axis(x-axis) ASI)Shear Strength Ratio(y-axis) VrvN„ 0.000 0.000 0.000 0.000 Minor Axis(y-axis) Total Deflection Results ( Remarks ETolalDe,flection Limits(about x-axis) L/240 L/240 L/240 L/240 Limits as numerals(i e.360=L/360) Maximum Deflection(about x-axis) A„max in. 1.100 in. 0.950 in. 0.350 in. 0.950 in. Member Deflection(about x-axis) A._ in. 0.197 in. 0.023 in. 0.002 in. 0.056 in. A-1i,<A„ax x ax s Deflection Results Remarks F on Limits(about y-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e.360=L/360) m Deflection(about y-axis) A„- in. 1.467 in. 1.267 in. 0.467 in. 0.633 in. Deflection(about y-axis) Av.nxiti in. 0.000 in. 0.000 in. 0.000 in. 0.000 in. Ay_m<A,..x Main Report U16RO597A Page 40 of 189 ASf r4 u C Q m Project: I ' Sheet- BUILDING sysrEms • IITAN, LLB P.O. Pox 907 i3y/ 1050 No. Watery Lane Job Number: bec F451.06 f1�� t a �t ft Brigham City, UT84302 .7 �� it v a b r) U16RO597A Page 41 of 189 DIAPHRAGM CHECK: JOB: Pappas Farms JOB*: U16G0597A Bldg: TOP CUB AIRCRAFT ENGR: TWB �V DATE: 10/05/16 Collector Collector I —•—V 1 r.—Diophrom Width (b)- 1 MEZZANINE LONGITUDINAL MEZZANINE SEISMIC MASS, M:=73. 6 kip MAXIMUM DIAPHRAGM SHEAR, Vm:= 2•0 Q:=2 MINIMUM TRANSFER LENGTH, L:= 20 ft V t- i.p DIAPHRAGM SHEAR, Vd= L Vd= 3.68 ..t ROLL FORCE: N/A COLLECTOR CONNX: FASTENER CAPACITY, C:= 561 lbf SPACING, S—C Vd S= 1.8293in U16RO597A Page 42 of 189 Chord gg � cS i5 Chad �-►--Dkophrum Width (b)--►� MEZZANINE LATERAL MAXIMUM SHEAR, Vm=2•Q Q= 2 MINIMUM TRANSFER LENGTH, L:= 118 f t Vm kip DIAPHRAGM SHEAR, Vd:_ L Vd= 0. 6237 {t ROLL FORCE: NUMBER OF JOISTS, n:= 31 V __m FR n FR= 2.3742 kip PER JOIST END COLLECTOR CONNX: FASTENER CAPACITY, C= 561lbf SPACING, S:= V d S= 0. 8994 ft U16RO597A Page 43 of 189 N LJ C O M Project No. : U16RO597A B U I L D I N G S GROUP Description : LEW BRACING A DIVISION OF NUCOR CORPORATION Engineer. TWB Bracing Components (AISC 14th Edition) Date : 10/4/2016 W-r°44 1?^9ra 40 r'`6::s -� .'sjE_z�f€'rtpixj€.�s<ttf�73 ,'€.,r:tl!r�:,f f .pr.. �:,il a<r ea, Version:2015.04.09(Date:04/09/15)By N BG-GS GENERAL INFORMATION: Select Brace Type: Design Method, (ASD/LRFD/LSD): ASD APPLIED LOADS: Height Load Magnitude(kip)by Load Case Load Location: ft.) WL EQ CR CS Tier Height(a+b),h bl: 32.0875 5.5,00 6.W Tier Height(b),h b: 9.0000 0.000 47.600 LOAD COMBINATIONS: r Load Case Combination Name: Comb.# Active ASR WL EO CR CS 0.6 WL I Y 1.00 0.600 0.7 p EQ(ABC,p=1.0) 2 1' LOO _ 0,70 0.7 p EQ(DEF, p=1.3) 3 1.00 _ 0.910 0.7 Q EQ(CDEF Special) 4 Y 1.'_0 1.100 0.5 (0.6 WL)+CR 5 N 1.00 0.300 1.000 CS 6 N 1.W 1.000 7 N 1.00 8 \' 1.00 Case Reactions: Load Horiz. Vert. Case (+=Riglri) (+=Up) WL -5.500 -7.049 EQ -54.180 -25.569 CR CS U16R0597A Page 44 of 189 r4 u C 1=R Project No. : U 16RO597A BURLDIHGS 43R2OUP Description: LEW BRACING A DIVISION or NUCOR CORPORAMN Engineer: TWB Bracing Components (AISC 14th Edition) Date: 10/4/2016 Version'2015,04.094Dala 04/09/1*1)14v N13G-GS GENERAL INFORMATION: Select Brace Type: Tier Post&Beam(EW) Design Method, (ASD/LRFD/LSD): ASD *Note: 'fltc ;Applied I G)[izonlal Load"sh�jIl be the resultant iioni the Brace Critical Load: (a) ❑ Manual Load Input! controllimd load cornbination inclndwa combinations with o er- Allowable Stress Ratio,ASR: 1.20 " strength factors for connection anah'sis. Applied Load: (0.7 Q EQ(CDEF Special) 9.212 kips." Multi Tiered Brace Critical Load. (a+b) a. •► Allowable Stress Ratio, ASR: 1.20 Applied Load: (0-7 Q EQ(CDEF Special) 75.852 kips.* BRACE GEOMETRY: r0� Single 0Double Select Brace Size: Design Knd (?nk No.of Braces,n: � - f 1 ltl' .•Illy, ,� Module Width,b: 25.0000 ft. G 9 4' . ,t. 1,:•: y.,,� 1.. Tier Height(a),h o: .6084 ft. :� I -� �..; ' ,.�!•r.. r _ Alternate Height: 22.566 i ft. fit- 74 �] Clevis Connection Required! L u Multi Tiered Brace: Q Single 0 Double 1 1 Select Brace Size(b)3 Desi rn Brace 5i�e j �''�� y Tier Height(b),h 1,: 1).0000 ft. COLUMN PROPERTIES: I— Section Designation: None I LE [H. I I Web Depth, d,,,:(wF=7°ml Depth,d) -- in. Web Thickness,t,,,: -- in. Flange Width,br: -- in. Flange Thickness,tf: -- in. L� Rotate Column 900 Brace w/Hillside Washer Results: Tot. Lateral Drift: 0.762 Memb. Mat. Member Axial Axial Stress Min.t,,, Brace Lateral ID Orient. Elev. Code Descri tion k) Allowed Ratio (in.) Elon . Drift(in.) B1 / Tier a RB7 7/8"Rod 12.640 14.400 Clevis 0.292 0.401 132 \ Tier a RB7 7/8"Rod 12.373 14A00 Clevis 0.280 0.376 B3 I Tier b RBO B4 I Tier b RBO Gusset Plate Connection Results: Gusset Plate Information Memb. Weld Gusset I Mat. Member Min.t,,,, Height Width Thick. Weld Bolt Dia. ID Ratio Ratio Code Description (in.) (A) (B) (t,) (in.) (de) B I RB7 7/8"Rod 0.065 6.000 6.000 _0.500 3/16 1 o B2 RB7 7/8"Rod 0.065 6.000 6.000� 0.500 3/16 V0 B3 RBO 1 1/4"Rod 0.245 8.000_ 8.000 1.000 5/16 1'/4'10 B4 I 1 !U I S RBO 1 1/4" Rod 0.245 8.000 8.000 1.000 5/16 1 V4"0 U16RO597A Page 45 of 189 �I L.I C 0 R __ _ _ Project No.: U16RO597A El U 1 L 0 1 M G S Ca IR 0 U P Description: LEW BRACING A DIVtsION OF NucOR CORPORATION Engineer: TWB Bracing Components (AISC 14th Edition) Date: 10/4/2016 wr,l.W1,14 °ta'Lv f1r°f,h Prwrc (M)rcl 1992j , A 4=(' ri,p8 f�i��c Pr�r,'iffF r !)<'/€�>p[{cf f 140? Vdif fllr) Version:2015.04-09(Date:04/09/15)ByNBG-GS GENERAL INFORMATION: i _J Non-Standard Gusset Plate! Gusset Plate Height, A: 6.00 in. Gusset Plate Width, B: 6.00 in. Gusset Plate Thickness, to: 1/2 in. Gusset Plate Material: A572 Gr.50 ;r B Gusset Plate Weld, W: 3/16 in. i,R Bolt Diameter, db: 1110 W I Bolt Material: A325 f Rh Frame Geometry: e. Base Stiffener Thickness, base••t 1-2 in. 1 T Top Stiffener Thickness, tt�p: I'2 in. V11 Base Stiffener Width, bbase: 2.� in. —� -- Top Stiffener Width, btop: 25 in. Required Tensile Strength, R: 12.640 kips Vert.Component Strength, R,,: 8.655 kips +. Horiz.Component Strength, Rh: 9.212 kips Vertical Eccentricity, e,,: 1.367 in. Horizontal Eccentricity, eh: 3.350 in. Minimum Web Thickness, t,: 0.065 in. WELD INFORMATION: , Moment,M=R (e h) -R h (e„) = 16.40 in.-k Vertical Force,f„ = %Lweld 0.58 k/in. Momentof inertia,IP = Ix+I), = 33.32 in.3 Horizontal Force,fh =Rl'2L,�,eld 0.61 k/in. *Section Modulus,Sx = I p c = 9.21 in.Z *Section Modulus,Sy =I p c = 83.31 in.' y x *Flexure Force,fbh = M�Sx = 0.89 k/in. *Flexure Force,fbv = �sy = 0.10 k/in. Resultant Force,fr, = lfbh+flr�2 +(fbv+fv)2 = 1.65 k/in. Gusset Plate Results: Remarks ASD Allowable Strength Ratio See AISC Section J4 ASD Allowable Strength R�=0.6 F_(Sin e)(S-1d) Nominal Weld Strength (Gusset) R /O k/in. 3.341 =0.75(LRFD), 0=2.00(ASD) Nominal Flexural Strength (Gusset) M„/Q in-kips 156.500 Mo=Per AISC Section FII Nominal Tensile Yielding Strength (Gusset) Rn/S2 kips 79.502 R„=F,.A, �=0.90(LRFD), f2=1.67(ASD) Nominal Shear Yielding Strength (Gusset) Ra/f2 kips 105.154 R =0.6 F},A,, Where�=1.00, f2=1.50 Nominal Shear Rupture Strength (Gusset) R /Q kips 83.301 R =0.6 F„Am Nominal Rupture Strength at Bolt (Gusset) R/Q kips 62,112 R„=min(2 t h,n F,,,0.6 F,A,J Nominal Bearing Strength (Gusset) R„/S2 kips 27.000 R„=1.2 L,t Fa<1.8 Ap,F,. Nominal Bolt Shear Strength (Gusset) R„/S2 kips 25.447 R„=Fm Ab �=0,75(LRFD), f2=2.00(ASD) a� Weld Strength Ratio R /S2 kips 25.447 Minimum from above U16RO597A Page 46 of 189 Li=1=M Project No. U I 6RO5 97A BUILD 1NC-; S GROUP Description LEW BELOW MUZZ A DI[VISION OF NUCOR CORPORATION Engineer: TWB Angle Bracing (AISC 14th Edition) Date 10/5/2016 C Version:2015.9.14(Date-09/14/15)By NBG-GS GENERAL INFORMATION: Design Method, (ASD/LRFD LSD): ASD Allowable Stress Ratio, ASR: 1 20 Note. The-Applied I Tor rzontal Load"shall be the I esul(alit from t1he Applied Horizontal Load: 74,85-2 kips.* controlling load combination ifIC11-1dii-12 COMbillati oils With over-StrC[1gd1 factois Cor connection analysis_ BraceGeometry: Select Brace Type: Side Wall Brace Struts No. of Braced Bays, n: I APPLIED LW+ — RIGHT Module Width, b: 25.0000 ft. E STRUT r TOP OF Tier Height, h- 9.0000 ft. 1) — —— ±"— — -FFENER BRACE CLEVIS Ow.) II Column Properties: W12X26 Total Column Depth, d,: 12.2 in. (2)ANGLE QAArF-- Web Thickness,t,,: 0.230 in. Flange Width,bf. 6.49 in. Flange Thickness,tf: 0.38 in. II II F-1 Column Base Elev. (B.F.F.) II BRACE INFORMATION: 0 Single 0 Double II Select Brace Size: IAX3 X 1,2 its PLATE Angle Brace Material: A36 JI No. of Bolts/Connx,nb: 2 Bolt Spacing, S: 3 75 II Bolt Diameter, de: I"o MODULL WIDTH,0 ��kPP OF Bolt Material: A490 COLUMN APPLIED LOADS: SLENDERNESS LIMITS: Required Tensile Strength, R,,: 80,560 kips. Slenderness Ratio, L/r.: 251 AISC DIMENSION CRITERIA: Required End Distance, /,,: 1.75 in. Required Edge Distance, 1h: 1.25 in. Required Bolt Spacing, S: 2.6667 in. 0.1449 in. S(irlk L,w 25.0000' DESIGN RESULTS: 523.4 k/in .1 I*_ 41'' 15951b Combined Tension&Shear Results: Remarks ASD Allowable Strength Ratio See AISC Section J4 Nominal Tensile Yielding Strength (Angle) R,,/Q kips 140.120 Rn=F, A, 0.90(LRFD), Q=1.67(ASD) Nominal Tensile Rupture Strength (Angle) R /Q kips 121.707 Rn=F.Aeff Nominal Block Shear Strength (Angle) Rn/f2 kips 101.088 R,,=0.6 F An,+Fn Anl<_0.6 Fy Ar,+F.Ant Nominal Bearing Strength (Angle) Ra/K2 kips 84.825 Rn=1.2 L,t Fu5 2.4d t F, Nominal Shear Strength (Bolts) R,,/Kl kips 117.810 Rn=F.,Ab Ll �=0.75(LRFD), Q=2-00(ASD) ASD Allowable Strength K,/QT kips 101.790 1 Minimum from above U16RO597A Page 47 of 189 u C 0 R Project No. U16RO597A !3 U 1 L_ O 1 /V G S GROUP Description: LEW BELOW MEZZ A DIVISION OF NUCOR CORPORATION Engineer: TWB Angle Bracing(AISC 14th Edition) Date: 10/5/2016 WIP A1V3`-,W,,�jC 1_43 a€,wind Ajp 3rr rs!Ijdtlj bEilye1) (e x,,4 CA,!$i'/47_Vl 1-0Y1 4 iVa0el c ,dl C'tlzd�E)rgE -- Version:2015-9.14(Date:09/14/15)By NBG-GS GENERAL INFORMATION: Angle Clearance @ Column: 3/4 in. Gusset Plate Thickness, t,: I in. Gusset Plate Material: A572 Gr. 50 Gusset Height Override: 25 in. B / /" R Base Plate Thickness, tbase: 3;8 in. Rv Top Stiffener Thickness, t,"P; 3/8 in. Base Plate Width, bbase: 8 in. Top Stiffener Width, bt"P: 4 in. nM Required Tensile Strength, R: 80.56 kips R Vert.Component Strength, R,: 27.14 kips n �' Horiz.Component Strength, Rh: 75.85 kips FF Vertical Eccentricity, ev: 7.60 in. Horizontal Eccentricity, eh: 8.75 in. ° et, ' Gusset Plate Height, A: 25.0000 in. Gusset Plate Width, B: 16.0000 in. Splice Plate Size, C: 1"x 4"x 18.5"Fy=36 ksi Gusset Plate Weld, W: 5/16 in. Minimum WEB Thickness: 0.229 in. WELD INFORMATION: Moment,U=R h (e„) + R (e h) = 813.53 in.-k Vertical Force,f, =Ry2Liveld = 0.47 k/in. Momentof Inertia,Ip =Ix+ly = 1845.04 in. Horizontal Force,fh =%2L)velcl 1.31 k/in. *Section Modulus,Sx =I = 130.10 in.z *Section Modulus,Sy =/P = 7061.99 in? *Flexure Force,fby = Sx = 3.13 k/in. *Flexure Force,fb„ _ Sy = 0.06 k/in. Resultant Force,f,. _ �fbh+A +(fb,,+f�, = 4.47 k/in. DESIGN RESULTS: Gusset Plate Results: '-rtb Remarks AS D Allowable Strength Ratio ( See AISC Section J4 ASD Weld Strength Ratio ,,x_ R.=0.6 F_(Sin 0)(S_,d) Nominal Weld Strength (Gusset) R"/K2 k/in. 5.568 0=0.75(LRFD), Q=2.00(ASD) Nominal Flexural Strength (Gusset) M"/d2 in-kips 4981.417 M =PerAISCSectionFII �=0.90(LRFD), El=1.67(ASD) Nominal Shear Yielding Strength (Gusset) R"/S2 kips 1781.136 R =0.6Fy A.; Where+=1.00, s2=1.50 Nominal Shear Rupture Strength (Gusset) R„/S2 kips 1658.460 Ra=0.6F A,,,. Nominal Block Shear Strength (Gusset) R„/Q kips 245.226 R =0.6 F A,,.+F A,,,_<0.6 F�As,,+Fu An, Nominal Bearing Strength (Gusset) 4 R"/Q kips 187.200 R =1.2 L�t F _<2.4d t F 1- -1 =0.75(LRFD), Q=2.00(ASD) ASD Allowable Strength R"/S2 I kips 187.200 Minimum from above. U16RO597A Page 48 of189 L.J C O R Project No. : U16RO597A B U I L D I N G S GROUP Description: MAIN FL'S 6-7 A DIVISION OF NUcoe CORPORATION Engineer: TWB Bracing Components (AISC 14th Edition) Date: 10/4/2016 orsron 2015.04.09(Date 04/09)1 .)1 tc N 11(i•0L1, GENERAL INFORMATION: Select Brace Type: Design Method, (ASD/LRFD/LSD): ASD APPLIED LOADS: Height Load Magnitude(kip)by Load Case Load Location: (ft.) \\I. EQ CR CS Tier Height, h: 21.1667 6 770 ?0.780 LOAD COMBINATIONS: r Load Case Combination Name: Comb.# Active A R WL EQ CR CS 0.6 WL 1 Y 1.00 0.600 0.7 p EQ(ABC,p=1.0) - 2 1.00 0.700 0.7 p EQ(DEF, =1.3) 3 Y 1.00 0.910 0.7 Q EQ(CDEF Special) 4 Y 1.20 1 1.400 0.5 (0.6 WL)+CR 5 N, I.00 0.100 1.000 CS 6 \ 1.s0 1.000 _ 7 N 1.00 8 N 1 00 Case Reactions: Load Horiz. Vert. Case (+=Right) (+=up) WL -6.770 -5.971 EQ -20.780 -18.327 CR CS U16RO597A Page 49 of 189 N V C M Q __ Project No. : U 16RO597A AB LJ I L O 1 /W O S G F?O U 11P, Description: X.1AIN ri'S 6.7 AVVIMONOFNucOr CO"ORATION Engineer: TWB Bracing Components (RISC 14th Edition) Date: 10/4/2016 9 FP1,y k— QQ: Q`".'- Version:2015-04.09(Date:04/09/15)By NBG-GS GENERAL INFORMATION: Select Brace Type: Long.Brace(SW) Design Method, (ASD/LRFD/LSD): ASD *Nate: "fhc`Applied Horizontal Load"shall he the resulmnt from the Brace Critical Load: (a) ❑ Manual Load Input! controlling load combinahon u-tcluding combinzttions Nvilh over- Allowable Stress Ratio,ASR: 1.20 strength tartars for connection anah�sis. Applied Load: (0.7 0 EQ(CDEF Special) 29.092 kips.* BRACE GEOMETRY: O Single Double Select Brace Size: RI30 - 1 ',d'' Rod No. of Braces,n: I Module Width,b: 24,0000 ft. t k ' Tier Height,h: 21.1667 ft. COLUMN PROPERTIES: Section Designation: BU13x15 Web Depth,d,,,:(wF='rotalDepdi,d) I 1 0 in. , Web Thickness,t,,,: 0.15 in. ° Flange Width, bf: 5 0 in. Flange Thickness,tt•: 0 ,i� in. ❑ Rotate Column 90° Brace w/Hillside Washer Results: Tot. Lateral Driftl 0.265 Memb. Mat. Member Axial Axial Stress Min.tW Brace Lateral ID Orient. Elev. Code Description (k1 Allowed Ratio (in.) long. . Drift(in. B1 / Tier a RBO 1 1/4"Rod 19.335 29.600 Clevis 0.199 0.265 B2 \ Tier a RBO l 1/4"Rod 19.335 29.600 Clevis 0.199 0.265 Gusset Plate Connection Results: Gusset Plate Information Memb. Weld Gusset Mat. Member Min.t,,, Height Width Thick. Weld Bolt Dia. ID Ratio Ratio Code Description (in.) (A) (B) (tg) (in.) (de) B1 t RBO 1 1/4"Rod 0.155 8.000 8.000 1.000 5/16 P/4"s B2 RBO 1 1/4"Rod 0.155 8.000 8.000 1.000 5116 U16RO597A Page 50 of 189 hI LJ=1=F:*. Project No. U16RO597A fi3U18_D1N4GS G "CPUP Description MAIN FUS 6-7 ADMSIO'N OUNUCOR CORPORATION Engineer: TWB Bracing Components (DISC 14th Edition) Date 10/4/2016 Version 2015 04.09(Date:04/09/15)By NBG-6S GENERAL INFORMATION: ❑ Non-standard Gusset Plate! Gusset Plate Height, A: 9.00 in. Gusset Plate Width, B: 8.00 in. Gusset Plate Thickness, t : 1/1 in. IR Gusset Plate Material: A572 Gr.50 Gusset Plate Weld, W: 5/16 in. LR, W Bolt Diameter, db: P/4"O Bolt Material: A325 R I M 6;_1 Frame Geometry: Base-Plate Located B.F.F. .t 740 L Base Plate Thickness, tbase: in. Top Stiffener Thickness, ttop: 1 2 in. FF Base Plate Width, bb... 19 in. e, Top Stiffener Width, b,p: .1 in. Required Tensile Strength, R: 38.670 kips Vert.Component Strength, R,: 25,476 kips Horiz. Component Strength, Rl,: 29.092 kips Vertical Eccentricity, ev: 0.563 in. Horizontal Eccentricity, eh: 3.313 in. Minimum Web Thickness, t.: 0.155 in. WELD INFORMATION: Moment,M—R,, (e h)-R h (e 68.02 in.-k Vertical Force,f, R 1.27 k/in, /_/2/Li4,e1d Mornentof Inertia,JP =I X +/y = 76.07 in.3 Horizontal Force,fh =Rh/2 Lwe Id = 1.45 k/in. Ixf 2 *Section Modulus,S. 15.81 in. *Section Modulus,S = '1P 173.87 in.' C y y X y *Flexure Force,fbh 22� = 2.15 k in. Flexure Force, fb, �V2 S 0.20 k in. .,% Resultant Force,A. F(fbh+fh)2 +(fb,+f.v)2 3.89 k in. Gusset Plate Results: 0 k Remarks ASD Allowable Strength Ratio See AISC Section 74 ASD Allowable Strength 1. R,_=0.6 F_(Sin 0)(S,vdd) Nominal Weld Strength (Gusset) RA2 k/in. 5.568 �=0.75(LRFD), f2=2.00(ASD) Nominal Flexural Strength (Gusset) Mn/E2 in-kips 570.928 M..=Per ATSC Section F1 I Nominal Tensile Yielding Strength (Gusset) R"/K2 kips 243.395 R�=F,A, 0=0.90(LRFD), 0=1.67(ASD) Nominal Shear Yielding Strength (Gusset) Rn/f2 kips 291.439 R,,=0.6 F,A,; Where 0=1,00, Q=1.50 Nominal Shear Rupture Strength (Gusset) R,,/52 kips 235.314 R,,=0.6 Fu A,, Nominal Rupture Strength at Bolt (Gusset) R"/Q kips 159.836 R,,=min(2 t b,ff Fa,0.6 Fu Af) Nominal Bearing Strength (Gusset) R,,/92 kips 67.500 R,=1.2 Lc t Fus 1.8 Apt,Fy. Nominal Bolt Shear Strength (Gusset) R�/Q kips 79.522 R11=Fn%r Ah �=0.75(LRFD), Q=2.00(ASD) 67.500 1 1 ASD Weld Strength Ratio kips Minimum from above- U16RO597A Page 51 of 189 N V C 1=R Project No. : U16RO597A S U 1 L D I NI Ca S G R C) U p Description: MAIN FSW BETWEEN FL 3-4 A DIVISION OF NUOOR CORPORAI'ION Engineer: TWB Bracing Components (RISC 14th Edition) Date: 10/4/2016 n� a F`,1P.�1 e�l'sr-erarCh P'(- P 8 196. f c.� €0 Version:201 5.04.09(Date:04/09/15)ByNBG-GS GENERAL INFORMATION: Select Brace Type: Design Method, (ASD/LRFD/T SD): ASD APPLIED LOADS: Height Load Ma nitude(kip)by Load Case Load Location: (ft.) WL EQ CR CS Tier Height(a+b),h/��_b): 20.0000 6.770 20 780 Tier Height(b),h/,: 9.0000 0.000 (1.(100 LOAD COMBINATIONS: Load Case Combination Name: Comb.# Active ASR WL EQ CR CS 0.6 WL 1 l 1.00 0.600 0.7 p EQ(ABC,p=1.0) 2 Y I.00 0.700 — — - — 0.7 EQ(DEF,p=1.3) 3 _ Y 1.00 0.910 0.7 S2 E CDEF Special) 4 5' 1.-0 I.400 0.5 (0.6 WL)+CR 5 N 1.00 0.300 1.000 CS 6 N 1.;0 1.000 7 N 1.00 8 1.00 - Case Reactions: Load Horiz. Vert. Case (+=Right) (+=up) WL -6.770 -9.027 EQ -20.780 -27.707 CR CS U16RO597A Page 52 of189 Project No. U16RO597A 8 11J I L D I N G S O R O U P Description: MAIN[,SW BETIATEN FL 3-4 A DIVISION OF NUCOR CORPORATION Engineer: 'I"W B Bracing Components (AISC 14th Edition) Date: 10/4/2016 Version:201 i-04.09(Date'04/09/15)By NBG-GS GENERAL INFORMATION: Select Brace Type: Tier Long. Brace(SW) Design Method, (ASD/LRFD/LSD): ASD 'Note: The`;Applied 11orizcrnlal Load"shall be the restlltant fi om the Brace Critical Load: (a) ❑ Manual Load Input! controlling load combination including combinabons Nmh otier- Allowable Stress Ratio,ASR: 1.20 strength factors for connection analysis. Applied Load: (0.7 Q EQ(CDEF Special) 29.092 kips.* Multi Tiered Brace Critical Load: (a+b) ~ Allowable Stress Ratio, ASR: 1.20 Applied Load: (0-7 4 EQ(CDEF Special) 29.092 kips.' '•� �1_ �, II Q ll BRACE GEOMETRY: 0 Single (:*) Double II It d II w Select Brace Size: RBO- 1'.,t" Rod II li L No.of Braces, n: I Module Width,b: 15-0000 ft. Tier Height(a),h a: 1 1.0000 ft. Ft IN 11.1 Multi Tiered Brace: Single Q Double Select Brace Size(b): R130 - P/4" Rod Tier Height(b),h b: 9.0000 ft. � � U COLUMN PROPERTIES: a % Section Designation: None Web Depth,d,,:(wF=Total Depth,a) -- in. 1 a Web Thickness,t,,: -- in. Flange Width, bf: -- in. Flange Thickness,tf: ❑ Rotate Column 900 Brace w/Hillside Washer Results: Tot. Lateral Drift: 0.236 Memb. Mat. Member Axial Axial Stress Min.to Brace Lateral ID Orient. Elev. Code Description k Allowed Ratio (in.) Elong. Drift(in.) BI / _Tier a RBO 1 1/4"Rod 17.890 29.600 Clevis 0.105 0.129 B2 \ Tier a RBO 1 1/4"Rod 17.890 29,600 T Clevis 0.105 0.129 B3 / Tier b RBO 1 1/4"Rod 16.792 29.600 u. - Clevis 0.092 0.107 B4 \ Tier b RBO 1 1/4"Rod 16.792 29.600 Clevis 0.092 0.107 Gusset Plate Connection Results: Gusset Plate Information Memb. Weld Gusset Mat. Member Min.tW Height Width Thick. Weld Bolt Dia. ID Ratio Ratio Code Description (in.) (A) (B) (t1) (in.) (de) Bl RBO 1 1/4"Rod---- 0.150 8.000 8.000 1.000 5/16 1%n"o B2 RBO 1 1/4"Rod 0.150 8.000 8.000 1.000 5/16 1'A 0 B3 RBO 1 1/4"Rod 0.130 8.000 8.000 1.000 5/16 1'/4"0 B4 < RBO 1 1/4"Rod 0.130 8.000 8.000 1.000 5/16 1'/4"o U16RO597A Page 53 of 189 N U C 0 R Project No.: U16RO597A A3 U f L V 1 N G S G R o u P Description : MAIN FSW BETWEEN FL 3-4 A DIVISION OF NucOR CORPORATION Engineer: TWB Bracing Components (AISC 14th Edition) Date: 10/4/2016 e3o ,Liff4'14 Uvvearch $ro4.,€t 541m,f(o 1=02) Version:2015 04 09(Date:04/09/15)By NBG-GS GENERAL INFORMATION: Non-Standard Gusset Plate! Gusset Plate Height, A: 8.00 in. Gusset Plate Width, B: 8.00 in. Gusset Plate Thickness, tg: 1/1 in. �R Gusset Plate Material: A572 Gr.50 B Gusset Plate Weld, W: 5/16 in. f �Ry Bolt Diameter, db: 1%4"O W Bolt Material: A325 1 Frame Geometry: Base Stiffener Thickness, tb,,,. I%2 in. Top Stiffener Thickness, tt"p: 1!2 in. VV � t Base Stiffener Width, bbaSe: ? ; in. Top Stiffener Width, bt"p: 2.5 in. Required Tensile Strength, R: 35.779 kips ` Vert.Component Strength, R,,: 20.828 kips Horiz. Component Strength, Rh: 29.092 kips ; Vertical Eccentricity, e,,: 0.395 in. Horizontal Eccentricity, eh: 3.434 in. Minimum Web Thickness, t,,,: 0.150 in. 0 WELD INFORMATION: Moment,M=R, (e h) -R h (e,) = 60.04 in.-k Vertical Force,f, =RY2L,weld = 1.10 k/in. Momentof Tnertia,1P = /x+Iy = 67.90 in.3 Horizontal Force,f, =Rh 2LN,eld 1.53 k/in. *Section Modulus,Sx = I p c = 14.62 in.2 *Section Modulus,Sy =I P c = 215.00 in.2 y x *Flexure Force,fbh =M�Sx = 2.05 k!in. *Flexure Force,fbv = �sy = 0.14 k/in. Resultant Force, f. _ �fbh+fle�2 +�fbv+fv�2 = 3.79 k/in. Gusset Plate Results: Remarks ASD Allowable Strength Ratio LSee A1SC Section A ASD Allowable Strength tr,hM R„=0.6 F_(Sin 0)(S—I,) Nominal Weld Strength (Gusset) R /Q k/in. 5.568 =0.75(LRFD), n=2.00(ASD) Nominal Flexural Strength (Gusset) M„/S2 in-kips 570.928 M"=Per A1SC Section Fll Nominal Tensile Yielding Strength (Gusset) R"/S2 kips 262.140 R"=F,.A, f2=1.67(ASD) Nominal Shear Yielding Strength (Gusset) R"/S2 kips 329.823 R =0.6 Fy AK; Where =1.00, Q=1.50 Nominal Shear Rupture Strength (Gusset) R)Q kips 266.307 R„=0.6 F"Aw Nominal Rupture Strength at Bolt (Gusset) R„/S2 kips 180.311 R„=min(2 t bcff Fu,0.6 F-"Axr) Nominal Bearing Strength (Gusset) R„/S2 kips 67.500 R"=1.2 L,t F"<_1.8 Ap,F,. Nominal Bolt Shear Strength (Gusset) R„/92 kips 79.522 R„=F vAb -- - - - �=0.75(LRFD), D=2.00(ASD) 1 Weld Strength Ratio R"/52 kips 67.500 Minimum from above U16R0597A Page 54 of189 H V C c3 R Project No. U16RO597A n U I L D I IN G S GROUP Description : MAIN FSW BETWEEN FL 3-4 A DIVISION OF NucoR coRPORNFION Engineer: TWB Bracing Components (RISC 14th Edition) Date: 10/4/2016 Version:2015 04.09(Date:04/09/151 By NBG-GS GENERAL INFORMATION: Non-Standard Gusset Plate! Gusset Plate Height, A: 8.00 in. Gusset Plate Width, B: 8.00 in. Gusset Plate Thickness, to: I/1 in. .IR Gusset Plate Material: A572 Gr.50 B ' ` Gusset Plate Weld, W: 5/16 in. a�R Bolt Diameter, db: 1'/a"0 W ,. Bolt Material: A325 T M � Frame Geometry: 'Cl Base-Plate Located B.F.F. e,t 00 t ¢ Base Plate Thickness, tb,,,: i'= in. ' Top Stiffener Thickness, tt p: 1 in. rF w t t Base Plate Width, bba,�: 8 m. Top Stiffener Width, bt"p: 2 5 in. Required Tensile Strength, R: 33.585 kips Vert.Component Strength, R,,: 16.781 kips Horiz. Component Strength, Rb: 29.092 kips Vertical Eccentricity, e,,: 0.395 in. Horizontal Eccentricity, el,: 3.434 in. Minimum Web Thickness, t,: 0.130 in. WELD INFORMATION: Moment,M=R, (e h) -R h (e„) = 46.14 in.-k Vertical Force,f„ — RY = 0.88 k/in. Lweld Momentof Inertia,I p =Ix +I y = 67.90 in.' Horizontal Force,fh = Rh 2L",eld 1.53 k/in. *Section Modulus,S, = I P = 14,62 in.` *Section Modulus,S„ = I�' x = 215.00 in.' y � c *Flexure Force,Ah = M%Sx = 1.58 k/in. *Flexure Force,fh„ _�/2Sy = O.l 1 k/in. Resultant Force, f. _ �fl y+f/,�2+�fh +f )2 = 3.26 k/in. Gusset Plate Results: Remarks ASD Allowable Strength Ratio See RISC Section 74 ASD Allowable Strength 0.3 is R"=0.6 F,.,.(Sin e)(S-1d) Nominal Weld Strength (Gusset) Ra/Q k/in. 5.568 =0.75(LRFD), 0=2.00(ASD) Nominal Flexural Strength (Gusset) M„/S2 in-kips 570.928 M„=Per ATSC Section Fl 1 Nominal Tensile Yielding Strength (Gusset) R„/S2 kips 293,141 R"=Fr As 0=1.67(ASD) Nominal Shear Yielding Strength (Gusset) R"/92 kips 384.269 R"=0.6 F,,A,; Where+=1.00, Q=1.50 Nominal Shear Rupture Strength (Gusset) R 4S2 kips 310.267 R„=0.6 F A,,,, Nominal Rupture Strength at Bolt (Gusset) R„/Q kips 178.278 R„=min(2 t beRF",0.6 F"A,0 Nominal Bearing Strength (Gusset) R,,/K2 kips 67.500 R"=1.2 L,t F <_1.8 A,b F,, Nominal Bolt Shear Strength (Gusset) R /S2 kips 79.522 R„=F„ Ab 0=0.75(LRFD), 0=2.00(ASD) ASD Weld Strength Ratio R"/S2 kips 67.500 Minimum from above U16RO597A Page 55 of 189 u C I=R Project No. : U 16RO597A 13 U I L D I M G S GROUP Description : MAIN BSW BETWEEN FL 3-4 A DIVISION OF NUCOR CORPORATION Engineer: TWB Bracing Components (AISC 14th Edition) Date: 10/4/2016 w1f.14M11 .{:y,,p,^,'! '�=!3€t--••€ jgE-a j'_`i /�f(g j; -' .=$F'"P' #£r7 t.'fs=s t'lp e rf,xp ' t#;15lr F,: t+a fr�f/F rFFJ1 Version:2015.04.09(Date:04/09/15)By NBG-GS GENERAL INFORMATION: Select Brace Type: Design Method, (ASD/LRFD/LSD): ASD APPLIED LOADS: Height Load Magnitude(kip)b Load Case Load Location: (ft.) WL EQ CR CS Tier Height(a+b),h/,i hl; 20.0000 6.770 30.780 Tier Height(b),h h: 9,0000 0.000 45,660 LOAD COMBINATIONS: Load Case Combination Name: Comb.# Active ASR WL EQ CR CS 0.6 WL_ 1 Y 1.00 0.600 0.7 p EQ(ABC,p- 1.0) 2 1' 1.00 0.700 0.7 p EQ(DEF, p=1.3) 3 1' 1.00 0.910 0.7 Q EQ(CDEF Special) 4 Y 1.20 1.100 0.5 (0.6 WL)+CR 5 N 1.00 0.300 1.000 CS 6 N 1.s0 1,000 7 N 1.00 8 \ 1_60 Case Reactions: Load Horiz. Vert. Case (+=Right) (+=Up) WL -6.770 -9.929 EQ -66.440 -63.961 CR CS U16RO597A Page 56 of 189 N u C O R Project No. : U MR0597A 13 1.1 1 L D 1 N IG S 0 R a ti a Description: MAIN l3SW i�L[4r4aN FL 3 ADIVISION OFNUCOR CO"ORA•ION Engineer: TWB Bracing Components (. ISC 14th Edition) Date: 10/4/2016 Version:2015.04.09 1Dalc,04/09/15)By N136-GS GENERAL INFORMATION: Select Brace Type: Tier Long. Brace(SW) Design Method, (ASD/LRFD/LSD): ASD �Notc 'fhc°'A}�pticd l Ioi izonlal L�ad shall�€;the rc;ullant t�oiu the Brace Critical Load. (a) ❑ Manual Load Input! coniroliinr load cornhination With oATer- streneth factors tbi connection anuivsiv. Allowable Stress Ratio,ASR: 1.20 ` Applied Load: (0.7 Q EQ(CDEF Special) 20.58 kips.* Multi Tiered Brace Critical Load: (a+b) Allowable Stress Ratio,ASR: 1.20 Applied Load: (0.7 SI EQ(CDEF Speciat) 87.22 kips.' II 1 r•� , • �I _ II ll BRACE GEOMETRY: Single *, Double Select Brace Size: I)si ri [fuel t)nl� No.of Braces,n: I Module Width,b: I i.0000 ft. Tier Height a h • 1 1.0000 ft. --_— Double*le Multi Tiered Brace: 0 Single � II �,_ ` '• -- �.. ' II , Select Brace Size(b): De�ign Brace,, Size II II Tier Height(b),h b: 9.0000 ft. it COLUMN PROPERTIES: Section Designation: None Web Depth,d,,.:(wF=Total Depth,d) -- in. — --- �=— =I-I-- ----� Web Thickness,t,h.: - in, Flange Width,bf: -- in. Flange Thickness,4,: -- in. ❑ Rotate Column 90° Brace w/Hillside Washer Results: Tot. Lateral Drift: 0.848 Men-lb. Mat. Member Axial Axial Stress Min.tW Brace Lateral ID Orient. I Elev. Code Descri tion (k) Allowed Ratio (in.) Elon*. Drift(in.) B1 / Tier a RB7 7/8"Rod 13,956 14.400 Clevis 0319 0.433 B2 \ Tier a RB7 7/8"Rod 13.956 14,400 Clevis 0,319 0.433 B3 / Tier b RBO B4 \ Tier b RBO Gusset Plate Connection Results: Gusset Plate Information Memb. Weld Gusset Mat. Member Min.tom, Height Width Thick. Weld Bolt Dia. ID Ratio Ratio Code Description (in.) (A) (B) (ta) (in.) (db) B1 RB7 _7/8"Rod 0.128 8.000 8.000 1.000 3/16 1110 B2 RB7 7/8"Rod 0.128 8.000 8.000 1.000 3/16 1"0 B3 RBO 1 1/4"Rod 0.282 8.000 8.000 1.000 5/16 1'/4"0 B4 ,, RBO 1 1/4" Rod 0.282 8.000 8.000 1.000 5/16 1 t/4"0 U16RO597A Page 57 of 189 hI LJ C 0 R Project No.: U16RO597A Et U I L D I N G S C:R Al U P Description: MAIN BSW BETWEEN FL 3-4 ADMS10N OFMCOR CORPORATION Engineer.: TWB Bracing Components (AISC 14th Edition) Date: 10/4/2016 per!'I,IRNIV1 Re=oarrf£Proiel,°r 506 «) 199>"-i X 41,5`t'Steel (i rh V4'fition) Ver.sinn:2015 04 09(Date:04/09/15)By NBG-GS GENERAL INFORMATION: ❑ Non-Standard Gusset Plate! Gusset Plate Height, A: 8.00 in. Gusset Plate Width, B: 8.00 in. Gusset Plate Thickness, to: 1/1 in. *R Gusset Plate Material: A572 Gr.50 B �I Gusset Plate Weld, W: 3/16 in. R I Bolt Diameter, db: 1"O Bolt Material: A325 Frame Geometry: e �• + M .._ ___ __.P" �� -- - --- -- a Base Stiffener Thickness, thaw: lit in. , Top Stiffener Thickness, 4ou: 1/2 in. W Base Stiffener Width, bbase: in. — Top Stiffener Width, brop: 2.5 in. Required Tensile Strength, R: 27.912 kips Vert.Component Strength, R,,: 18.856 kips Horiz.Component Strength, Rh: 20.580 kips Vertical Eccentricity, e,,: 0.395 in. Horizontal Eccentricity, eh: 3.434 in. Minimum Web Thickness, t,,,: 0.128 in. WELD INFORMATION: Moment,Al=R„ (e h)-R h (e,,) = 56.63 in.-k Vertical Force,fv = R/ = 0.99 k/in. 2Lweld Momentof Inertia,l p =Ix +h, = 67.90 in.3 Horizontal Force,fh =Rh 2L veld 1.08 k/in. *Section Modulus,SX = r/ = 14.62 in.Z *Section Modulus,S =I = 215.00 in.Z Cy Y Cx *Flexure Force,fhh =M�Sx _ 1.94 k/in. *Flexure Force,fbv = �S = 0.13 k/in. Y Resultant Force,f, = lfbh+A +Qbv+fvY = 3.22 k/in. Gusset Plate Results: 01 Remarks ASD Allowable Strength Ratio See AISC Section!4 ASD Allowable Strength R„=0.6 F,a(sin e)(s—,a) Nominal Weld Strength (Gusset) R�/S2 k/in. 3.341 0=0.75(LRFD), 0=2.00(ASD) Nominal Flexural Strength (Gusset) Mn/Q. in-kips 570.928 M =Per ATSC Section Fll Nominal Tensile Yielding Strength (Gusset) R�/Q I kips 247.912 R =F AK Nominal Shear Yielding Strength (Gusset) R)Q kips 284.212 R.=0.6 Fy A., where =1.00, 0=1.50 Nominal Shear Rupture Strength (Gusset) R�/Q kips` 238.138 - R =0.6F A,,,, Nominal Rupture Strength at Bolt (Gusset) R„/Q kips 155.872 R„=min(2 t benF,,,0.6 F.Asd Nominal Bearing Strength (Gusset) R„/Q kips 54.000 R =1.2 L,t F„<L8 APb F, Nominal Bolt Shear Strength (Gusset) RUM kips 50.894 R„=F,,,,Ab �=0 75(LRFD), S�=2.00(ASD) 1ti 1 e trengt Ratio R/Q kips 50.894 Minimum from above. U16RO597A Page 58 of 189 Li L' 1=R Project No. : UI6R0597A B U I L O I N O S GROUP Description : B S W BETWEEN FL 3-4 A DNISION OF NUCOR CORPORA'RON Engineer: TWB Angle Bracing (AISC 14th Edition) Date; 10/4/2016 --- .! :lllunnl.5'Srrrtllar�l t f t'u::clrlu Vcrsion 20 1 S 9 14(Dare 09/14J i)lly tv136-(JS GENERAL INFORMATION: Design Method, (ASD/LRFD/LSD): ASD Allowable Stress Ratio, ASR: 1.20 *Note: The"Applied Ilo,izontal 1_oa&'shall be the I-Miltant from the Applied Horizontal Load: 9).016 kips.* controlling*load combination including combinations with over-strength tacto,s(or connection analysts. Brace Geometry: Select Brace Type: Side Wall Brace Struts No. of Braced Bays,n: I -o APPLIED LMD+- RICHr Module Width, b: 15 0000 ft. I ° J ro Tier Height,h: 9 0000 ft. V—) 'I _ cxv_ ° I SVR FEVER ® BRACE CLEVIS Column Properties: Built-1 ill Column Web Depth, d«,: 20.0 in. \\ (2) ANGLE BRAIX& // II Web Thickness,t,,,: 0.275 in. Flange Width, br: 8.0 in. Flange Thickness,tf: 0.375 in. II \ II ❑ Column Base Elev. (B.F.F.) BRACE INFORMATION: O Single QQ Double Select Brace Size: 1.4X,X I,2 I� / Pule© \ II Angle Brace Material: A 36 No. of Bolts/Connx,nb: 2 Bolt Spacing, S: 3.75 QNISH Bolt Diameter,de: 1 ';a"a I wooulE won,,b I�"iZ or Bolt Material: A490 r CCI.VNN APPLIED LOADS: SLENDERNESS LIMITS: Required Tensile Strength, R,,: 108.319 kips. Slenderness Ratio, L/rz: 165 OK AISC DIMENSION CRITERIA: Required End Distance, 1,,: 2.25 in. Required Edge Distance, lh: 1,625 in. Required Bolt Spacing, S: 3.3333 in. 0.1409 in. Stick Len. 17.0000' DESIGN RESULTS: 660.3 k/in Tot. ' "' 11 17 1b Combined Tension& Shear Results: Remarks ASD Allowable Strength Ratio See AISC Section]4 Nominal Tensile Yielding Strength (Angle) R„/E2 kips 140.120 R.=F,Ag =0 90(LRFD), Q=1.67(ASD) Nominal Tensile Rupture Strength (Angle) R /Q kips 116.046 Rn=F„hIr Nominal Block Shear Strength (Angle) R„/E2 kips 102.863 R�=0.6 F„A,,,+F�A�,s 0.6 F,,As,+F�A,,, Nominal Bearing Strength (Angle) R„/E2 kips 110.925 R =1.2 L,;t F 5 2.4d t F Nominal Shear Strength (Bolts) R„/E2 kips 184.078 R„=Fn,.Ab �=0.75(LRFD), Q=2.00(ASD) ASD Allowable Strength R1/E2 kips 123.435 Minimum from above U16RO597A Page 59 of 189 ry LJ C C3 R Project No. U16RO597A 8 U / L 0 I N Ca S G R a Lp P Description: BSW BETWEEN FL 3-4 A DPdlsroN or xocoR CORPORATION Engineer: TWB Angle Bracing (AISC 14th Edition) Date: 10/4/2016 lyw' i#f,C.'r,G'#.�F,7 t7flrt sjvle tt, ;a.�r�1r Eef(d4Gfls 'rr/3j;Ee) rt�ar?a vi'ti/�s'A "e 1A. 19.. ,I !unto.:��fT�A�.rytdr jt€. �F"�rj�e�Jfs Version:2015.9.14(Date_09/14/15)By NBG-GS GENERAL INFORMATION: Angle Clearance @ Column: 3/4 in. Gusset Plate Thickness, ta: 1 in. Gusset Plate Material: A572 Gr.50 Gusset Height Override: 3 5 in. B 7 - — R Base Plate Thickness, thane: 3/8 in. Top Stiffener Thickness, ti"P: 3/8 in. Rv Base Plate Width, bba,,: 8 in. W / Top Stiffener Width, bt"P: 4 in. nM f ev ea Required Tensile Strength, R: 108.32 kips i Vert.Component Strength, Rv: 55.51 kips , Horiz.Component Strength, Rh: 93.02 kips W FF Vertical Eccentricity, ev: 7.21 in. a , a Horizontal Eccentricity, eh: 5.81 in. Gusset Plate Height, A: 25.0000 in. Gusset Plate Width, B: 12.0000 in. Splice Plate Size, C: l"x 4.5"x 19.5"Fy=50 ksi Gusset Plate Weld, W: 5/16 in. Minimum WEB Thickness: 0.263 in. WELD INFORMATION: Moment,M= Rh (e„) + R„ (e h) = 992.76 in.-k Vertical Force,f„ =,R 2 LWeld 0.96 k/in. Mom entof Inertia,Ip =Ix+Iy = 1842.11 in.' Horizontal Force,fh =Rli 2Lwe�d= 1.61 k/in. *Section Modulus,Sx =IX�y= 129.98 in.2 *Section Modulus,Sy=f P = 7127.60 in 2 x *Flexure Force,fbh=%2S.= 3.82 k/in. *Flexure Force,fb, _2S = 0.07 k/in. Y Resultant Force,f,. _ �fbh+fjJ2+(fby+f2 = 5.53 k/in. DESIGN RESULTS: Gusset Plate Results: ti Remarks ASU Allowable Strength Ratio i . ;:' See RISC Section A AS Weld Strength Ratioi Jj R"=0.6 Fin(Sin 0)(Sn.,id) Nominal Weld Strength (Gusset) R„/Q k/in. 5.568 Nominal Flexural Strength (Gusset) M /Q in-kips 5158.218 Ivi"=per AISC Section F1 I =0 90(LRFD), 92=1.67(ASD) Nominal Shear Yielding Strength (Gusset) R„/S2 kips 1170.871 R =o.6F,,A,; Where+=1.00, D=1.50 Nominal Shear Rupture Strength (Gusset) R„/92 kips 1078.811 R„=o.6F A, Nominal Block Shear Strength (Gusset) R„/Q kips 251.025 R.=0.6 F.A,,,.+Fu A,<_0 6 F,,.A,+F„A,,, Nominal Bearing Strength (Gusset) R"/S2 kips 228.150 R =1.2 L�c F <_2.4d t F� �=0,75(LRFD), 92=2.00(ASD) ;ASD Allowable Strength 11"42 kips 7228,150T Minimum from above U16RO597A Page 60 of 189 N V C 0 R Project No. : U16RO597A BUILUINGS GROUP Description : LINE A DIVISION OF NUCOR CORPORATION Engineer: TWB Bracing Components (AISC 14th Edition) Date: 10/4/2016 c:�ion 201 S 04 09 M.i GENERAL INFORMATION: Select Brace Type: Design Method, (ASD/LRFD/LSD): ASD APPLIED LOADS: Height Load Magnitude(kip)by Load Case Load Location: (ft.) I WL EQ I CR CS Tier Height(a+b),h al e : 34.6000 1 9.000 8.110 Tier Height(b),h h: 11.0000 1 0.000 t7.600 LOAD COMBINATIONS: I Load Case Combination Name: Comb.#I Active ASR I WL I EQ I CR I CS 0.6 WL 1 Y 1 00 0.60ll 0.7 p EQ(ABC,p=1.0) 2 Y 1.00 0.700 0.7 p EQ(DEF,p=1.3) 3 Y 1.00 0.910 0.7 Q E CDEF Special) 4 %' 1.20 1.400 0.5 (0.6 WL)+CR 5 N 1,00 0.100 1.000 CS 6 'w 1.50 - — — - 1 00O 7 N 1.00 8 N 1 1.00 ��- - - -- - - - - Case Reactions: Load Horiz. Vert. Case +=Right) (+=UP) WL -9.000 -12.456 EQ -55.710 -32.168 CR CS U16R0597A Page 61 of 189 u C O R — Project No. : U 16R0597A 13 i f I L 0 I M G S G F2 0 41 P Description: LINE 3 A DIVISION OF NUCOR CORPORATION Engineer: TWB Bracing C_omp® ez-Its (AISC 1 4•thEdition) Date: 10/4/2016 Of—vo!ry/! Nrf#e0,•f a1/, /'i � I1)11-11 C t I V(' \'r,.p/{•!1J►.�tr!ICIf/g1 �l!11)11/1/(hl//F!llt11111� Version:2015.04.09(Date:04/09/15)By NBG-GS GENERAL INFORMATION: Select Brace Type: Tier Post&Beam(F W) Design Method, (ASD/LRFD/LSD): ASD �; *P.otc: The`Apphed Hot izontal 1.,oadi"shall be the resultant Crom the Brace Critical Load. (a) Let Manual Load Input! coutrol'u,?load combination including coil,bill ationswith over- Allowable Stress Ratio,ASR: l 20 str�nSll{.tiaras iorcourmction nual�-s,s. Applied Load: (0.7 Q EQ(CDEF Special) 11.354 kips.* Multi Tiered Brace Critical Load. (a+b) r Allowable Stress Ratio, ASR: 1.20 • _ ; Applied Load: (0.7 n EQ(CDEF Special) 77.994 kips.* BRAG£GEOMETRY: n Single S Double = 1 Select Brace Size: Design Ru-d Onlv r_t of Braces,n: I 1 "`^•�• !I ' Module Width, b: ?�. I1600000O Tier Height(a),h« 1. ft. �' IL— No. �'�.�:u•� — Alternate Height: ��.6000 ft. - ,J�• i_ - _ I 0 Multi Tiered Brace: O Single (0-) Double M Select Brace Size(b): Desk-m Brace Size Tier Height(b),h b: 1 1.0000 COLUMN PROPERTIES: Section Designation: None Web Depth, d,,.:(WF=Total Depth,d) .. in. Web Thickness,tW: -- in. Flange Width, bf: __ in Flange Thickness,tf: __ in ❑ Rotate Column 900 Brace w/Hillside Washer Results: Tot. Lateral Drift: 0.742 Memb. Mat. Member Axial Axial Stress Min.t,,, Brace Lateral TD Orient. Elev. Code Description (k) Allowed Ratio in.) Elon . Drift in. B1 / Tier a RB6 3/4"Rod 7.788 1 10.400 Clevis 0.247 0.339 B2 \ Tier a T RB6 3/4"Rod 7.788 10.400 ,. Clevis 0.247 0.339 B3 / Tier b RBO B4 \ J Tier b RB0 Gusset Plate Connection Results: Gusset Plate Information Melnb. Weld Gusset Mat. Member Min.t,, Height Width Thick. Weld Bolt Dia. ID Ratio Ratio Code Description (in.) (A) (B) 00 (in,) (de) B l RB6 3/4"Rod 0.072 8.000 8,000 1.000 3/16 1"e B2 - - - - - RB6 3/4"Rod 0.072 8.000 8.000 1.000 3/16 1"0 B3 RBO 1 1/4" Rod _0.285 1 8.000 8.000 1.000 5/16 1 1'/a"o B4 RBO 1 1/4"Rod 0.285 8.000 8.000 1.000 5/16 1'/4"e U16RO597A Page 62 of 189 L.J IC=C3 FM Project No. U16RO597A HUNILDIP405 C-; HOLPP Description LINE 3 A DIVISION OF NUCOR CORPORATION Engineer TWB Bracing Components(AISC 14th Edition) Date 10/4/2016 Versinn-2015 04 09(Dalt*04/09/1 S)By NBG-GS GENERAL INFORMATION: Non-standard GusseL Plate! Gusset Plate Height, A: 8.00 in. Gusset Plate Width, B: 8.00 in. Gusset Plate Thickness, t9: 1/1 in. IR Gusset Plate Material: A572 Gr.50 Gusset Plate Weld, W: 3/16 in. R, Bolt Diameter, d1b: 0 W Bolt Material: A325 Rh Frame Geometry: e, M Base Stiffener ThIckiiess, tb.,-. Top Stiffener Thickness, flop: W Base Stiffener Width, b in base: Top Stiffener Width, b,,P: in. e, Required Tensile Strength, R: 15.576 kips Vert. Component Strength, R,: 10.663 kips Horiz.Component Strength, Rh: 11.354 kips Vertical Eccentricity, e,: 0.395 in. Horizontal Eccentricity, eh: 3.434 in. Minimum Web Thickness, t,: 0.072 in. WELD INFORMATION: Moment,U—R, (e h)-R h (e,) = 32.14 in.-k Vertical Force, f, = HY2Lweld 0.56 k/in. Momentof Inertia,I P =1, +ly = 67.90 in.' Horizontal Force,fl, = Rh 2Lweld 0.60 k/in. P c = 215.00 in.2 *Section Modulus,Sx Cy ill.2 14.62 *Section Modulus,S'Y ' c y X 1.10 k in. Flexure Force,fbv ��2 S 0.07 k in. *Flexure Force,fbh '�/2s =x y Resultant Force,f, Fbh+A)2 +(fb,+f,V)2 1.81 k in. Gusset Plate Results: Remarks ASD Allowable Strength Ratio See AISC Section J4 ASD Allowable Strength R�=0.6 F_(Sin 0)(S,,Id) Nominal Weld Strength (Gusset) R�/Q k/in. 3.341 0,75(LRFD), 0=2.00(ASD) Nominal Flexural Strength (Gusset) M,,/K2 in-kips 570.928 M,,=Per AISC Section F I I Nominal Tensile Yielding Strength (Gusset) FR./f2 kips 246.478 R�=F,A, 0.90(LRFD), D=1.67(ASD) Nominal Shear Yielding Strength (Gusset) R /f2 kips 280.464 R,,=06 F,A,,; Where�=1.00, n=1 50 Nominal Shear Rupture Strength (Gusset) R,/Q kips 234.998 R,=0.6 F�A,,,, Nominal Rupture Strength at Bolt (Gusset) R„/D kips 153.817 R,,=min(2[b,ff F�,0.6 F�A,f) Nominal Bearing Strength (Gusset) R,,/Q kips 54.000 R,=1,2 Lc I Fu<_1.8 Apb Fy Nominal Bolt Shear Strength (Gusset) R,/Q kips 50.894 R.,=F,,,,Ab 0 75(LRFD), Q=2 00(ASD) AS_D Weld Strength Katio kips 50.894 Minimum from above U16R0597A Page 63 of 189 r� LJ M BUILDINGS GROUP Project No. : UI 6RO597A Description : LINE 3 BELOW IL1EZ7 A DIV[SiON OF NUCOR CORPORATION Engineer: TWB Angle Bracing(AISC 14th Edition) Date: 10/4/2016 Version:2015.9.14(Date:09/14/15)Fay NBG-GS GENERAL INFORMATION: Design Method, (ASD/LRFD/LSD): ASD Allowable Stress Ratio, ASR: 1.20 "Note 'The"Applied horizontal Load'shail be the resultant from the Applied Horizontal Load: 77.994 kips.* controlling load combuTatinn including combinations-,vith rn'cr strength factors for connection analysis Brace Geometry: Select Brace Type: Independent Crane Columns No. of Braced Bays,n: I APPLIED LOAD+-RIGHT Module Width, b: ')5.0000 t. BOTTOM Tier Height,h: 9.0000 ft. —o— m— —— SHE eEAM Column Properties: Built-Up ® BRACE CLEVIS (TYP.) — Column Web Depth, d,,,: 110 in, \ / Web Thickness,t,,: 0.150 in. ® \��(z)ACE BRACES Flange Width,bf: 6O in, Flange Thickness,tf: 0.3125 in. A / u� BRACE INFORMATION: O Single Double Select Brace Size: L4 V X 1 2 L \ / � Angle Brace Material: A36 / PLATE© MR) \ No, of Bolts/Connx,nb: 2 / \ Bolt Spacing, S: 3.75 Bolt Diameter, db: 1"II FVLAWK Bolt Material: A490 W,, MODULE WIDTH b k r!OF T COLUMN APPLIED LOADS: SLENDERNESS LIMITS: Required Tensile Strength, RD: 82.894 kips. Slenderness Ratio, L/rz: 252 AISC DIMENSION CRITERIA: (1h Required End Distance, 1,: 1.75 in. Required Edge Distance, 1h: 1.25 in. Required Bolt Spacing, S: 2.6667 in. 0.1490 in. t;•t, 26.0000' DESIGN RESULTS: 523.4 Win 1467 1b Combined Tension& Shear Results: t K Remarks \S'D Allowable Strength Ratio See AISC Section J4 Nominal Tensile Yielding Strength (Angle) R„/S2 kips 140.120 R =F,Ag Nominal Tensile Rupture Strength (Angle) R„/S2 kips 121.707 R„=F A�,r Nominal Block Shear Strength (Angle) R„/S2 kips 101.088 R =0.6 F.A,,,+F A,,,<_0.6 Fy A6,+F�A,,, Nominal Bearing Strength (Angle) R„/S2 kips 84.825 R =1.2 L�tF <2,4d tF Nominal Shear Strength (Bolts) R„/S2 kips 117.810 R.=F,,,,Ab =0 75(LRFD), Q=2.00(ASD) ADO.AI owable Strength R„/Q kips t0l.7901 Minimum from above U16RO597A Page 64 of189 V C' 0 R Project No. U16RO597A B U I L. V 1 M G S GROUP Description : LINE 3 BELOW MEZZ A DIVISION of NWOR CoxroRA'nor Engineer: TWB Angle Bracing (RISC 14th Edition) Date: 10/4/2016 Version 201>9 14(Daly 09/14115)fly NBGdiS GENERAL INFORMATION: Angle Clearance @ Column: 3/4 in. Gusset Plate Thickness, to: I in. _ #Rv Gusset Plate Material: A572 Gr.50 WGusset Height Override: in.Base Plate Thickness, tbase " ' in MCap Plate Thickness, tcav: 3/8 in. e,Column Depth, de: 12.625 in.Required Tensile Strength, R: 82.89 kips n Vert.Component Strength, R,: 28.08 kips Horiz.Component Strength, R1,: 77.99 kips 11 FF Vertical Eccentricity, e,,: 10.03 in. Horizontal Eccentricity, el,: 3.07 in. Gusset Plate Height, A: 25.0000 in. Gusset Plate Width, B: 10.0000 in. Splice Plate Size, C: 1"x 4"x 18.5"Fy--36 ksi Gusset Plate Weld, W: 3/8 in. UX)UGLF_PASS f-U_1_Er VVELD REQ7..1 REO! Minimum FLANGE Thickness: 0.274 in. G1 issi-r LENGTH CAN Nc OVERRII)nr N Ti RrnUCt-NVELD nF_QUtPE:r,iENTS. WELD INFORMATION: Moment,M=R h (e,) +R„ ((-h) = 868.24 in.-k Vertical Force,f„ =R/LweJd= 0.56 k/in. 2. 3 Moment of Inertia,Il, =Lrveld 12 = 1302.08 in,' Horizontal Force,.fh Rh 2L = 1.56 k/in. = is eld 2 Section Modulus,SX =L1veld 6 = 104.17 in.z Flexure Force,fh =M/ = 4.17 k/in. Resultant Force,fr = (fb+A +f,Z = 5.75 k/in. DESIGN RESULTS: Gusset Plate Results: 0 Remarks AS D Allowable Strength Ratio 0 � i . See AISC Section J4 ASD Weld Strength Ratio t i I R =0.6 F_(Sin 0)(S„,W) Nominal Weld Strength (Gusset) R"/S2 k/in. 6.682 �=0.75(LRFD), n=2.00(ASD) Nominal Flexural Strength (Gusset) M"/f2 in-kips 15246.619 M"=Per A1SC Section FI 1 =0.90(LRFD), a=1.67(ASD) Nominal Shear Yielding Strength (Gusset) R"/Q kips 1771.377 R„=0.6Fy.A; Where+=1.00, 0=1.50 Nominal Shear Rupture Strength (Gusset) R"/Q kips 1649.374 R�=0.61` Am Nominal Block Shear Strength (Gusset) R„/Q kips 213.133 R„—0.6 F A�,.+F„A",<_0.6 F,Ag +F„A", Nominal Bearing Strength (Gusset) R"/n kips 187.200 R�=1.2 L,t F <_2.4d t Fa �=0.75(LRFD), 4=2.00(ASD) ASD Allowable tren R"/S2 I kips 1 187.200 Minimum from above U16RO597A Page 65 of 189 1�1 LJ C O R Project No. : U 16RO597A s v r 1L o e nr 413 s G R C> Ulm Description: LEW BRACING A DIVISION OF NUCOR CORPORATION Engineer: TWB Anchor Bolt Cheeks (AISC l4th Edition) Date: 10/4/2016 r3+p• i .�`C c (":(„rrt9,A€pf�'A_r'rap-, 41(fl?I?Ofr'/4tly S,'de.d rttx� Version:2015.01.26(Date:01/26/15)By NBG-GS GENERAL INFORMATION: FRAME REACTIONS Design Method, (ASD/LRFD): AISC(ASD) Axial Y Allowable Stress Ratio, ASR: 1 00 (Y-Axis) X care l51 Frame Reactions: (Longitudinal Combinations) 1� Tensile Reaction,(y-axis): kips. Shear Reaction,(x-axis): kips. BRACE REACTIONS Bracing Reactions: (Longitudinal Combinations) Y Tensile Reaction,(y-axis): 25 600 kips. (Y-Axis) Shear Reaction,(Y,-axis): 54.200 kips. Y ANCHOR BOLT INFORMATION: X 2L7_ Anchor Bolt Material: F 1554 Gr.55 �s� Anchor Bolt Size,db: 114,10 No. of Anchor Bolts,n: 4 z APPLIED LOADS: Required Tensile Strength, fr: 25.600 kips. Required Shear Strength, f,,: 54.200 kips. DESIGN RESULTS: Tension Only Results: Remarks Tensile Strength Ratio(y-axis) f,/F, R =F„tAb ASD Allowable Tensile Strength, R„,/Q Ft kips 116.365 s2=2.00(ASD) =o.75(LRFD) Shear Only Results: ok: Remarks Shear Strength Ratio(xz-axis) f„/F, ? ,< R„r=F Ab ASD Allowable Shear Strength, R,,,,/fl F,, kips 69.819 0=2.00(ASD) b=0.75(LRFD) Combined Tension& Shear Results: _ 7' Remarks Combined Tensile Strength Ratio f,/F', 0 4c) R„=F„Ab Combined Shear Strength Ratio _ f„/F' n 2.00(ASD) =0.75(LRFD) ASD Available Tensile Strength,R„,/52 F't kips 73.354 F' =F [t-(f2f./F,,,.)11"<F (ASD)' ASD Available Shear Strength, RII„/fl F',, kips 68.109 F'„,.=F„,.[I-(t2f,/F„�]' <_F (ASD)' *User Note:The el liptical relationship for combined strength has been adopted per the AISC commentary. (Eq.C43-8a&C43-8b) U16RO597A Page 66 of 189 R Project No. : U 16R0597A e it/ e L [7 h1 G S C= "CO U P Description: Top Cub Aircraft A DIVISION OF NUCOR CORPORATION Engineer: TW 13 Anchor Bolt Checks(AISC 14th Edition) Date : 10/4/2016 Version:2015.01.26(Date:01/26/15)By N13G-GS GENERAL INFORMATION: FRAME REACTIONS Design Method,(ASD/LRFD): RISC(ASD) Axial Y Allowable Stress Ratio, ASR: 1.00 (Y-Axis) x Frame Reactions: (Longitudinal Combinations) `y P Tensile Reaction,(y-axis): 17.530 kips. Shear Reaction,(x-axis): 65.000 kips. BRACE REACTIONS Bracing Reactions: (Longitudinal Combinations) Y Tensile Reaction,(y-axisj: 64.680 kips. Axial (Y-Axis) Shear Reaction,(z-axis): 67.200 kips. Y A ANCHOR BOLT INFORMATION: x heap �z Anchor Bolt Material F 1554 Gr.105 ��s� Anchor Bolt Size,do: 1'a"o No.of Anchor Bolts,n: H <- Z APPLIED LOADS: Required Tensile Strength, f,: 82.210 kips. Required Shear Strength, f,,: 93.492 kips. DESIGN RESULTS: Tension Only Results: Remarks Tensile Strength Ratio(y-axis) fI/FI R =F,,,Ab ASD Allowable Tensile Strength, R„I/Q FI kills 387.884 92=z00(ASD) =075(LRFD) Shear Only Results: 0 Remarks Shear Strength Ratio(xz-axis) f,/F„ R,,,,=F,,,.Ab ASD Allowable Shear Strength, R,,,,/f2 F,, kips 232.731 sz=2.00(ASD) =0.75(LRFD) Combined Tension &Shear Results: Remarks Combined Tensile Strength Ratio f,/F'I R =F"A, Combined Shear Strength Ratio f /F',, O=2.00(ASD) =0.75(LRFD) ASD Available Tensile Strength,R„I/Q F'I A kips 355.210 F t=F t11 -(Qf,./Fn,)Z]II_<F,,, (ASD); ASD Available Shear Strength, R,,,,/92 F'„ kips 227.443 F v=F",It-(4f,/F,,,)2]12<_F,,, (ASD)' *User Note:The elliptical relationship for combined strength has been adopted per the ATSC commentary. (Eq.C43-8a&C43-8b) U16RO597A Page 67 of 189 u C d R Project No, : U16RO597A B U 1 L a I IV G S G R O [J P Description: CANOPY BEAMS A DIVISION OP NUC'OR CORPORATION Engineer: TWB BEAM-COLUMN S.S.(AISC 14th Edition) Date: 9/28/2016 MAIN REPORT:DESIGN SUMMARI' Version:2015.04 22(Date:04/22/15)By NBG GENERAL INFORMATION San and Loading Conditions t I STRESS DEFLEC. CHECK CHECK Remarks Member Length Lb. ft. 4.00 8.00 Assumes Lbx=L Unbraccd Length-Minor Lh,, ft. 4.00 8.00 Consideration of Tension Field Action for Shear FALSE FALSE FALSE FALSE <=See cell comment&Chapter G. Clear Distance between Transverse Stiffeners a in. <=See cell comment&Section G2. Lateral-torsional buckling factor Ch 1.000 1.000 1.000 1.000 <= See cell comment Kx Factor Kr_ 2.100 1.000 1.000_ 1.000 Ky Factor K, 1.000 1.000 1.000 1.000 Kz Factor I K, 1.000 1 1.000 1.000 1.000 <= See cell comment SEC77ON GEOMETRY otmDido6a(OF)Select Wide-flange or Built-upSection: WF WF None None y_ bof Section Description: W12X2G W12X26 {} Enter WF-Section: W12X26 W12X26 _ Ltof Total Ih d in. 12.200 12.200 - -- Web Thickness t„ in. 0.230 0.230 - Outside Flange Width box in. 6.490 6 x-axis d .490 - ... tw Outside Flange Thickness for in. 0.380 0.380 - - Inside Flange Width bit in. 6.490 6.490 -- losldeflange Thickness ttr in. 0.380 0.380 -- _ �t t if MATERIAL INF'ORMA77ON lesidC Ylarlge(IF) b 1f Material Strength F, ksi 55 55 55 55 Elastic Modulus E ksi 29.000 29,000 29.000 29,0011 Standard for steel shown Shear Modulus G ksi 11,200 11,200 11,200 11,200 Standard for steel shown Flange Yield Strength F r ksi 55 55 55 55 Web Yield Strength F,,,, ksi 55 55 55 55 Ultimate Strength F. ksi 70 70 70 70 APPLIBD LoADs Applied Loading includes second order effects. Factor of Safety(Allowabic Stress Factor) Sr 1.000 1.000 1.000 1.000 Axial(compresgion=>+pot„ tension=>-neg.) Pa kips 0.500 0.500 Shear(absolute value) V, kips 4.200 8.400 Major Axis(x-axis) Momicnt(outside flange in compression=>+pm) M, ft-kip 9.900 19.800 Shear(absolute value) V,- kips Minor Axis(y-axis) Moment(absolute value) M, t-kip - - -- Desi n Results: AS® Remarks ASD Combined Strength Ratio CSR 0.099 0.233 - Eq.Hl-la orYll-lb AM)Shear Strength Ratio(x-axis) V,x/Vo, 0.077 0.153 - - Major Axis(x-axis) ASI)Shear Strength Ratio(y-axis) V 0.000 0.000 - - Minor Axis(y-axis) Dellection Results WN Remarks th:flcclion Limits(about x-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e 360=L/360) Maximum Deflection(about x-axis) A in. 0.267 in. 0,533 in. 0.000 in. 0.000 in. Member Deflection(about x-axis) A in. 0.005 in. 0.039 in. - - A s<pm u Deflection Results I Oty. t_t: Remarks Deflection Limits Nbout)4mis) _ f L/180 L/180 L/180 L/180 Limits as numerals(i.e.360=L360) Maximum Deflection(about y-axis) A.,,xin. 0.267 in. 0.533 in. 0.000 in- 0-000 in, Member Deflection(about y-tixis) 4,._s in- 0.000 in. 0.000 in. - -- A•SUS<A_ U16RO597A Page 68 of 189 N V C 0 M Project No.: U16RO597A B v r L O 11 N G S G R O U P Description: CANOPY BEAMS A DIVISION OF NUCOR CORPORATION Engineer: TWB BEAM-COLUMN S.S.(AISC 14th Edition) Date: 10/4/2016 MAIN REPORT:DESIGN SUMMARY Version:2015-0422(Date:04/22/15)By NBG S an and Loading Conditions GENERAL INFORMATION Remarks Member Length Lb.. ft. 22.00 Assumes Lbx=L Unbraced Length-Minor Ll,' ft. 11.00 Consideration of Tension Field Action for Shear FALSE FALSE FALSE FALSE <=See cell comment&Chapter G. Clear Distance between Transverse Stiffeners a in. <=See cell comment&Section G2 Lateral-torsional buckling factor Cl, 1.000 1.000 1.000 1.000 <= See cell comment Kx Factor K, 2.100 1.000 1.000 1.000 Ky Factor K, 1.000 1.000 1.000 1.000 Kz Factor K, 1.000 1.000 1.000 1.000 <- See cell comment SECTION GEOMETRY outs1do 9an6 (OF) Select Wide-flange or Built-up Section: BU None None None ytiais bnf Section Description: BUIOx39 -- -- Enter WF=Section: taf Total Depth d in. 9.750 - - Web Thickness LW in. 0.188 - - s,Sde d Outside Flange Width b r in. 8.000 - - tw Outside Flange Thickness tof in. 0.625 - - Inside Flange Width b;r in. 8.000 - - - tif Inside Flange Thickness tar in. 0.625 -- -- - b lnaide flenW(In If MATER/AL/NFORMA7YON Material Strength F, ksi 55 55 55 55 Elastic Modulus E ksi 29.000 29,000 29,000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 11,200 11,200 Standard for steel shown (Flange Yield Strength F r ksi 55 55 55 55 Web Yield Strength Fes,, ksi 55 55 55 55 Ultimate Strength F. ksi 70 70 70 70 APPLIED LoADs Applied Loading Includes second order effects. (Factor of Safety(Allowable Stress Factor) Sr 1.000 1.000 1.000 1.000 Axial(compression=>+pos., tension=>-neg.) P, kips 63.000 Shear(absolute value) V, kips Major Axis(x-axis) Moment(outside flange in compression=>+pos.) M, ft-kip 5.000 Shear(absolute value) V,, kips Minor Axis(y-axis) Moment(absolute value) M11 ft-kip Dtexl n Results: ASD Remarks ASD Combined Strength Ratio CSR 0.670 - Eq.Hl-la or H1-lb ASD Shear Strength Ratio(x-axis) V,N/V 0.000 - - Major Axis(x-axis) ASD Shear Strength Ratio(y-axis) V_/V_ 0.000 - - -- Minor Axis(y-axis) Deflection Results ) - Remarks Deflection Limits(about x-axis) L/180 L/180 L/180 L/180 Limits as numerals(Le.360=U360) Maximum Deflection(about x-axis) Am„ in. 1.467 in. 0.000 in. 0.000 in. 0.000 in. Member Deflection(about x-axis) A,,.,,.,, in. 0.069 in. - - - Deflection Results J:il€it-xxi. ui� - Remarks Deflection Limits(about y-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e.360=11360) Maximum Deflection(about y-axis) 41,,,, in. 1.467 in. 0.000 in. 0.000 in. 0.000 in. M ember Deflection(about y-axis) A,-.a, in. 0.000 ill. - - - AY-,cs�Am, i U16RO597A Page 69 of 189 Simple Span Channel Bending(AISC 14th) iVatr,: This Spreadsheet is valid nnh Tor+iw de+pan,115C rtt:umrl scrUau+with uniturni loads,pinnrd:u bntb ends Dated 6128/201-6-1 Project No.: U16R0597A Engineer: TWB Project Name: Top Cub Aircraft Simple Span Vilaunal Itl-,\viral Ircudilly and Axial t natpro+lion: FNTRANCI?BSW FO JAMBS Span and Loading Conditions Y ISC Channel Section Properties: .•Member Length L 700 ft �x bar Total Depth d 6.00 in. CILar inside radius T 4.38 in. Number of brace points(Maximum 7): U O.F.P.to web toe k 0.81 ill. Location along member from left end(ft): Area A 3.08 in.^2 T Flange Width b, 2.03 in- k Flange Thickness tf 0.34 in. Web Thickness tw 0.31 in Weight per Foot Wt 10.50 lb/ft Moment of Ineitla Ix 15 10 in^4 Section Modulus Sx 5 04 in.^3 Radius of Gyration IN 2 22 in. Plastic Modulus Z.x 6.18 iu.^3 Unbraced Length Lb 84 in. T X X d Moment of Inertia ly 0.96 in.^4 Applied Loads Section Modulus Sy 0.56 in^3 X-axis Uniform Load(+Dn) w 0250 k/ft I Radius of Gyration ry 0.53 in. Y-axis Uniform Load(+Dn) wy I'laslic Modulus ZY L 14 in.^3 Axial Compressive Load(+C) P 6.00 kips k T —F Shear Center Location ep 0.49 in. Wind or Gravity Loading(W/G) G Neutral axis to outside Stress Factor 1.00 of channel web x bar 0 50 in eon Torsional Constant J 0.13 ir04 Channel Section: cax;o•s qr Warping Constant Cw 5.91 Dist.Between Flange h 5.66 in. Centroids Channel Yield Strength Fy 36 ksi Fffcclivc Radius r, 0,669 E 29000 ksi ol'G ration G 11200 ksi Results/Warnings: Final Desi-n Loads Simple Span Moment(X-Axis) Mx(ft-kip) 1 53 Channel Good Simple Span Moment(Y-Axis) My(ft-kip) 000 Shear (X-axis) Va(kip) 088 Shear (Y-axis) Va(kip) 000 Critical Sheau Stress Ratio Critical Bending Stress Ratio Combined Stress Ratio Simple Span Strong Axis Deflection: 0.031 in, =L/2724 Simple Span Weak Axis Deflection: 0.000 in. =L/0.00 9/28/2016 Nucor Building Systems U16R0597A Page 70 of 189 Simple Span Channel Bending(AISC 14th) Calculations: Compactness Checks per AISC 14th:Chapter B-Case 10 Noncompact Compact Limit Limit bf/tf Defined As: Flange check 10.785 28.382 5.930 Compact Bending Checks per AISC 14th:Chapter F2-Major Axis Mrx(kip-in) 18.67 Lp 26.43 B, 10159 Fcr 47.88 ksi Lr 151.54 Yielding Mn(kip-in) 222.48 Lateral-Torsional Buckling Mn(kip-in) 178.55<<Controlling Case>> Allowable Strength Mcx(kip-in) 106.91 X-axis bending ratio Mrx/Mcx 0.172 Bending Checks per AISC 14th:Chapter F6-Minor Axis Bi,, 1.3797 Mry(kip-in) 0 Yielding Mn(kip-in) 3231 Lateral-Torsional Buckling Mn(kip-in) Limit State Does Not Apply Allowable Strength Mcy(kip-in) 1935 Y-axis bending ratio Mry/Mcy 0.000 Shear Checks per AISC 14th:Chapter G2-Major Axis Nominal Shear Strength VnK(kips) 40.6944 h/t,,. 13.933 Allowable Shear Strength Vc,(kips) 24.37 Cv 1 Note:Only lot*Channels with Unstiffened Webs Aw 1.89 in.^2 X-axis shear ratio Vtx/Vcx 0.036 Shear Checks perA1SC 14th:Chapter G7-Minor Axis Nominal Shear Strength Vn,.(kips) 30.1389984 b/tr 5.930 Allowable Shear Strength Vc,,(kips) 18.047 Cv 1 Aw 1.40 in.^2 Y-axis shear ratio Vry/Vcy 0.000 Kx Factor,Kx 1 (AISC 14di) Ky Factor,Ky 1 (AISC 14th) Kz Factor,Kz 1 (AISC 14th) Cbx 1 (AISC 14th) Cby 1 (AISC 14th) Cmx I (AISC 14th) Cmy 1 (AISC 14th) a 1.6 (AISC 141h) Axial Compression per AISC t4th:Chapter E Fey(ksi) 11.35(E4-8) (KL/r)x 37.84 Fex(ksi) 199.91 (E4-7) (KI,h')y 158.79 Fez(ksi) 89.28(E4-9) (KL/r)inax 158.79 Section E2 Fe(ksi) 11.10(C4-5) 4.71*SQRT(E/Fy) 133.68 Section E3 Fcr(ksi) 9.73(E3-3 or E3-4) to(in) 2.49(F4-11) Pin(kips) 29.98(E3-1) H 0.84(E4-10) Pc(kips) 17.95 Section F,I Combined Axial Compression and Bending per AISC 14th:Chapter III Pr/Pc 0.334 SectionHl CSR 0.489(HI-laorHI-lb) 9128/2016 Nucor Building Systems 0 � A a as IL d kn p � SN i 00 U E� N I LLi - - ----- -------Ln - w 0 o a H a� C� N b Z p N ■ 1 .^ o m U U A W m w o 0 1 1 LL L 0 N � C rp O LL 1 1 z O O O OD cr- CD CD •� d a, 1 d A � rp ® 1 1 1 xw �1 ca CD O O p O O O ® r, CD O OCD el a, a� •o U ° o ° ?O A C 'ens c a w a o o i� Ln r G4 C7 ►�+ U U16RO597A Page 72 of 189 N U C C R ProjectNo. : U16RO597A Description: Top Cub Aircraft BUILDINGS GROUP Engineer: TWB A DIVISION OF NUCOR CORPORaT10N Date: 9/28/2016 FASCIA AND CANOPY LOADS ,Applied Loads Version 2015.09.30(09/30/15)By N13G-(iS Building Code: 113C 2012/ASCE 7-10 Roof Dead: 10,00 p, :':, Roof Collateral: 5.00 psf Horz. Beam Wt.: nK Roof Live: 20.00 psf P-o'n t€ (, ; Roof Snow: I i�l i �, Horz. % i€d l'rvssm-e. Drift Max.: 74.07 psf° Wind Uplift: Drift Width (Wd): 17.2000 ft Gutter/Aux. Line Load: 50.00 plf _ Seismic Horz.: 0.50 kips ,Load Combinations Load Case Combination Name: Comb.41 DL I COL I LL I SL W1R W1L DL+COL+LL l 1.000 1,000 1 (uq DL+COL+SL 2 1.000 1,000 i.01H1 0.6 DL+0.6 WIR 3 0,600 0.600 0.6 DL+0.6 W 1L 4 0.600 0,000 DL+COL+0.75(SL+0.6 W1 R) 5 1.000 1.000 _ 0.75() 0.451) DL+COL+0.75 SL+0.6 W I L 6 1.000 1.000 _ 0.750 0.450 DL+COL+0.75(LL+0.6 WIR 7 1.000 1.000 0.750 0.450 DL+COL+0.75(LL+0.6 W 1 R) 8 1.000 1.000 0.750 0.450 9 10 AuxLd:575 Ib Drift:703 min,852 max pif LL: 230 plf COL:58 plf Horizontai 3333 o� 0000 - � + + - - U U U U U U F- -] � niv �i � Div fir; Z A A o o A A Q A O Q CT N CT -- CT N CT i C Z N M 't kn t` °oo CT In — U �i v; C-i r-� cv ,,; (7-..1 r U 7 CCS z �, �N Q o � o � o0 00 rb i - -- - - N t` o, kn Le) kn O 1 iM V-1 V1 O � ach fl ' w I _ M a t-� O 0 , I C ❑ �"� N M N -. N M -- -N y�, O OC O O O O O O p O O N — .. J r 1 O (L C W O O O O Q O + 0 � j> i 1cn + CO O _ ti z Y i , 2 + c7 CD z o C-n o - o3 .n C1.1 Zca U16RO597A Page 74 of 189 N V C c3 R Project No. U 16R0597A B[Y 1 1.fD i M G S G d2 O S,I P Description: PARAPET S 1?M A DIVISION OFNUcoRCOxPOKATION Engineer: Tw13 End-Plate Moment Connections (AISC; 14th Edition) Date: 9/28/2016 Version:2015.0826(Date:08!26I15)By N136-GS GENERAL INFORMATION: Design Method,(ASD/LRFD): AS® Allowable Stress Ratio,ASR: 1.00 APPLIED LOADS: Required Axial Strength,P,.: kips. Required Shear Strength, V,.: �J)00 kips. Required Moment Strength,M,.: 12.000 ft-kips. I Ilk- Required Column Axial Strength,P kips. BOLT INFORMATION: Bolt Material: Bolt Diameter,do: "I, Pretensioned: 1 Bolt Dimensions: Check Box if Yes Bolt Gage,g: 3.5 in. Bolt Dimension,P li: 1.1875 in. Bolt Dimension,P e: - in. Bolt Spacing,S: SECTION GEOMETRY: LEFT Beam Slope: 0 01 I=' RIGHT Section Designation: 111 1 Sccti m Ri �«tiI�II Web Depth,d,,.:(wF=Total Depth,d) 12. in. 18.0 in. Si lr�F N�N Web Thickness,t,,,: 0.I in. _ D.I? in. Flange Width,b f: 6.0 in. , eI 6.n in. J Outside Flange Thickness,tof: II._zl in. ;.�5 in. Inside Flange Thickness,t,f: 0. in. I t e = � 0.25 in. Column Stiffener Information: Stiffener Designation: 1' .25 0 Beam=fo-Col. 0 Beam-To-Beam Stiffener to Web Weld: FWI� END-PLATE INFORMATION: Plate Width,bz,: 6.0 in. Plate Width,bp: in. Plate Thickness,t n: 0,25 in. Plate Thickness,t p: 0.;75 in. Plate Yield Str•ength,FNy: 55.0 ksi. Plate Yield Strength,Fpy: 55.i? ksi. ti,required for"Thick Plate" behavior: 0.2472 in. tp required for"Thick Plate'behavior: 0.2472 in. Weld Information: Weld information: Plate Flange Weld: FWD3 Plate Flange Weld: FWD3 Plate Web Weld: FWS3 Plate Web Weld: WP14 -- in. -- in. DESIGN RESULTS WARNINGS Plate Yield Ratio (Left End-Plate): 0.880 Plate Yield Ratio ([tight End-Plate): 0.391 Bolt Tension&Shear Ratio: 0.308 Beam Weld Ratio (Left End-Plate): 0.157 Beam Weld Ratio (flight End-Plate): 0.138 Stiffener Ratio (Left End-Plate): -- Stiffener Ratio (Right End-Plate): -- Column Stiffener Ratio: 0.291 Column Web Panel Zone Shear: 0.212 U16RO597A Page 75 of189 L.J C O M Project No. : U 16RO597A IB L9 f L"!N G S G Fa O u P Description: PARAPET STUB A DIVISION OFNUCOR CORPORATION Engineer: TWB End-Plate Moment Connections(AISC; 14th Edition) Date: 9/28/2016 pica .ii i(. '6'vijteui 7.3$?a—n'€[Yfs i.,Edsiref(.! ?1,];s is.ie rr (kai€ie ife; 0'1:'i f.ri .1 i-e.—I @_wl sii i.ek-601: "I i rs.€tSi i z 4th 1 w,10if1 Version:2015.0826(Date:08/26/15)By NBG-GS DETAILING INFORMATION K GENERAL DIMENSIONS: by 19 Standard Bolt Dimensions: Number of Bolts,n: 4 Bolt Diameter,dh: 5/8"o,A325 • • Bolt Gage,g: 3.5 in. Bolt Dimension,PI: 1.1975 in. Bolt Dimension,Pry: -- in. Bolt Dimension,S: -- in. lo Minimum Edge Distance,d,: -- in. lo Maximum Flange Thickness,if 0.25 in. Nk WEB oo WE Distance from ntn bolt row to center of end-plate,x„: LI) Distance from outside row,x 0: in. t P ol GE Distance from 1st interior row,x�: 7.9125 in. WELD Distance from 2nd interior row,x 1: in. • • Distance from 3`d interior row,x 3: in. dw STIFFENER ,�- ---' J1 �'r Id TWO—BOLT FLUSH UNSTIFFENED lot t r Left and Right Connection Plate Dimensions: Left Inside Flange Width: 6 in. Right End-Plate Width,bp: 6 in. Left Inside Flange Thickness: 0.25 in. Right End-Plate Thickness,tp: 0.375 in. Column Stiffener to Flange Weld: FWD3 Right End-Plate Flange Weld: FWD3 Column Web to Flange Weld: FWS3 Right End-Plate Web Weld: WP13 End-Plate Length,l p: 18.5 in. End-Plate Length,l p: 18.5 in. Column Stiffener Designation: F3.25 Column Stiffener to Web Weld: FWS3 End-Plate Stiffener Information: Additional Column Stiffener: None Right End-Plate Stiffener: None Additional Column Stiffener Weld: None Right End-Plate Stiffener Weld: None Additional Column Stiffener Length: tn. Right End-Plate Stiffener Length: -- in. U16RO597A Page 76 of 189 ry V C 0 R Project No.: U16RO597A 8 U f L."!m O S O R O U P Description: CANOPY CONN. A DIVISION OF NUCOR CORPORATION Engineer: T W 13 End-Plate Moment Connections (MSC; 14-th Edition) Date: 9/29/2016 „ •.r nr :Ir' l u.l l'lrr,-1",,trrrl7l,:�.� rl.l;:i•II !r, f�ir i�•1 .t I1'iI . ,:at:•rn-Ir;rI ?lululN!(1Jr1t 1:d1tJ,ur1 Version:2015;08.26(Date,006,115)by N06-08 GENERAL INFORMATION: Design Method,(ASD/LRFD): ASD Allowable Stress Ratio,ASR: 1.00 ,�1 I APPLIED LOADS: Required Axial Strength,P,.: 0,5;00 kips. Required Shear Strength, V,.: 4 200 kips. Required Moment Strength,M,.: 9.900 ft-kips. Required Column Axial Strength, P«: kips. BOLT INFORMATION: -� ��• /% Boll Material: Bolt Diameter,d h: •�"U Preiensloned': \ •, Bolt Dimensions: ❑ Check Box if Yes Bolt Gage,g: 3.5 in. ;,•x-_ �o► anao Bolt Dimension,P fi: 1.1875 in. Bolt Dimension,P b: 2.875 in. I' Bolt Spacing,S: -- in. 1. tr.l r. r ) (L+c r++tlg•.1; SECTION GEOMETRY: LEFT Beam Slope: O.11(I:12 RIGHT Section Designation: BU Section ___dA V 12N26 Web Depth,d,,,:(WF=Total Depth,d) 12.0 in. rF�R 12.2 in. S71 Web Thickness,t,,,: 0.1 in. _ �,. 0.23 in. Flange Width,b f: 6 0 in. / `�' ei 6.49 in. d. d Outside Flange Thickness,t"f: 0.1875 in. � 0.38 in. Inside Flange Thickness,t;f: 0.25 in. 0.38 in. Column Stiffener information: Stiffener Designation: 1 25.;8 O Beam-To-Col. O Beam-To-Beam Stiffener to Web Weld: F A`S END-PLATE INFORMATION: Plate Width,bp: 6.0 in. Plate Width,bp: 8.0 in. Plate Thickness,tp: 0.25 in. Plate Thickness,t p: 0.375 in. Plate Yield Strength,FI,y: 55.0 ksi. Plate Yield Strength,Fvy: 5 5.0 ksi. tp required for"Thick Plate" behavior: 0.2132 in. tp required for"Thick Plate" behavior: 0.1948 in. Weld Information: Weld information: Plate Flange Weld: FWD3 Plate Flange Weld: FWD3 Plate Web Weld: FWS3 Plate Web Weld: WP14 -- in. in. DESIGN RESULTS WARNINGS Plate Yield Ratio (Left End-Plate): 0.649 Plate Yield Ratio (Right End-Plate): 0.243 Bolt Tension&Shear Ratio: 0.186 Beam Weld Ratio (Left End-Plate): 0.208 Beam Weld Ratio (Right End-Plate): 0.132 Stiffener Ratio (Left End-Plate): -- Stiffener Ratio (Right End-Plate): — Column Stiffener Ratio: 0.314 Column Web Panel Zone Shear: 0.275 U16RO597A Page 77 of 189 N W C[O R Project No.: U l 6RO597A S u I IL D I lV G s GROUP Description: CANOPY CONN. A DNfSION OF NUCOR CORPORATION Engineer: TWB End-Plate Moment Connections (RISC 14th Edition) Date: 9/28/2016 fie;-.iISc- Avioui per I-HedPi ifeic Cm du ecl Wd"r (Desig;l _'Hi UE! i(D) to Ae.S'l.. 31eel iZz€P ii ac2[f€vF tdir`ed i3dli� <y p.r1 ;d�s�i{fii' Version:2015 08 26(Date:08/26/15)By NBG-GS DETAILING INFORMATION GENERAL DIMENSIONS: by Standard Bolt Dimensions: Number of Bolts,n: 8 Bolt Diameter,d b: `/>i"o,A325 Bolt Gage,g: 3.5 in. • °• �t max Bolt Dimension,PA: 1.1875 in. • a Bolt Dimension,Pfo: 1.3125 in. Bolt Dimension,S: — in. Minimum Edge Distance,d,;: 1.125 in. '4 Maximum Flange Thickness,if 0.38 in. a WEB - Distance from n`h bolt row to center of end-plate,x„: WELD FLANGE Distance from outside row,x 0: 7.4075 in. t — WELD p Distance from I"interior row,x i: 4.5325 in. Distance from 2nd interior row,x 2: in. Distance from 3`d interior row,x 3: in. dw STIFFENER i t"1 of d FOUR—BOLT EXTENDED UNSTIFFENED t1�2. of 4f Left and Right Connection Plate Dimensions: Left Inside Flange Width: 6 in. Right End-Plate Width, bp: 8 in. Left inside Flange Thickness: 0.25 in. Right End-Plate Thickness,tp: 0,375 in. Column Stiffener to Flange Weld: FWD3 Right End-Plate Flange Weld: FWD3 Column Web to Flange Weld: FWS3 Right End-Plate Web Weld: WP13 End-Plate Length,l p: 17.065 in. End-Plate Length,1p: 17.065 in. Column Stiffener Designation: F25.38 Column Stiffener to Web Weld: FWS3 End-Plate Stiffener Information: Additional Column Stiffener: None Right End-Plate Stiffener: None Additional Column Stiffener Weld: None Right End-Plate Stiffener Weld: None Additional Column Stiffener Length: -- in. Right End-Plate Stiffener Length: -- in. U16R0597A Page 78 of 189 Nucor Building Systems LATERAL SUPPORT AT Page: Of: Design Calculations LINE 2 OF THE By: Date: 10/10/2016 ENTRANCE BLDG Check: Date: x Rev.: 2013.12.31 Date: 12/31/2013 a b c model we Partially Distributed Uniform w &Linear Loads(+),w(klf) (modelled as equivalent uniform load) a b Point Loads P(kips) x(feet) P Point Load (+),P(kips) P1= 5.0000 15.0000 P2= P3 Uniform Load(+),w(klf) P�_ Y P5= i Span=L P6 P7= A I; p 8= I.SU...1 24.0000 Fect Pq= P10= Pit = P12= Full Span uniform I oats Linear and Partially l)istribulcd Uniforni loads P13= w(kit) ws(klt) w,(k1f) a(11) b(11) P 14= wl— 11 P15= w2— 12= P16= w3— 13— P17= w4= 14— P18= W5— 15= P19= 16— P20= End Reactions(Kips) R^ 1.88 Rn 3.13 Shear Envelope(Kips) umax= 1.88 V,nin= -3.13 Moment Envelope(Ft-Kips) MA= 0.0000 MB— 0.0000 Minterior 1//+�= 28.1250 Anteriorl-�= 0.0000 Pin-Pin Simple Span Beam: Input i U16RO597A Page 79 of 189 rq u C C3 R Project No.: U16RO597A B U I L V I N tG S G R o U P A D1VK10N OF NUCOR CORPORATION Description: ENTRANCE BLDG.FL 2 LAT Engineer: TWB BEAM-COLUMN S.S.(AISC 14th Edition) Date: 10/10/2016 MAIN RUORT:DESIGN SUMMARY Version 2015.04 22(Date:04/22/15)By NBG r:ENEW%l,INFORIATION San and Loading Conditions 1 Remarks Member Length Lbr ft. 24.00 _ Assumes Lbx=L b Inbraced Length-Minor Lbv ft. 15.00 Consideration of Tension hield Action for Shear FALSE FALSE FALSE FALSE <=See cell comment&Chapter G Clear Distance between Transverse Stiffeners a in <=See cell comment&Section G2 Lateral-torsional buckling factor Cb 1.000 1.000 1.000 1.000 <= See cell comment Kx Factor K, 1.000 1.000 1.000 1.000 Ky Factor K 1.000 1.000 1.000 1.000 _ Kz Factor Kz 1.000 1:: _j .000 1.000 1.000 - See cell comment SE TR SECTION GEOMEY outside flwW(OI) Select Widc-flan c or 13uilt-u Section: WF None None None - - ---� Section Uescri (ion: W12X26 1 Y-�8 _ bof + Enler WIr-Section: W12X26 _ t Tota11?cpth d in. 12.200 Web Thickness t in. 0.230 Outside b Flange a Width X-� d r in- 6.490 - _ _ -tw Outside Flange Thickness tar in 0.380 Inside Flange Width ba in. 6.490 Inside Flange Thickness t;f in. 0.380 - _ t + t if MATERNAL INFORMATION ilnrtide flange(IP) b if Material Strength F. ksi 55 55 55 55 Elastic Modulus E ksi 29,000 29,000 29,000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 11,200 11,200 Standard for steel shown Flange Yield Strength Fir ksi 55 55 5.5 55 Web Yield Strength F,,,,, ksi 55 55 55 55 Ultimate Strength F. ksi 70 70 70 70 AFrmwLOADS Applied Loading includes second ordereffeets. Factor of Safely(Allowable Stress Factor) Srrkips 1.000 1.000 1.000 1.000 Axial(compression=>+pos., tension=>-neg.) Pa 10.000 Shear(absolute value) Vs 3.130 _ _ _ _ Major Axis(x-axis) Moment(outside flange in compression=>+pos.) M, 25.125 Shear(absolute value) V,. Minor Axis(y-axis) Moment(absututc value) M Design Results: ASD 01, Remarks ASD Combined Stren th Ratio CSR 0.548 -- Eq.HI-la orHl-Ib ASD Shear Strength Ratio(x-axis) V, N., 0.057 - - -- Major Axis(x-axis) ASD ShearSlrength Ratio(y-axis) V /V� 0.000 - - - Minor Axis(y-axis) Deflection Results k Remarks FWfIcefian Limits(about x-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e-360=L/.W) um Deflection(about x-axis) A in. 1.600 in. 0.000 in. 0.000 in. 0.000 in. r Deflection(about x-axis) A.,.i. in. 0.493 in. - - _ p. s<Am,. Deflection Results __J ill Remarks Deflection Limits(about y-axis) L/180 L/180 L/180 -L/180- Limits as numerals(i.e.360=U3607 Maximum Deflection(about y-axis) A.- in. 1.600 in. 0-000 in. 0.000 in. 0.000 in. Member Deflection(about y-axis) A in. 0.000 in. __ - A` �s S Am c U16R0597A Page 80 of189 Nucor Building Systems BIFOLD TUBE HEADER Page: Of Design Calculations BSW OF MAIN BLDG By: Date: 9/30/2016 HORZONTAL LOADS-DEAD Check: Date: X Rev.: 2013.12.31 Date: 12/31/2013 a b c model W e Partially Distributed Uniform W5 &Linear Loads(+),w(klf) �� r f i � (modelled as equivalent uniform load) a b Point Loads P(kips) x(feet) P , P 0.4840 1.5000 Point Load (+),1 (kips) 1— P)= 0.9670 7.5000 P3= 0.9670 13.5000 Uniform Load(+),w(klf) = 0.9670 19.5000 P5= ///i i Span=L P6 P7= A g Pg= Spun: 25.5000 Feet P9= P10= P11 = P12= dull Span Unilbnn 1.tlads Linear and Partially Distributed Llnititrm Load P 13= w(kit) ws(kit) we(kto a(it) b(ft) P 14= wt= 11 _ P15= w2= 12= P16= w3— 13_ P1-1— w4= 14= P18= w5= 15= pig= 16= P20— End Reactions(Kips) RA— 1.82 RB= 1.56 Shear Envelope(Kips) Votax— 1.82 Vmin= -1.56 Moment Envelope(Ft-Kips) MA= 0.0000 MB= 0.0000 Minterior(Ni= 12.9606 Minterior(-)= 0.0000 Pin-Pin Simple Span Bea1n: Input U16RO597A Page 81 of 189 Nucor Building Systems BIFOLD TUBE HEADER Page: Of: Design Calculations BSW OF MAIN BLDG By: Date: 9/30/2016 HORZONTAL LOADS-WIND Check: Date: X DOOR CLOSED Rev.: 2013.12.31 Date: 12/31/2013 a b c model " 1T e Partially Distributed Uniform Ws &Linear Loads(+),w(I<lt) (modelled as equivalent unifbrm load) a b Point Loads P(kips) x(feet) P P 0.2610 1.5000 Point Load(+),p(kips) 1 — P2= 0.5220 7.5000 P3= 0.5220 13.5000 it Uniform Load(+),w(klf) P4= 0.5220 19.5000 11/6, / P5— Span=L P6 0 P7 Pg= Saar; 25.5000 Fect p 9= P10= pl1= P12= Full Snan Uniform Loot Linear and Partially Distributed Unifortn Loads p13— w(klo ws(ldf) we(klf) a(ft) b(ft) P14= w1= 0.0375 11 = P15= w2= 12= P16= w3= 13= P17= w4= 14= P18= w5= 15= p19= 16= P20= End Reactions(Kips) RA= 1.46 RB= 1.32 Shear Envelope(Kips) Vmax— 1.46 Vmin— -1.32 Moment Envelope(Ft-Kips) MA— 0.0000 MB= 0.0000 Minterior + 10.0332 Miaterior 0.0000 Pin-Pin Simple Span Beam: Input U16RO597A Page 82 of189 Nucor Building Systems BIFOLD TUBE HEADER Page: Of: Design Calculations BSW OF MAIN BLDG By: Date: 9/30/2016 HORZONTAL LOADS-WIND Check: Date: x DOOR OPEN Rev.: 2013.12.31 Date: 12/31/2013 a b c model we Partially Distributed Uniform ws &Linear Loads(+),w(klf) (modelled as equivalent uniform load) a b Point Loads P(kips) x(feet) P P 0.0780 1.5000 Point Load(+),P(kips) I — P-)= 0.1560 7.5000 P3= 0.1560 13.5000 Uniform Load(+),w(klf) P4= 0.1560 19 50011 P5= Span=L P6 P7= A � Yg= Span: 25.5000 Feet P9= P10= PI l — P12= full Spun Unilonn L.uads Incur and Purtially Distribuled Unil<nm Lauds P13= w(klt) ws(klf) we(klt) a(11) b(ft) P 14= wl= 0.0375 11 = P15= w2= 12= P16= Nv3— 13= P17— w4= 14 P13 w5= 15— P19— 16= P20= End Reactions(Kips) RA 0.77 Ru= 0.73 Shear Envelope(Kips) vmax— 0.77 Umin= -0.73 Moment Envelope(Ft-Kips) MA= 0.0000 Mg= 0.0000 Minterior — 5.1279 Minterior l-�— 0.0000 Pin-Pin Simple Span Beam: Input U16RO597A Page 83 of 189 Nucor Building Systems BIFOLD TUBE HEADER Page: Of: Design Calculations BSW OF MAIN BLDG By: Date: 9/30/2016 VERTICAL LOADS-DEAD Check: Date: X Rev.: 2013.12.31 Date: 12/31/2013 a b c model we Partially Distributed Uniform w s 1.' ;'� �; y &Linear Loads(+),w(kll) (modelled as equivalent a b uniform load) P Point Loads P(kips) x(feet) Point Load(+),P(kips) P1= 0.2970 1.5000 P2= 0.9670 7.5000 1 P3= 0.9670 13.5000 Uniform Load(+),w(klf) P4= 0.9670 19.5000 W lJ P5= Span=L P6= P7= A 11 P8= Soan; 25.50 10 Feet Pq= P10= pit= P12= Full Span Uniform Loads L_ywar and Partialh Distributed Uniform Loads P13— w(klt) ws(klt) we(klf) a 00 b(ft) P 14= w1= 0.0500 11= P15= w2= 12= P16= w3 13= P]7— wq= 14= P18_ NS 15= P19= 16 P20= End Reactions(Kips) RA 2.28 RB 2.19 Shear Envelope(Kips) Umax= 2.28 Vmin= -2.18 Moment Envelope(Ft-Kips) MA— 0.0000 MB— 0.0000 Minterior 16.8782 Mintei for 0.0000 Pin-Pin Simple Span Beam: Input U16R0597A Page 84 of 189 Nucor Budding Systems BIFOLD TUBE HEADER Page: Of: Design Calculations BSW OF MAIN BLDG By: Date: 9/30/2016 VERTICAL LOADS-WIND Check: Date: X Rev.: 2013.12.31 Date: 12/31/2013 a b c model We Partially Distributed Uniform ws r &Linear Loads(+),w(klf) (modelled as equivalent uniform load) a b Point Loads P(kips) x(feet) P Paint Load (+),p(kips) P1= 0.0420 1.5000 P-)= 0.0850 7.5000 P3= 0.0850 13.5000 Uniform Load(+),w(klf) P4= 0.08511 19,5111111 PS= //m,, /, SpanL P6 P7= P8— Span: 25.5000 Fect Pq— P10= P11= P12= lull-Span tinifonn Loads Linear and Partially Distributed 1.initirm toads P13= w(kit) ws(klf) we(klO a(it) b(ft) P 14= V,1 1= 11 = 1'15= w2= 12= P16= w3= 13= P17= N— 14= P18= w5= 15= P1g= 16= P20= End Reactions(Kips) RA= 0.16 RB- 0.14 Shear Envelope(Kips) Vmax= 0.16 Vmin= -0.14 Moment Envelope(Ft-Kips) MA= 0.0000 MB= 0.0000 Minterior / 1.1389 Minterior 0.0000 Pin-Pin Simple Span Beam: Input U16RO597A Page 85 of189 Project No.:1 U16R0597A Engineer:1 TWB Discriptionfl BIFOLD DOOR Date: 10/10/2016 S • an and Loading Information TUBE HEADER Case 2 Case 3 Case 4 Member Length ft. 25.5 0 0 0 Unbraced Length - Major in. 306 0 0 0 Unbraced Length - Minor in. 306 0 0 0 Cbx 1 1 1 1 Cby 1 1 1 1 Cmx 1 1 1 1 Cm 1 1 1 1 Kx 1 1 1 1 K 1 1 1 1 Applied Loads X-axis Uniform Load (+Dn) kip/ft 0 0 0 0 Y-axis Uniform Load +Dn ki ft 0 0 0 0 Axial Load kip 0 0 0 0 Mx End 1 (+=Ten. On Bot.) ft-kip 0 0 0 0 Mx End 2 (+=Ten. On Bot.) ft-kip 0 0 0 0 Mx Interior +=Ten on Bot. ft-kip23 0 0 0 My End 1 (+=Ten. On Bot.) ft-kip 0 0 0 0 My End 2 (+=Ten. On Bot.) ft-kip 0 0 0 0 My Interior +=Ten on Bot. ft-kip16.9 0 0 0 Vx Shear kip 2.9 0 0 0 .Vy Shear kip 2.3 0 0 0 Torsion ft-kip0 0 0 1 0 Stress Factor 1 1 1 1 Result OK #VALUE! #VALUE! #VALUE! Max CSR 0.70 #VALUE! #VALUE! #VALUE! Section Information Section Type RISC Tua W Nucor SW Pipe V Nucor Rd Pipe V Nuw,Sld PiG:P_ � Section 11553XFsk''i,'l6 V P6 134 v P6 134 'W PG 134 Desi n Loads Max Mx ft-kip 23 0 0 0 Max My ft-kip16.9 0 0 0 Axial kip 0 0 0 0 Vx= kip 2.9 0 0 0 V = kip 2.3 0 0 0 Torsion ft-kip0 0 0 0 Stress Ratios Mx 0.399 0.000 0.000 0.000 My 0.293 0.000 0.000 0.000 Mx+MY 0.693 0.000 0.000 0.000 P 0.000 #VALUE! #VALUE.I #VALUE! M/ P 0.693 #VALUE! #VALUE! #VALUE! Vx 0.044 0.000 0.000 0.000 Vy 0.035 0.000 0.000 0.000 M/V 0.699 #VALUE! #VALUE! #VALUE! Torsion 0.000 #VALUE! #VALUE! #VALUE! M V P/Torsion 0.699 #VALUE! #VALUE! #VALUE! Deflection Results X-Axis Deflection in. 1.084 0.000 0.000 0.000 L/X 282 #DIV 0! #DIV 0! #DIV 0! Y-Axis Deflection in. 0.797 0.000 0.000 0.000 L/Y 384 #DIV 0! #DIV 0! #DIV/0! U16R0597A Page 86 of189 Nucor Building Systems WALKDOOR TUBE HEADER Page: Of: Design Calculations BSW OF ENTRANCE BLDG By: Date: 9/30/2016 Check: Date: X Rev.: 2013.12.31 Date: 12/31/2013 a b c model we c Partially Distributed Unit6rm ws &Linear Loads(+),w(klf) (modelled as equivalent uniform load) a b Point Loads P(kips) x(feet) P Point Load (+),P(kips) P 1= P2= P3= Uniform Load(+) w(klf) P._ .4 P5= Span=L P6 P7= A B P8= Soan: 10.0000 Feet P9— P10= P11 = P]2= Full Span Uniform loads Linear and Panially Distributed 1lnilbrm Loads P13= w(klt) ma's(klfl we(klo a(R) b(ft) P 14= wl= 1.0620 II = P15= w2= 12= P16= w3= 13= P17= w4= 14 P18 w5= 15= P19= 16= P20= End Reactions(Kips) RA 5.31 RB 5.31 Shear Envelope(Kips) Umax= 5.31 Vmin= -5.31 Moment Envelope(Ft-Rips) MA— 0.0000 MB= 0.0000 Minterior + 13.2750 Minterior 0.0000 Pin-Pin Simple Span Beam: Input U16R0597A Page 87 of 189 Nucor Building Systems VERTICAL SELF Page: Of: Design Calculations WGT OF TUBE By: Date: 10/10/2016 ENTRANCE BLDG Check: Date: X Rev.: 2013.12.31 Date: 12/31/2013 a b c model We j,' Partially Distributed Uniform 1 Ws`.'Y, %+%,%, &Linear Loads(+),w(klf) (modelled as equivalent b uniform load) a Point Loads P(kips) x(feet) P Point Load (+),P(kips) P 1 = P2= i 1 i P3 Uniform Load(+),w(kit) p4= i i lli' P5 Span=L P6= P7= A Pg= Snan: 24.00)0 Feet P9— P10= Pit= P12= Full Snan Unihmn Loads Linear and Partially Distributed Unirorm Loads P13= w(kit) ws(kit) we(kit) a(ft) b(ft) P 14= N'1= 0.0400 11= P15= w2= 12= P16= '"3 13 P]7= w4= 14= P18= w5 15= P 19— 16 P20= End Reactions(Kips) RA 0.48 RB 0.48 Shear Envelope(Kips) Vmax= 0.48 Vmin= -0.48 Moment Envelope(Ft-Kips) MA= 0.0000 Mp— 0.0000 Minterior +�= 2.8800 Minter for(-)= 0.0000 Pin-Pin Simple Span Beam: Input U16R0597A Page 88 of 189 Project No.: U16R0597A Engineer:1 TWB Discriptionfl WALL SUP.ABOVE WD Date:1 10 10 2016 Span and Loading Information TUBE HEADER Case 2 Case 3 Case 4 Member Length ft. 14 0 0 0 Unbraced Length - Major in. 168 0 0 0 Unbraced Length - Minor In. 120 0 0 0 Cbx 1 1 1 1 Cby 1 1 1 1 Cmx 1 1 1 1 I,Cmy 1 1 1 1 Kx 1 1 1 1 K i 1 1 1 Applied Loads X-axis Uniform Load (+Dn) kip/ft 0 0 0 0 Y-axis Uniform Load +Dn ki ft 0 0 0 0 Axial Load kip 0 0 0 0 Mx End 1 (+=Ten. On Bot.) ft-kip 0 0 0 0 Mx End 2 (+=Ten. On Bot.) ft-kip 0 0 0 0 Mx Interior +=Ten on Bot. ft-kipi3.275 0 0 0 My End 1 (+=Ten. On Bot.) ft-kip 0 0 0 0 My End 2 (+=Ten. On Bot.) ft-kip 0 0 0 0 My Interior +=Ten on Bot. ft-kip5.52 0 0 0 Vx Shear kip 5.31 0 0 0 Vy Shear kip 1.23 0 0 0 Torsion ft-kip0 0 0 0 Stress Factor 1 1 1 1 Result OK #VALUE! #VALUE! #VALUE! Max CSR 0.77 1 #VALUE! I #VALUE! I #VALUE! Section Information Section Type tIS(_TuUP W Nixa,Std.Pipe w Nuror Yd,Pipe PNutx)r Sid PIPP Section [6S8X6X-1/16 V P6134 S P6134 'W P6.134 Desi n Loads Max Mx ft-kip 13.275 0 0 0 Max My ft-kip5.52 0 0 0 Axial kip 0 0 0 0 Vx= kip 5.31 0 0 0 V = kip 1.23 0 0 0 Torsion ft-kip0 0 0 0 Stress Ratios Mx 0.470 0.000 0.000 0.000 My 0.276 0.000 0.000 0.000 Mx+My 0.746 0.000 0.000 0.000 P 0.000 #VALUE! #VALUE! #VALUE! M/ P 0.746 #VALUE! #VALUE! #VALUE! Vx 0.126 0.000 0.000 0.000 Vy 0.040 0.000 0.000 0.000 M/V 0.774 #VALUE! #VALUE! #VALUE! Torsion 0.000 #VALUE! #VALUE! #VALUE! MVP Torsion 0.774 #VALUE! #VALUE! #VALUE! Deflection Results X-Axis Deflection in. 0.370 0.000 0.000 0.000 L/X 455 #DIV O! #DIV/0! #DIV/O! Y-Axis Deflection in. 0.238 0.000 0.000 0.000 L/Y 705 #DIV/O! #DIV O! #DIV/0! U16RO597A Page 89 of 189 r Li = C3 M Project No. U16R0597A B U I L D I W O S G iR O U P Description: ENTRY WAY WALL SUP- -1 D7Vi Sm 1FN-,,xoRCORP0Rk71GX Engineer: TWB Spandrel Beam S.S.(AISC 13th Edition) Date: 9/28/2016 Version:2015_0127(Dale:01/27/15)By NBG-GS 5 andrel Beam Inputs SEG'T/ON GEOMETRY TYP J HEADER I Beam C I Beam D e Nw,o Norie W None outside flaugc(OF) Select Wide-flange or Built-tip Sectiol WF None T None None Y-axis bof Section Description: W8X18 -- -- — t� Enter WF-Section: W8X18 tof Total Depth d in. 8.14 -- -- -- Web Thickness t,,. M. 0.23 — — -- x-axis — d Outside Flange Width her in- 5.25 — — tw Outside Flange Thickness ter in. 0.33 -- — — Inside Flange Width b;r in. 5.25 -- - -- r� - �if Inside Flange Thickness t;r in. 0.33 -- I�inside flanger ,f MATERIAL INFORMATION s5 ss IV 55 'w 55 w SPANDREL Beam Length ft 14 14 Unbraced Length ft 14 10 Spandrel Elev A.F.F ft 12 7 Height of Supported Wall ft 19 9.5 Tributary Width ft 15.04 6.45 #DIV/0! #DIV/0! Moment of Inertia I in APPLIED LOADS Wind Allowable Stress Factor 1.00 1.00 1.00 1.00 Wind Load psf 16.32 16.32 Seismic Allowable Stress Factor 1.00 1.00 1,00 100 Seismic Load W pff 249 107 Axial Load kip RESULTS Wind Max Moment Mu, kip-ft 6.01 2.58 #DIV/0! #DIV/0! Wind Max Shear Vim, kips 1.72 0.74 #DIV/0! #DIV/0! Seismic Max Moment Ms kip-ft 6.10 2.62 0.00 0.00 Seismic Max Shear Vs kips 1.74 0.75 0.00 0.00 Conti-oiling SEISMIC SEISMIC 4DIV/0! #DIV/0! Design Results: ASD 0k — - Remarks ASD Combined Strength Ratio CSR 0.269 -- -- Eq_Ill-la of Hl-lb ASD Shear Strength Ratio(x-axis) V,.Nex 0.050 -- — — Major Axis(x-axis) ASD Shear Strength Ratio(y-axis) V,,/V , 0.002 — - -- Miuor Axis(y-axis) Deflection Results Remarks Deflection Limits(about x-axis) L/240 L/240 L/240 L/240 Limits as nwnerals(i.e.360=LJ360) !Maximum Deflection(about x-axis) Amax in. 0.700 in. 0.700 in. 0.000 in. 0.000 in. Member Deflection(about x-axis) Ax n, in, 0.120 in. -- — — A-s<_A.. Deflection Results 01( Remarks Deflection Lunits(about y-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e.360=U360) Maximum Deflection(about y-axis) Anar in. 0.933 in. 0.933 in. 0.000 in. 0.000 in. Member Deflection(about y-axis) A,axis in 0.067 in. — -- -- A,_.„,<A.- Page 1 of 1 Spandrel Beam Inputs U16RO597A Page 90 of189 Date: 10/10/2016 Project No. IJ16RO597A Description: lot)Cub Aircraft Engineer:TW9 Rake Angle Design Combined With Frame Flange Checks 13th Ed. Version 2014.01.16, 1/1,6/2014, By: NNS•GS Angle: S 4 Windward Load(k/ft): 0.131 Leeward Load(k/ft): 0.131 Wall: sled Deflection Limit(L/X): 240 Distance Between Strut Lines(ft.): 6.67 Long Leg: Stud Spacing(in.): 16.00 Purlin Spacing(ft.): 1.83 Purlin Thickness(in.): Number of Typical Rafters: 0 Number of Endwall Rafters:ff Purlin Depth(in.): MWFRS Windward Load(k/ft):MWFRSLeeward Load(k/ft):Bolts: „ ; Rake Spandrel on both Endwalls(if/N): Typical Rafter Flange: Nr Use Stiffeners at all Connx's to Override Angle Fig.Bending Chks Endwall Rafter Flange: -W Use Plate Washers or Alt.Connx to Override Purlln Fig.Bending Chks. Connx.To Wall: s Stiffener Weld Size(in.): Member Design Checks: OK Connection Design Checks: OK Typical Rafter Flange Purlin Interaction Limit: N/A EW Rafter Flange Wall Rafter Interaction Limit: 0.80 Reaction Stiffener Rake Angle Rake Extension TOO - Purlin Wall \ Rafter Reaction Stiffener Rake Angle Rake Parapet U16RO597A Page 91 of 189 Angle Moment(ft-k): 0.11 Angle Moment: 0.07 OK Typ.Rafter Fig.Moment(ft-k): 0.00 Typical Rafter Flange Moment: N/A OK EW Rafter Fig.Moment(ft-k): 1.11 EW Rafter Flange Moment: 0.23 OK Angle Deflection(L/X): 41154 OK Stud/Anchor Reaction(kips): 0.17 Rafter Flange Deflection(L/X): N/A OK Angle Reaction at Purlin(kips): 0.24 EW Flange Deflection(L/X): 1020 OK Bolt Tension at Each Purlin(kips): 0.40 Angle Leg Bending at Wall Stud: 0.083 OK Moment w/Angle Leg Bending: 0.109 OK Angle Leg Bending at Purlin: 0.189 OK Bolt Shear: 0.102 OK Bolt Tension: 0.091 OK Purlin Flange Bending: OK Bolt Bearing/Tearout: 0.152 OK Bolt Pullover: N/A OK Block Shear at end of Purlin: OK Stiffener Weld: 0.029 OK Notes: 1)Required plate washer thickness(in.)to prevent purlin flange bending=0.095 2)For the rake angle,purlin connections and cmu anchors are considered as points of lateral bracing. Stud connections are not. 3)Unless an alternate connection is used, rake angle connections with 1/2"bolts are required at each purlin. 4)For the rake angle,goemetric bending is used for cmu support,principle axis bending is used for stud wall support. 5)The interaction limit under"Summary Results"refers to the stress ratio limit that should not be exceeded when running the frame program with all load combinations disabled except those that include front to back wind. 6)Angle Stiffeners are 0.22"x 55 ksi. U16RO597A Page 92 of 189 NUCOR BUILDINGS GROUP Job # U16R0597A Job Name TOP CUB AIRCRAFT Frame FRAMELINE 1 Date 9/30/2016 Designer BG\trevor.black File Ell.nfr App Version 2015.7.2.3 -----------------------�-�-----�-. F R A M E D E S C R I P T I O N Frame type EMG Frame width 136.00 Ft. Bay width 13.00 Ft. LEFT RIGHT Dim to ridge 65.00 Ft. 71.00 Ft. Roof slope 0.50/12 -0.50/12 Eave height 22.00 Ft. 21.75 Ft. Girt offset 0.00 In. 8.00 In. Typ. Girt spacing 4.00 Ft. Purlin offset : 10.00 In. 10.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 19.0000,4@25.0000,10.6667,6.3333 Supports / Spring Constants COL01 - Bo LLum V H COL02 - Bottom V H COL03 - Bottom V H COL04 - Bottom V H COL05 - Bottom V_. COL06 - Bottom V H COL07 - Bottom V H COLOR - Top H Bottom V H Column Bracing: WP1 Girt Brace Y Y Y N Flange Brace 0 0 0 0 Location (ft): 7.5 14.2 18.2 21.3 WP2 Girt Brace Y Y Y N Flange Brace 0 0 0 0 Location (ft): 7.5 14.2 18.2 22.0 WP3 Girt Brace Y Y Y Y N Flange Brace 0 0 0 0 0 Location (ft): 7.5 14.2 19.2 22.2 23.1 WP4 Girt Brace Y Y Y Y N Flange Brace 0 0 0 0 0 Location (ft): 7.5 14.2 18.2- 22.2 23,,.8', WP5 Girt Brace Y Y Y Y N Flange Brace 0 0 0 0 0 Location (ft): 7.5 14.2 18.2 22.2 22.9 WP6 Girt Brace Y Y Y N Flange Brace 0 0 0 0 Location (ft): 7.5 14.2 18.2 21.9 WP7 Girt Brace Y Y Y N Flange Brace 0 0 0 0 Location (ft): 7..5 14.2 18.2 21.5 WP8 Girt Brace Y Y Y N Flange Brace 0 0 0 0 Location (ft): 7.5 14.2 18.2 21.3 Other Braces: Column COLOI COL02 COL03 COL04 COL05 Left Brace Y Y Y Y Y Right Brace Y Y Y Y Y Location (ft): 11.0 11.0 11.0 11.0 11.0 -------------------------------^--_-- L O A D I N G C O N D I T I O N S ---------------------------------- Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 12.00 Roof Snow load 17.50 Floor dead load 38.50 Floor live load 50.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R 3.25 Cd = 3_25 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 2.000 Wind speed 1 110.00 Mph Exp. : C Wind pressure 24.23 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0.250 W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 U16RO597A Page 93 of189 W2L -0,610 0.000 -0,710 -1.250 0,000 0,430 W5B -0.300 0.000 -0,890 -0,350 0,000 -0,300 W5F -0.300 0,000 -0,350 -0,890 0,000 -0,300 W6B -0.660 0.000 -1.250 -0,710 0.000 -0,660 W6F -0.660 0.000 -0,710 -1.250 0.000 -0,660 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COLO1 20.69 -23.94 COL02 19.62 -21.80 COL03 19.62 -21.80 COL04 19.62 -21.80 COL05 19.62 -21.80 COL06 19.75 -21.93 COL07 21,02 -23.20 COLOR 22,55 -27.67 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 16.00 Suction 10.00 -28.59 Pressure 100.00 16.00 Suction 100.00 -26.17 Edge Zone Pressure 10.00 16.00 Suction 10.00 -47.97 Pressure 100.00 16.00 Suction 100.00 -31.01 Tributary Widths Panel Trib. Width (ft) WP1 10.17 WP2 21.33 WP3 25.00 WP4 25.00 WP5 25.00 WP6 17,83 WP7 8.33 WP8 3.33 RP1 13.00 RP2 13.00 ------------------------------ P R O G R A M - A P P L I E D L 0 A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Lee Klf Klf Ft. Ft. RDL RP1 -0.045 -0.045 0.000 65.000 RDL RP2 -0.045 -0.045 65.000 136.000 COL RP1 -0.065 -0.065 0.000 65.000 COL RP2 -0.065 -0.065 65.000 136.000 SL RP1 -0.228 -0.228 0.000 65.000 SR RP2 -0.228 -0.228 65.000 136.000 UOS RP1 -0.325 -0.325 0.000 65.000 UOS RP2 -0.325 -0.325 65.000 136.000 RLL RP1 -0.156 -0.156 0.000 65.000 RLR RP2 -0.156 -0.156 65.000 136.000 W1R RP1 -0,280 -0.280 0.000 65.000 W1R RP2 -0.110 -0.110 65.000 136.000 W1L RP1 -0.110 -0.110 0.000 65.000 W1L RP2 -0.280 -0.280 65.000 136.000 W2R Rill -0.394 -0.394 0.000 65.000 W2R RP2 -0.224 -0.224 65.000 136.000 W2L RP1 -0.224 -0.224 0.000 65.000 W2L RP2 -0.394 -0.394 65.000 136.000 W5B RP1 -0.403 -0.403 0.000 65.000 W5B RP2 -0.403 -0.403 65.000 136.000 W5B WP1 0.210 0,210 0.000 26.000 W5B WP2 0,:419 0.419 0.000 26.000 W5B WP3 0.491 0.491 0.000 26.000 W5B WP4 0.491 0.491 0.000 26.000 W5B WP5 0.491 0.491 0.000 26.000 W5B WP6 0.352 0.352 0.000 26.000 W5B WP7 0.175 0.175 0.000 26.000 W5B WP8 0.075 0.075 0.000 26.000 ' W5F RP1 -0.403 -0.403 0.000 65.000 W5F RP2 -0.403 -0.403 65.000 136.000 W5F WP1 -0.243 -0.243 0.000 26.000 W5F WP2 -0.465 -0.465 0.000 26.000 W5F WP3 -0.545 -0.545 0.000 26.000 W5F WP4 -0.545 -0.545 0.000 26.000 W5F WP5 -0.545 -0.545 0.000 26.000 W5F WP6 -0.391 -0.391 0.000 26.000 W5F WP7 -0.193 -0.193 0.000 26.000 W5F WP8 -0.092 -0.092 0.000 26.000 EQR RP1 0.051 0.051 0.000 65.000 EQR RP2 0.051 0.051 65.000 136.000 EQL RP1 -0.051 -0,051 0,000 65.000 EQL RP2 -0.051 -0.051 65.000 136.000 RL1 RP1 -0.156 -0.156 0.000 19.000 RL2 RP1 -0.156 -0.156 19.000 44.000 RL3 RP1 -0.156 -0.156 44.000 65.000 RL3 RP2 -0.156 -0.156 65.000 69.000 RL4 RP2 -0.156 -0.156 69.000 94.000 RL5 RP2 -0.156 -0.156 94.000 119.000 RL6 RP2 -0.156 -0.156 119.000 129.667 RL7 RP2 -0.156 -0.156 129.667 136,000 LRD RP1 -0.228 -0.228 0.000 65.000 LRD RP1 -0.130 -0.130 26.018 65.000 LRD RP2 -0.068 -0.068 65.000 136.000 RRD RP1 -0.068 -0.06B 0.000 65.000 RRD RP2 -0.124 -0.124 65.000 100.341 U16RO597A Page 94 of189 RRD PP? -n.778 -n,77B 65 non 116 nnn Load On Hor, Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. COL COL04 0.051 0..,045 0.000 0.000 COL COL05 0.000 -0.045 0.000 21.999 COL SPANS -0.051 0.000 0.000 94.000 SL COL04 0.256 0:226 0.000 0.000 SL COL05 0.000 -0.226 0.000 21.999 SL SPAN5 -0.256 0.000 0.000 94.000 U09 CO1,04 0.102 0.090 0.000 0.000 UOS COL05 0.000 -0.090 0.000 21.999 UOS SPAN5 -0.102 0.000 0.000 94.000 RLL CnLn4 n.256 0.226 n.ono 0.000 RLL COL05 0.000 -0.226 0.000 21.999 RLL SPAN5 -0.256 0.000 0.000 94.000 FDL COL04 0.256 0.226 0.000 0.000 FDL COL05 0.000 -0.226 0.000 21.999 FDL SPAN5 -0.256 0.000 0.000 94.000 W1R COL04 1.857 1.642 0.000 0.000 W1R COL05 0.000 -1,642 0.000 21.999 W1R SPAN1 2.937 0.000 0.000 1.333 W1R SPANS -1.857 0.,000 0.000 94.000 W1R SPANS 0.919 0.000 0.000 135.667 W1L COL04 0.000 -1.699 0.000 23.040 W1L COL05 -1.842 1.699 0.000 0.000 W1L SPAN1 -0.930 0.000 0.000 1.333 W1L SPAN4 1.842 0.000 0.000 69.000 W1L SPANS -2.903 0.000 0.000 135.667 W2R COL04 1.847 1.633 D.000 0.000 W2R COL05 0.000 -1,633 0.000 21.999 W2R SPAN1 1.599 0.000 0.000 1.333 W2R SPAN5 -1.847 0,,000 0.000 94.000 W2R SPANS 2.241 0.000 0.000 135.667 W2L COL04 0.000 -1.708 0.000 23.040 W2L COLOS -1.852 1.708 0.000 0.000 W2L SPAN1 -2.268 0.000 0.000 1.333 W2L SPAN4 1.852 0.000 0.000 69.000 W2L SPANS -1.580 0.000 0.000 135.667 W5B COL04 0.665 0.588 0.000 0.000 W5B COL05 0.000 -0.588 O.000 21.999 W5B SPANS -0.665 0.000 0.000 94.000 W5F COL04 0.000 -0.613 0.000 23.040 W5F COL05 -0.665 0,.613 0.000 0.000 W5F SPAN4 0.665 0.000 0.000 69.000 EQR COL04 6.964 6.157 0.000 0.000 EQR COL05 0.000 -6.157 0.000 21.999 EQR SPANS -6.964 0.000 0.000 94.000 EQL COL04 0.000 -6.422 0.000 23.040 EQL COLOS -6.964 6.422 0.000 0.000 EQL SPAN4 6.964 0.000 0.000 69.000 U S E R - A P P L I E D L 0 A D S W ---------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load # Description SL RP1 -0.290 -0.290 0.000 65.000 P-2 EW PARAPET DRIFT SR RP2 -0.290 -Oe290 65.000 130.000 P-3 EW PARAPET DRIFT SR RP2 0.000 -0.,625 117.667 129.333 P-1 SW PARAPET DRIFT Load On Hor: Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description RDL COL06 0.000 -1.000 -3.439 10.000 C-1 Canopy RDL COL07 0.000 -1.000 -3,439 10.000 C-12 Canopy RDL CUL08 0.000 -1000 -3.439 10.000 C-23 Canopy COL COL01 0.100 -0.750 0..254 10.500 C-44 EXT. MEZZ COL COL06 0.000 -0.200 -0.468 10.000 C-2 Canopy COL COL07 0.000 -0.200 -0.468 10.000 C-13 Canopy COL COL08 0.000 -0.200 -0.468 10.000 C-24 Canopy SL COLO1 0.500 -7.500 2.544 10.500 C-45 EXT. MEZZ SR COL06 0.000 -3.100 -7.551 10.000 C-3 Canopy SR COL07 0.000 -3.100 -7.551 10.000 C-14 Canopy SR COL08 0.000 -3.100 -7.551 10.000 C-25 Canopy UOS COLO1 0.200 -4.000 1.357 10.500 C-46 EXT. MEZZ UOS COL06 0.000 -3.100 -7,551 10.000 C-4 Canopy UOS COL07 0.000 -3,100 -7.551 10.000 C-15 Canopy UOS COLOR 0.000 -3.100 -7.551 10.000 C-26 Canopy RLR COL06 0.000 -0.700 -1.737 10.000 C-5 Canopy RLR COL07 0.000 -0.700 -1.737 10.000 C-16 Canopy RLR COLOB 0.000 -0..,700 -1.737 10.000 C-27 Canopy FDL COL01 0.500 -6.500 2.205 10.500 C-43 EXT. MEZZ FDL COL01 0.000 -9.000 3.053 10.500 C-34 MEZZ LOADS FDL COL02 0.000 -18.000 6.105 10.500 C-35 MEZZ LOADS FDL COL03 0.000 -I8.000 6.105 10.500 C-36 MEZZ LOADS FDL COL04 0.000 -18.000 -6.105 10.500 C-54 MEZZ LOADS FDL COL05 0.000 -18.000 -6.105 10.500 C-42 MEZZ LOADS FLL COL01 0.000 -11.000 3.731 10.500 C-39 MEZZ LOADS FLL COL01 0.500 -9.000 3.053 10.500 C-47 EXT. MEZZ FLL COL02 0.000 -22.000 7.462 10.500 C-38 MEZZ LOADS FLL COL03 0.000 -22.000 7.462 10.500 C-37 MEZZ LOADS FLL COL04 0.000 -22..,000 -7.462 10.500 C-40 MEZZ LOADS FLL COL05 0.000 -22.000 -7.462 10.500 C-41 MEZZ LOADS W1R COL01 1.300 2.600 -0.882 10.500 C-48 EXT. MEZZ W1R COL06 0.000 1.200 3.007 10.000 C-6 Canopy W1R COL07 0.000 1.200 3.007 10.000 C-17 Canopy W1R COLOB 0.,000 1.200 3.007 10.000 C-28 Canopy W1L COL01 -1.300 2.600 -0.882 10.500 C-53 EXT. MEZZ W1L COL06 0.000 1.200 3.007 10.000 C-7 Canopy W1L COL07 0..000 1.200 3.007 10.000 C-18 Canopy W1L COLOR 0.000 1.200 3.007 10.000 C-29 Canopy W2R COL01 1:300 2.600 -0.882 10.500 C-49 EXT. MEZZ W2R COL06 0.000 1.200 3.007 10.000 C-8 Canopy W2R COL07 0.000 1.200 3.007 10.000 C-19 Canopy W2R COLOB 0.000 1.200 3.007 10.000 C-30 Canopy W2L COLOI -1.300 2.600 -0.882 10.500 C-52 EXT. MEZZ W2L COL06 0.1000 1.200 3.007 10.000 C-9 Canopy U16RO597A Page 95 of 189 W2L COL07 0.000 1.200 3.007 10.000 C-20 Canopy W2L COL08 0.000 1.200 3.007 10.000 C-31 Canopy W5B COLO1 1.300 2.600 -0.882 10.500 C-50 EXT. MEZZ WSB COL06 0,000 1.200 3.007 10.000 C-10 Canopy W5B COL07 0.000 1.200 3.007 10.000 C-21 Canopy W5B COLOR 0.000 1.200 3.007 10.000 C-32 Canopy W5F COLO1 -1.300 2.600 -0.882 10.500 C-51 EXT. MEZZ W5F COL06 0;000 1.200 3.007 10.000 C-11 Canopy W5F COL07 0.000 1.200 3.007 10,000 C-22 Canopy W5F COL08 0.000 1.200 3.007 10.000 C-33 Canopy LRD COL06 0.000 -3.100 -7.551 10.000 C-57 CANOPY No Id! COL06 0.000 -3.100 -7.551 10.000 C-55 CANOPY NoId! COL06 0.1000 -3,100 -7.551 10.000 C-56 CANOPY --------------------'--- L 0 A D C O M B I N A T I O N S ---------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+FDL+NLL 2) 1.00 SW+RDL+COL+FDL+NLR 3) 1.00 SW+RDL+COL+FDL+FLL 4) 1.00 SW+RDL+COL+SL+SR+FDL 5) 1.00 SW+RDL+COL+RLL+RLR+FDL+NLL 6) 1.00 SW+RDL+COL+RLL+RLR+FDL+NLR 7) 1,00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+NLL 8) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+NLR 9) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+NLL 10) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+NLR 11) 1.00 SW+RDL+FDL+0.60W1L 12) 1.00 SW+RDL+FDL+0.6OW2L 13) 1.00 SW+RDL+FDL+0.60W1R 14) 1.00 SW+RDL+FDL+0.6OW2R 15) 1.00 0.60SW+0.60RDL+0.60F➢L+0.60W1L 16) 1.00 0.60SW+0.60RDL+0.60FDL+0.6OW2L 17) 1.00 0.60SW+0.60RDL+0.60FDL+0.6OW1R 18) 1.00 0.60SW+0.60RDL+0.60FDL+0.6OW2R 19) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0,45W1L 20) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0,45W2L 21) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W1R 22) 1.00 SW+RDL+COL+0.75SL+0,75SR+FDL+0.75FLL+0.45W2R 23) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W1L 24) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W2L 25) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W1R 26) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W2R 27) 1.00 SW+RDL+FDL+0.6OW5B 28) 1.00 SW+RDL+FDL+0.6OW5F 29) 1.00 0.60SW+0.60RDL+0.60FDL+0.6OW5B 30) 1,00 0.60SW+0.60RDL+0.60FDL+0.6OW5F 31) 1,00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W5B _ 32) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45WSF 33) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W5B 34) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W5F 35) 1.00 SW+RDL+COL+UOS+FDL 36) 1.00 SW+RDL+COL+RLI+RL3+RL5+RL7 37) 1.00 SW+RDL+COL+RL2+RL4+RL6 38) 1.00 SW+RDL+COL+RLI+RL2 39) 1.00 SW+RDL+COL+RL2+RL3 40) 1.00 SW+RDL+COL+RL3+RL4 41) 1.00 SW+RDL+COL+RL4+RL5 42) 1.00 SW+RDL+COL+RL5+RL6 43) 1.00 SW+RDL+COL+RL6+RL7 44) 1.00 SW+RDL+COL 45) 1.00 SW+RDL+COL 46) 1.00 SW+RDL+COL 47) 1,00 SW+RDL+COL 48) 1.00 SW+RDL+COL 49) 1.00 SW+RDL+COL 50) 1.00 SW+RDL+COL 51) 1.00 SW+RDL+COL U16RO597A Page 96 of189 NUCOR BUILDINGS GROUP Job # U16R0597A Job Name TOP CUB AIRCRAFT Frame FRAMELINE 1 Date 9/30/2016 Designer BG\trevor.black File Ell.nfr App Version 2015.7.2.3 E N D W A L L B R A C I N G Max Allow tWeb Controlling Force Force min Load Combination Module Material (kips) (kips) (in) # Name 3/_.ROD 8.91 8.67 0.165 52 U16RO597A Page 97 of 189 Job : U16RO597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 Frame: FRAMELINE 1 By : BG\trevor.black Fi_ *** DESIGN SUMMARY REPORT *'* -----------------------'--'-^-------------------------------"-'_--_-----"-------------------------". Wide Flange Members Shipping Mat-1 Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID Fy Comb Loc Kips Ratio Ft-kip Ratio Ratio Comb Loc Kips Ratio ----------------------------------------^---- ---------------------- --_�---��__-'___--"_-�-�_ RAFO1 WF818 W 8x 18 50.0 4 6 0.4 0.00 -29.1 0.70 0.70 4 6 9.02 0.40 RAF02 WF818 W 8x 18 50.0 4 15 -0.3 0.00 -33.7 0.81 0.81 4 14 -6.79 0.30 RAF03 WF818 W 8x 18 50.0 4 23 -0.3 0.00 -33.7 0.81 0.81 4 24 8.08 0.36 RAF04 WF818 W 8x 18 50.0 4 33 0.9 0.01 -36.1 0.86 0.87 4 33 0.53 0.38 RAF05 WF818 W 8x 18 50.0 4 42 0.9 0.01 -27.8 0.66 0.67 4 41 -7.63 0.34 RAF06 WF818 W 8x 18 50.0 4 47a 0.6 0.00 5.1 0.12 0.12 4 48 -3.98 0.18 COL01 WF818 W 8x 18 50.0 31 56 -36.4 0.50 22.8 0.55 0.98 31 52 2.01 0.09 COL02 WF818 W Bx 18 50.0 31 65 -42.6 0.55 17.9 0.43 0.93 26 70b 2.96 0.13 COL03 WF824 W Bx 24 50.0 31 75a 143.3 0.32 20.5 0.37 0.65 28 82b 4.05 0.17 COL04 WF1226 W12x 26 50.0 32 87a -43.4 0.32 -21.6 0.24 0.52 27 94b -3.62 0.11 COL05 WF1226 W12x 26 50.0 32 100a -43.9 0.32 -20.3 0.22 0.51 27 107b -3.64 0,11 COL06 WF824 W Bx 24 50.0 31 112b -0.4 0.13 13.0 0.33 0.40 30 117b 2.18 0.09 COL07 WF824 W Bx 24 50.0 31 122b -3.1 0.05 8.3 0.19 0.21 31 127b -1.14 0.05 COL08 WF824 W 8x 24 50.0 35 132b -2.2 0.03 5.9 0.14 0.16 31 137b -0.72 0.03 Frame Weight (lbs) = 6413 Deflections (in): 10 yr Wind dx = 0.01 - H/ 2198 WIND CASE 1 TO RIGHT Seismic dx = 0.02 - H/ 9999 SEISMIC TO RIGHT Maximum dx = -0.02 - H/ 9999 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W2L Maximum dy = -0.83 - L/ 359 @ MOD 5, SW+RDL+COL+SL+SR+FDL Max. Live dy = -0.66 - L/ 455 @ MOD 5, SW+RDL+COL+SL+SR+FDL E/W col dx = 0.79 - L/ 342 @ COL03, SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W5F U16RO597A Page 98 of189 NUCOR BUILDINGS GROUP Job # : U16RO597A Job Name TOP CUB AIRCRAFT Frame FRAMELINE 1 Date 9/30/2016 Designer BG\trevor.black File Ell.nfr App Version 7 2015.7.2.3 -___-----------«»-»«------------ C O N N E C T I O N S U M M A R Y Splice Connection - Moment Connection from RAF01 To RAF02 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Mati Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio «_- __-, _ «------«---«-«-----»__-«-«»««« «--_--_---«-»«--------«« 2BF FE,38 F6.38 4-0.625-S 3 -0.12 2.77 6.7 0.69 0.69 3 -0.12 2.77 6.7 0.4.5 _'-_- ---W------------------.»---------------------------- ---------------------«-T«--'-'«---«--«--'--'-- '-'--- I left right I I width thick length Fy I I size size I --»__ _-__-------------------------------------- ---«---------.-»»---- Left Plate 6.0 0.375 11.19 55.0 Top Weld I FWD3 FWD3 Right Plate 6.0 0.375 11.19 55.0 Web Weld FWD3 FWD3 Stiffener 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD3 FWD3 i Splice Connection - Moment Connection from RAF02 To RAF03 Left Right Left Right ----------------- BOLT --------------------- Connx PlatePlateBolt Load _.al Shear Moment Plate Plate Load Axial Shear Bolt Type Mat Mat Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio 2BF~ F6.38 «F6.38 9 0.625-S 3 -0.00 -5.41 -5.5 0.62« 0.62 3 -0.00 -5.41 « -5.5 0.37W I I left right width thick length Fy I I .size size ------------------------------------------»-»«---^---------«--------------------------------------------------------___�------» Left Plate 1 6.0 0.375 11.19 55.0 Top Weld I FWD3 FWD3 I Right Plate 1 6.0 0.375 11.19 55.0 1 Web Weld I FWD3 FWD3 I Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD3 FWD3 ---------------------------- Splice Connection - Moment Connection from RAF03 To RAF04 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ___---------------«-----«--------------------------««-»«»-----------------------»---»---------------- '-_"- 2BF F6.38 F6.38 4-0.625-S 33 -0.09 2.14 5.1 0.60 0.60 33 -0.09 2.14 5.1 0.3.5 ----`--'------------------------------------------------------------«---------------------------------------«---""----_--«- I I left right I width thick length Fy I I size size I t..--- ------«-«---«----«--«-------_-«---«--»«---.--.«-«»-»-«-��----.»-«-»_---«-_-__---- Left Plate 6.0 0.375 11.19 55.0 Top Weld I FWD3 FWD3 I Right Plate 6.0 0.375 11.19 55.0 Web Weld I FWD3 FWD3 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld I FWD3 FWD3 I Splice Connection - Moment Connection from RAF04 To RAF05 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matt Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ^---------------------------------------------------_---------- _-----_---___-__-_-___--» «----« --«---- 2BF F6.38 F6.38 4-0.625-S 3 0.38 4.35 9.7 0.83 0.83 3 0.38 4.35 9.7 0.66 ---------»- «- _««------.-«______ I ___ 1__ ___ __ --___- ------------------ I left right 1 I width thick length Fy I size size I --------«---------------------------«-------------------------«-------------------------------------------......,.,.---____ Left Plate 6.0 0.375 11.19 55.0 1 Top Weld I FWD3 FWD3 I Right Plate 6.0 0.375 11.19 55.0 1 Web Weld FWD3 FWD3 Stiffener 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD3 FWD3 Splice Connection - Moment Connection from RAF05 To RAF06 Left Right Left Right ----------------- BOLT --------------------- Connr. Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matt Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio -----««--------- ___ -------------------- 2BF F6.38 F6.38 4-0.625-S 3 0.59 0.71 4.8 0.59 0.59 3 0.59 0.71 4.8 0.32 ----«-«.-----------------------------------«----------.----_--_------»«««-«---_------« I left right width thick length Fy I I size size --------------«-----«---«--«-«---------------------«-«---_.._.._.........--- Left Plate 1 6.0 0.375 11.19 55.0 1 Top Weld j FWD3 FWD3 I Right Plate 6.0 0.375 11.19 55.0 Web Weld FWD3 FWD3 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD3 FWD3 Pinned Column Cap from COLO1 to RAF01 Cap Bottom Cap B/R ----- -- BOLT ----«--------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Patio ___--»--«-_--««-«-__--««-«--«---».«--__-_--------^-«-----•--•---_-_-----«_ 4-0.500-S Pinned Column Cap from COL02 to RAF01 Cap Bottom Cap B/R ------------- BOLT ---------- Connx Plate Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft FLg Load Axial Shear Moment Bolt Type Matl Matt Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio 4-0.500-S U16RO597A Page 99 of189 Pinned Column Cap from COL03 to RAF02 Cap Bottom Cap B/R -------------- BOLT ---- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Mat, Matt Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio --------------------------- ---»«-------------------------»»_____-'-------------------___--«- -------_____»___»_-___ 4-0.500-S Pinned Column Cap from COL04 to RAF03 Cap Bottom Cap B/R -- ------ BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio _-«»«----»_»_ «-_»_____ ____ 4-0.500-S Pinned Column Cap from COL05 to RAF04 Cap Bottom Cap B/R -------------- BOLT «-«- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio --_-•-__------- ------__---------------___-----__ ----------«-_ «4-0.500-S Pinned Column Cap from COL06 to RAF05 Cap Bottom Cap B/R -------------- BOLT -------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio -____---------------_--_»-----------------------------..--__------«--____ 4-0.500-S Pinned Column Cap from COL07 to RAF06 Cap Bottom Cap B/R -------------- BOLT -»-- - Connx Plate Rft Fig Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matt Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio »»_-___-----------________»«-----_ __ _-__-___--__-_-----«- 4-0.500-S Pinned Column Cap from COL08 to RAF06 Cap Bottom Cap B/R -------------- BOLT -----------«-- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matt Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio _ -..__--------------- ------------------------- 4-0.500-S Base Plate - COL01 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM MatlQty/Size Weld Weld Weld Ratio Check & Uplift & Uplift - Ratio Ratio Design --« - -- --------- -------------- ----- -___-__-__«- --_- ---«-----------W__»___- F8.38 4-0.750 FWS3 FWS3 FWS3 0.98 0.00 0.00 0.00 0.00 0.10 F1554 Gr.36 ---«»-«--'__--"---------------'--------- _.. width thick length Fy I --------_»_»«»-------------»-----------------«- _________________««-»____-_---«-_----___»�___--____-__-_____-___,.__«__- Base Plate 1 8.00 0.375 8.14 55.0 1 Base Plate - COL02 Base T/L B/R ---------- WELD --------- ------ BOLT __-_--- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flq Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld ---Weld _Weld ---»Rati-_o; Check_ & Uplift & Uplift Ratio Ratio Design _ -----------^- __________________-----__--»-»- F8.50 4-0.750 FWS3 FWS3 FWS3 0.78 0.00 0.00 0.00 0.00 0.10 F1554 Gr.36 �_-_..------ ----------- «--«» _-__»-----«-__ I width thick length Fy I »----------------------------__-'------------»_ -------�---,.....-__«-«-_---__ Base Plate 1 8.00 0.500 8.14 55.0 1 Base Plate - COL03 Base T/L B/R ---------- WELD ------«- --_-» BOLT ----«- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl -Qty/Siz-e---Weld-» Weld- Weld _-- Ratio Check & Uplift & Uplift Ratio Ratio Design ------- ---- ------------------------ F8.38 4-0.750 FWS3 FWS3 FWS3 0.95 0.00 0.00 0.00 0.00 0.12 F1554 Gr.36 --»»«- ----------------------------------»-«»»_..__--------- _«---«-�»_»-_-__---------- __- ------"-- I width thick length Fy I ----------------«---_-____----------___-_«---__«»_ __^--------- �___---------»»_----_Base Plate Plate 8.00 0.375 7.93 55.0 1 Base Plate - COL04 Base T/L B/R ---------- WELD --------- ------ BOLT ----»_ Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Mail Qty/Size - Weld -«Weld-----Weld- -Ratio _-----Check & Uplift & Uplift Ratio Ratio Design --------«------- -- --------------------------»-«__ ----------------'.»_» F10.50 9-1.250 FWS3 FWS3 FWS3 0.73 0.00 0.00 0.00 0.00 0.05 F1554 Gr.36 - -------------W--------- I width thick length Fy I ------------------ - --------------------------"'---------------------a------»»-..-----««-------------------------------------- Base Plate 1 10.00 0.500 12.22 55.0 1 Base Plate - COL05 Base T/L B/R «------- WELD -- - ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design U16RO597A Page100 of189 ---------------------------------------------------------------------------------- --- -------------------------------- F10.50 4-1.250 FWS3 FWS3 FWS3 0.74 0.00 0.00 0.00 0.00 0.05 F1554 Gr.36 I width thick length Fy I ------------------------_-_-_••_______-____________________-_______-_______________________-__-_------------------ Base Plate 1 10.00 0.500 12.22 55.0 1 Base Plate - COL06 Base T/L B/R ---- -- WELD ---------- ---- BOLT Plate Bolt Flange Flange Web tp(req)/tp Axial Web ,Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ----- -__-"---------------"----------"---------.-__.-_..-_.__-------_--•------_ ..___------"-------------- F8.38 4-0.750 FWS3 FWS3 FWS3 0.51 0.04 0.07 0.09 0.13 0.08 F1554 Gr.36 -------- ------------- -__-_--------------_-__-----"----------"-- I width thick length Fy I ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 8.00 0.375 7.93 55.0 1 Base Plate - COL07 Base T/L B/R ---------- WELD --------- ------ BOLT Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ----------------------------------------------------------------------------------------------- ------ter-------- F8.38 4-0.750 FWS3 FWS3 FWS3 0.34 0.00 0.03 0.01 0.01 0.05 F1554 Gr.36 ------------------------------------------------------------------------------------------------------- I width thick length Fy I ----------------------^---------'-------------------------------------------------------------------------------- -----_ Base Plate 1 8.00 0.375 7.93 55.0 1 Base Plate - COL08 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ---------------------------------------------____-____--___-_______-__--___---_______-____________________________-__--------------- F8.36 4-0.750 FWS3 FWS3 FWS3 0.30 0.01 0.01 0.02 0.02 0.03 F1554 Gr.36 -------- -"'-------------------"---------------------------------------•.----------"--------..,---_- I width thick length Fy I ---_-_'--^_-----�----'---`-----------------------------------------------------------------------^---- --------- ------ » Base Plate 8.00 0.375 7.93 SS.D Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL + FDL 2 1.00 SW + RDL + COL + FDL + FLL 3 1.00 SW + RDL + COL + SL + SR + FDL 4 1.00 SW + RDL + COL + ELL + RLR + FDL 5 1.00 SW + RDL + COL + 0.75SL + 0.755R + FDL + 0.75FLL 6 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL 7 1.00 SW + RDL + FDL + U.60W1L 8 1.00 SW + RDL + FDL + 0.60W2L 9 1.00 SW + RDL + FDL + 0.60WlR 10 1.00 SW + RDL + FDL + 0.60W2R 11 1.00 0.60SW + 0.6ORDL + 0.60FDL + 0.60W1L 12 1.00 0.60SW + 0.60RDL ♦ 0.60FDL + 0.60W2L 13 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60WlR 14 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W2R 15 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W11, 16 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0,45W2L 17 1.00 SW + RDL + COL ♦ 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W1R 18 1.00 SW + RDL + COL + 0.755L + 0.75SR + FDL + 0.75FLL + 0,45W2R 19 1.00 SW + RDL + COL ♦ 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W1L 20 1.00 SW + RDL + COL ♦ 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W2L 21 1.00 SW + RDL + COL + U./SRLL + U./SRLR + FDL + 0.1bFIL + U.45W1R 22 1.00 SW + RDL + COL ♦ 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W2R 23 1.00 SW + RDL + FDL 4 0.60W5B 24 1.00 SW + RDL + FDL + 0.60W5F 25 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.6OW5B 26 1.00 0.60SW + 0,60RDL + 0.60FDL + 0.60W5F 27 1.00 SW + RDL + COL + 0.755L + 0.75SR + FDL + 0.75FLL + 0.45W5B 28 1.00 SW + RDL + COL ♦ 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W5F 29 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL + 0.75FLL + 0.45W5B 30 1.00 SW + RDL + COL + 0.75RLL + O.75RLR + FDL + 0.75FLL + 0.45W5F 31 1.00 SW + RDL + COL ♦ UOS + FDL 32 1.00 SW + RDL + COL ♦ R11 + RL3 + RL5 + RL7 33 1.00 SW + RDL + COL + RL2 + RL4 + RL6 34 1.00 SW + RDL + COL + EL1 ♦ RL2 35 1.00 SW + RDL + COL + RL2 + R13 36 1.00 SW + RDL + COL + RL3 + RL4 37 1.00 SW + RDL + COL + RL4 + R15 38 1.00 SW + RDL + COL + RL5 + RL6 39 1.00 SW + RDL + COL + RL6 + RL7 40 1.00 SW + RDL + COL 41 1.00 SW + RDL + COL 42 1.00 SW + RDL + COL 43 1.00 SW + RDL + COL 44 1.00 SW + RDL + COL 45 1.00 SW + RDL + COL 46 1.00 SW + RDL + COL 47 1.00 SW + RDL + COL U16RO597A Page 101 of 189 NUCOR BUILDINGS GROUP Job # U16RO597A Job Name TOP CUB AIRCRAFT Frame ; FRAMELINE 11 Date 9/30/2016 Designer BG\trevor.black File E12.nfr App Version 2015.7.2.3 ------------------ F R A M E D E S C R I P T I O N Frame type EMG Frame width 130.00 Ft. Bay width 5.50 Ft.. LEFT RIGHT Dim to ridge 65.00 Ft. 65.00 Ft. Roof slope 0.50/12 -0.50/12 Eave height 22.00 Ft. 22.00 Ft. Girt offset 0.00 In. 8.00 In. Typ. Girt spacing 4.00 Ft. Purl in offset 10.00 In. 10.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 15.0000,4@25.0000,15,0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H COL03 - Bottom V H COL04 - Bottom V H COL05 - Bottom V H COL06 - Bottom V H COL07 - Top H Bottom V H Column Bracing: WP1 Girt Brace Y Y Y N Flange Brace : 2 2 2 0 Location (ft): 7.5 14.2 18.2 21.3 WP2 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 7.5 14.2 1B.2 21.9 WP3 Girt Brace Y Y Y Y N Flange Brace 2 2 2 2 0 Location (ft): 7.5 14.2. 18.2 22.2. 22.9 WP4 Girt Brace Y Y Y Y N Flange Brace 2 2 2 2 0 Location (ft): 7.5 14.2 18.2 22,2 24.0 WP5 Girt Brace Y Y Y Y N Flange Brace 2 2 2 2 0 Location (ft): 7.5 14.2 18..-2 22.2 22.9 WP6 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 7.5 14.2 18,2 21.9 WP7 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 7.5 14.2 18.2 21.3 Other Braces: Column Left Brace Right Brace Location (ft): ---------------""`--"-----------_--- L O A D I N G C 0 N D I T I 0 N S Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD US N.A. C.F. Specification 2007 L 0 A D S (Psf) Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 12.00 Roof Snow load 17.50 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class - D R = 3.25 Cd= 3.25 Sds = 0.752 Shc = 0.399 rho = 1.30 omega- 2.000 Wind speed : 110.00 Mph Exp. : C Wind pressure 1 24.23 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 WlR 0.790 0.000 -0.890 -0.350 0.000 -0.250 W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W2L -0.610 0.000 -0..710 -1.250 0.000 0.430 W5B -0,300 0.000 -0.690 -0..350 0.000 -0.300 W5F -0.300 0.000 -0.350 -0.890 0.000 -0.300 U16R0597A Page102 of189 W6B -0.660 0.000 -1.250 -0.710 0.000 -0.660 W6F -0,,660 0.000 -0.710 -1.250 0.000 -0.660 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COLO1 21.33 -25.22 COL02 19.85 -22.03 COL03 19.62 -21.60 COL04 19.62 -21.80 COL05 19.62 -21.60 COL06 19.85 -22.03 COL07 21.33 -25.22 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 16.00 Suction 10.00 -28.59 Pressure 100.00 16.00 Suction 100.00 -26.17 Edge Zone Pressure 10.00 16..00 Suction 10.00 -.47.97 Pressure 100.00 16.00 Suction 100.00 -31.01 TLibuLaiy Widths Panel Trib. Width (ft) I Npi a 1 WP2 19.33 WP3 25.00 WP4 25.00 WP5 25.00 WP6 19.33 WP7 8.17 RP1 5.50 RP2 5.50 P R O G R A M - A P P L I E D L O A D S Load On start End Start End Case Panel Load Load Loc Loc Kit Kit Ft. Ft. RDL RP1 -0.019 -0.019 0.000 65.000 RDL RP2 -0.019 -0.019 65.000 130,000 COL RP1 -0.027 -0.027 0.000 65.000 COL RP2 -0.027 -0.027 65.000 130..000 SL RP1 -0.096 -0.096 0.000 65.000 SR RP2 -0.096 -0.096 65.000 130.000 UOS RP1 -0.138 -0.138 0.000 65.000 UOS RP2 -0.136 -0,136 65.000 130..000 RLL RP1 -0.066 -0.066 0.000 65.000 RLR RP2 -0.066 -0.066 65.000 130..000 W1R RP1 -0.119 -0.119 0.000 65..000 W1R RP2 -0.047 -0.047 65.000 130.000 W1L RP1 -0.047 -0.047 0.000 65.000 W1L RP2 -0.119 -0.119 65.000 130.000 W2R RP1 -0.167 -0.167 0.000 65.000 W2R RP2 -0,095 -0.095 65.000 130.000 W2L RP1 -0.095 -0.095 0.000 65.000 W2L RP2 -0.167 -0.167 65.000 130.000 W5B RP1 -0.1'11 -0.111 0.000 6S.000 W5B RP2 -U.171 -0.171 65.000 130.000 W5B WPl 0.174 0.174 0.000 22.060 W5B WP2 0.384 0.384 0...000 22.630 W5B WP3 0.491 0.491 0.000 23.670 W5B WP4 0.491 0.491 0.000 24.710 W5B WP5 0.491 0.491 0.000 23.670 W5B WP6 0.384 0.384 0.000 22.630 W5B WP7 0.174 0.174 0.000 22,060 W5F RP1 -0.171 -0.171 0,.000 65.000 W5F RP2 -0.171 -0.171 65..000 130.000 W5F WP1 -0.206 -0.206 0,.000 22.060 W5F WP2 -0.426 -0.426 0.000 22.630 W5F WP3 -0.545 -0.545 0..000 23.670 W5F WP4 -0.545 -0.545 0.000 24.710 W5F WP5 -0.545 -0.545 0.000 23.670 W5F WP6 -0.426 -0.426 0.000 22.630 W5F WP7 -0.206 -0.206 0.000 22.060 EQR RP1 0.025 0.025 0.000 65.000 EQR RP2 0.025 0.025 65.000 130.000 EQL RP1 -0.025 -0.025 0.000 65.000 EQL RP2 -0.025 -0.025 65.000 130.000 RL1 RP1 -0.066 -0.066 0.000 15.000 R12 RP1 -0.066 -0.066 15.000 40.000 RL3 RP1 -0.066 -0.066 40.000 65.000 RL4 RP2 -0.066 -0.066 650000 90.000 RL5 RP2 -0.066 -0.066 90.000 115.000 RL6 RP2 -0.066 -0.066 115.000 130.000 LRD RP1 -0.096 -0.096 0.000 65-.000 LRD RP1 -0.052 -0.052 29.659 65.000 LRD RP2 -0.029 -0.029 65.000 130.000 RRD RP1 -0.029 -0.029 0.000 65.000 RRD RP2 -0.052 -0.052 65.000 100.341 RRD RP2 -0.096 -0.096 65.000 130.000 Load On Her. Vert, Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R COL05 1.118 0.944 0.000 0.000 W1R COL06 0.000 -0.944 0.000 21.124 W1R SPAN1 1.240 0.000 '0.000 1.000 W1R SPANS -1.118 0.000 0.000 115.000 U16RO597A Page103 of189 W1R SPAN6 0.393 0.000 0.000 128..500 W1L COLDS 0.000 -0.990 0.000 22.,165 W1L COL06 -1.117 0.990 0.000 0,000 WIL SPAN -0.392 0.000 0.000 1..000 W1L SPAN4 1.117 0.000 0.000 90,.000 W1L SPAN6 -1.241 0.000 0.000 128.:500 W2R COL05 1.117 0.944 0.000 0.000 W2R COL06 0.000 -0.944 0.000 21.124 W2R SPAN1 0.675 0.000 0.000 1.000 W2R SPANS -1.117 0.000 0.000 115.000 W2R SPAN6 0.950 0.000 0.000 128.500 W2L COL05 0.000 -0.991 0,000 22.165 W2L COL06 -1.117 0.991 0.000 0.000 W2L SPAN1 -0.958 0.000 0.000 1.000 W2L SPAN4 1.117 0.000 0.000 90.000 W2L SPAN6 -0.675 0.000 0.000 128.500 EQR COL05 3.314 2.800 0.000 0.000 EQR COL06 0.000 -2.800 0.000 21.124 EQR SPANS -3.314 0.000 0.000 115.000 EQL COLOS 0.000 -2.938 0.000 22.165 EQL COL06 -3.314 2.938 0.000 0.000 EQL SPAN4 3.314 0.000 0.000 90.000 U S E R - A P P L I E D L 0 A D S Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load # Description SR RP2 0.000 -0.264 116,333 130.000 P-1 FSW PARAPET DRIF L O A D C O M B I N A T I O N S --------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+SR+NLL 4) 1.09 SW+RDL+COL+SL+SR+NLR 5) 1.00 SW+RDL+COL+RLL+RLR+NLL 6) 1.00 SW+RDL+COL+RLL+RLR+NLR 7) 1.00 SW+RDL+0.6OW1L 8) 1.00 SW+RDL+0.6OW2L 9) 1.00. SW+RDL+0.60W1R 10) 1.00 SW+RDL+0.60W2R 11) 1.00 0.60SW+0.60RDL+0.60W1L 12) 1.QO 0.60SW+0.60RDL+0.6OW2L 13) 1.00 0.60SW+0.60RDL+0.60W1R 14) 1.00 0.60SW+0.60RDL+0.6OW2R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0..,75SR+0.45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1R 18) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 23) 1.00 SW+RDL+0.60W5B 24) 1.00 SW+RDL+0.6OW5F 25) 1..00 0.60SW+0.60RDL+0.6OW5B 26) 1.00 0.60SW+0.60RDL+0.6OW5F 27) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B 28) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5F 29) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 30) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 31) 1.00 SW+RDL+COL+UOS+NLL 32) 1.00 SW+RDL+COL+UOS+NLR 33) 1.00 SW+RDL+COL+RLI+RL3+RL5+NLL 34) 1,00 SW+RDL+COL+RLI+RL3+RL5+NLR 35) 1.00 SW+RDL+COL+RL2+RL4+RL6+NLL 36) 1.00 SW+RDL+COL+RL2+RL4+RL6+NLR 37) 1.00 SW+RDL+COL+RLI+RL2+NLL 38) 1.00 SW+RDL+COL+RLI+RL2+NLR 39) 1.00 SW+RDL+COL+RL2+RL3+NLL 40) 1.00 SW+RDL+COL+RL2+RL3+NLR 41) 1.00 SW+RDL+COL+RL3+RL4+NLL 42) 1.00 SW+RDL+COL+RL3+RL4+NLR 43) 1.00 SW+RDL+COL+RL4+RL5+NLL 44) 1.00 SW+RDL+COL+RL4+RL5+NLR 45) 1.00 SW+RDL+COL+RL5+RL6+NLL 46) 1.00 SW+RDL+COL+RL5+RL6+NLR 47) 1.00 SW+RDL+COL+LRD+NLL 48) 1.00 SW+RDL+COLT LRD+NLR 49) 1.00 SW+RDL+COL+RRD+NLL 50) 1.00 SW+RDL+COL+RRD+NLR 51) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQL 52) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQR 53) 1.00 1.08SW+1.OBRDL+I.08COL+0.68EQL 54) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQR 55) 1.00 0.49SW+0.49RDL+0.91EQL 56) 1.00 0.49SW+0.49RDL+0.91EQR U16RO597A Page 104 of 189 NUCOR BUILDINGS GROUP Job # U16RO597A Job Name TOP CUB AIRCRAFT Frame FRAMELINE 11 Date 9/30/2016 Designer 7 BG\trevor.black File E12,nfr App Version-1 2015.7.2.3 E N D W A L L B R A C I N G ----------------------- Max A11— tWeb Controlling Force Force min Load Combination Module Material (kips) (kips) (in) # Name 5 5/8 RoD 4.03 5.83 0.080 38 1.11SW+1.11RDL+1.11COL+0.91EQL U16RO597A Page105 of189 Job : U16RO597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 Frame: FRAMELINE 11 By : BG\trevor.black *** DESIGN SUMMARY REPORT *** -------- ------"---------------- -------- --------__ Light Gage Channel Members -- Shipping Load Axial Axial Moment Bend V&M Max Load Shear Shear Load Crip Crip Cr&M Length Mat'l Depth Thick Fy Comb Loc Kips Ratio Ft-kip Ratio Ratio Ratio Comb Loc Kips Ratio Comb LoC Kips Ratio Ratio RAFO1 (1) OB5075 8.000 0.075 55.0 36 4 0.0 0.00 -2.8 0.44 0.43 0,44 31 4 -1.08 0.22 31 7 0.1 0.00 -7.4 0.50 0.51 0.50 31 7 -2.03 0.15 31 7 3.9. 0.31 0.52 RAF02 (1) OBS069 B.000 0.089 55.0 32 B -0.1 0.00 -7.4 0.50 0.51 0.50 31 8 1.85 0.14 31 8 3.9 0.31 0.52 46 15 0.1 0.00 -7.3 0.88 0.90 0.88 32 15 -1.95 0.23 48 16 0.1 0.00 -15.1 0.82 0.82 0.82 48 18 -2.91 0.14 48 18 5.8 0.34 0.76 RAF03 (1) OBS105 8.000 0.105 55.0 48 19 -0.1 0.01 -15.1 0.82 0.62 0.82 48 19 2.89 0.14 48 19 5.8 0.34 0.76 48 24b -0.0 0.00 9.1 0.91 0.89 0.92 48 21 2.85 0.23 RAF04 (1) OBS105 8.000 0.105 55.0 50 31a -0.0 0.00 9.1 0.91 0.89 0.91 50 34 -2.85 0.23 50 36 -0.1 0.01 -15.1 0.82 0.82 0.82 50 36 -2.89 0.14 50 36 5.9 0.34 0.76 RAF05 (1) 08SO89 8.000 0.089 55.0 49 37 0.1 0.00 -15.1 0.82 0.82 0.82 50 37 2.91 0.14 50 37 5.0 0.34 0.76 49 40 0.1 0.00 -7.3 0.87 0.89 0.88 32 40 1.95 0.23 32 47 -0.1 0.01 -7.4 0.50 0.51 0.50 31 47 -1.85 0.14 31 47 3.9 0.31 0.52 RAF06 (1) OBS075 B.000 0.075 55.0 31 48 0.1 0.00 -7.4 0.50 0.51 0.50 32 48 2.03 0.15 31 48 3.9 0.31 0.52 33 51 0.0 0.00 -2.8 0.44 0.43 0.44 4 51 1.19 0.24 COL01 (1) 12SO75 12.000 0.075 55.0 26 58b 0.4 0.01 -6.2 0.65 0.64 0.66 26 56 -0.83 0.25 26 61 0.5 0.01 -6.1 0.64 0.60 0.65 24 63b 1.15 0.35 COL02 (1) 12SO99 12.000 0.099 55.0 26 67b 1.7 0.03 -13.0 0.91 0.81 0.94 26 65 -1.75 0.23 26 70 1.7 0.03 -12.8 0.90 0.78 0.92 24 72b 2.40 0.32 COL03 (2) 12SO75 12.000 0.075 55.0 26 78 2.5 0.03 -18.0 0.95 0.91 0.98 26 74 -2.40 0.37 26 80a 2.5 0.03 -18.3 0.96 0.90 0.99 24 Bib 2.97 0.45 COL04 (2) 12SO89 12.000 0.089 55.0 26 67 1.5 0.01 -20.3 0.83 0.72 0.84 26 83 -2.57 0.23 26 89a 1.6 0.01 -20.8 0.85 0.75 0.86 24 91b 3.74 0.34 COL05 (2) 12SO75 12.000 0.075 55,0 26 97 2.5 0.03 -18.0 0.95 0.91 0.98 26 93 -2.40 0.37 26 99a 2.5 0.03 -18.3 0.96 0.90 0.99 24 100b 2.97 0.45 COL06 (1) 12SO99 12.000 0.099 55.0 26 104b 1.7 0.03 -13.0 0.91 0.81 0.94 26 102 -1.75 0.23 26 107 1.7 0.03 -12.8 0.90 0.78 0.92 24 109b 2.40 0.32 _'_-------- -------^---------"ti-----------------------------------Wide Flange Members Shipping Mat'1 Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID __Fy Comb Loc Kips Ratio Ft-kip Ratio Ratio Comb Loc Kips Ratio COL07 WF1022 W10x 22 50.0 24 113b 0.1 0.00 -6.2 0.10 0.10 24 118b 1.15 0.04 Frame Weight (lbs) = 2396 Deflections (in): 10 yr Wind dx = 0,.01 = H/-2336 WIND CASE 1 TO RIGHT Seismic dx = 0.04 = H/ 6416 SEISMIC TO RIGHT Story Drift = 0.13 = 0.001H SEISMIC TO RIGHT Drift Index = 0.00 1.11SW+1.11RDL+l.11COL+0.91EQR Maximum dx = 0.04 = H/ 7060 0.495W+0.49RDL+0.91EQR Maximum dy = -1.54 = L/ 194 @ MOD 3, SW+RDL+COL+LRD Max. Live dy = -1.16 = L/ 257 @ MOD 3, SW+RDL+COL+LRD E/W col dx = 0.65 = L/ 297 @ COL02, SW+RDL+COL+0.75SL+0.75SR+0.45W5B U16RO597A Page106 of189 NUCOR BUILDINGS GROUP Job # U16RO597A Job Name : TOP CUB AIRCRAFT Frame ENTRANCE FL 2 Date : 9/30/2016 Designer BG\trevor.black File E21.nfr App Version : 2015.7.2.3 F R A M E D E S C R I P T I O N ^^ --------------------------------- Frame type ECS Frame width 6.67 Ft. Bay width 8.25 Ft. LEFT RIGHT Dim to ridge 667 Ft. 000 Ft. Roof slope 0:58/12 0:00/12 Eave height 25.97 Ft. 26.29 Ft. Girt offset 0.00 In. 6.00 In. Typ. Girt spacing 4.00 Ft, Purl in offset : 8.00 In. 8.00 In._ Typ. Purlin spacing: 1.83 Ft. Col. spacing 6.6667 Supports / spring Constants COL01 - Bottom V H COL02 - Top H Bottom V H Column Bracing: WP1 Girt Brace Y Y Y Y N Flange Brace 2 2 2 2 0 Location (ft): 7.5 14.2 18.2 22.2 25.2 WP2 Girt Brace Y Y N Flange Brace 2 2 0 Location (ft): 7.0 12.0 25.5 Other Braces: Column Left Brace Right Brace Location (ft): -------------------------- L O A D I N G C O N D I T I O N S --------------------------------------- Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 20,00 Roof Snow load 17.50 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R= 3.25 Cd = 3.25 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 3.000 Wind speed 110.00 Mph Exp. : C Wind pressure 25.15 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0.250 W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W2L -0.610 0.000 -0.710 -1.250 0.000 0.430 W5B -0.300 0.000 -0.890 -0.350 0.000 -0.300 W5F -0.300 0.000 -0.350 -0.890 0.000 -0.300 WGB -0.660 0.000 -1.250 -0.710 0.000 -0.660 W6F -0.660 0.000 -0.710 -1.250 0.000 -0.660 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COL01 22.12 -24.14 COL02 21.88 -25.64 Wind Loads for Endwall Rafter Interior zone Pressure 10.00 16.00 Suction 10.00 -29.68 Pressure 100.00 16.00 Suction 100.00 -27.17 Edge Zone Pressure 10.00 16.00 Suction 10.00 -49.80 Pressure 100.00 16.00 Suction 100.00 -32.20 Tributary Widths U16RO597A Page107 of189 Panel Trib. Width (ft) WP1 12.50 WP2 8,00 RP1 8.25 P R O G R A M - A P P L I E D L O A D S Load On Start End Start End Case Panel Load Load Loc Loc Elf Elf Ft. Ft. RDL RP1 -0.029 -0.029 0.000 6.667 COL RP1 -0.041 -0.041 0.000 6.667 SL RP1 -0.144 -0.144 0.000 6.667 UOS RP1 -0.206 -0.206 0.000 6.667 RLL RP1 -0.165 -0.165 0.000 6.667 W1R RP1 -0.185 -0.185 0.000 6.667 W1L RP1 -0.073 -0.073 0.000 6.667 W2R RP1 -0.259 -0.259 0.000 6.667 W2L RP1 -0.147 -0.147 0.000 6.667 W5B WP1 0.264 0.264 0.000 25.984 W5B WP2 0.175 0.175 0.000 26.292 W5B RP1 -0.303 -0.303 0.000 6.667 W5F WP1 -0.302 -0.302 0.000 25.984 W5F WP2 -0.205 -0.205 0.000 26.292 W5F RP1 -0.303 -0.303 0.000 6.667 EQR RPl 0.500 0.500 0.000 6.667 EQL RP1 -0.500 -0.500 0.000 6.667 Load On Hor. Vert.. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R SPAN1 2.241 0,000 0,000 0.667 W1R SPAN1 0.719 0.000 0,000 5.500 W1L SPAN1 -0.709 0.000 0.000 0i667 W1L SPAN1 -2.273 0,000 0.000 5.500 W2R SPAN1 1.220 0,000 0,000 0.667 W2R SPAN1 1.755 0.000 0.000 5.500 W2L SPANI -1.730 0,000 0,000 0.667 W2L SPAN1 -1.237 0.000 0.000 5.500 ---____--------------------__----_---� U S E R - A P P L I E D L O A D S Load On Hor, Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description RDL COL02 0,000 -1.000 -3.430 10.000 C-7 CANOPY COL COL02 0.000 -0.200 -0.466 10.000 C-B CANOPY SL COL02 0.000 -3.100 -7.524 10.000 C-9 CANOPY UOS COL02 0.000 -3.100 -7.524 10.000 C-10 CANOPY RLL COL02 0.000 -0.700 -1.731 10.000 C-11 CANOPY W1R COL01 10.000 0.000 0,000 20.000 C-3 TIE BACK LOADS W1R COL02 0.000 1.200 2.997 10.000 C-12 CANOPY W1L COL01 -10.000 0.000 0.000 20.000 C-5 TIE BACK LOADS W1L COL02 0.000 1.200 2.997 10.000 C-13 CANOPY W2R COL01 10.000 0.000 0.000 20.000 C-4 TIE BACK LOADS W2R COL02 0.000 1.200 2.997 10.000 C-14 CANOPY W2L COL01 -10.000 0.000 0.000 20.000 C-6 TIE BACK LOADS W2L COL02 0.000 1.200 2.997 10.000 C-15 CANOPY W5B COL02 0.000 1.200 2.997 10.000 C-16 CANOPY W5F COL02 0.000 1.200 2.997 10.000 C-17 CANOPY EQR COL01 10.000 0.000 0.000 20,000 C-1 TIE BACK LOADS EQL COL01 -10.000 0.000 0.000 20.000 C-2 TIE BACK LOADS ��-- - - -�-�- _------.------- L O A D C O M B I N A T I O N S ASR Cases 1) 1.00 SW+RDL+COL 2) 1.00 SW+RDL+COL+SL 3) 1.00 SW+RDL+COL+RLL 4) 1.00 SW+RDL+0.6OW1L 5) 1.00 SW+RDL+0.6OW2L 6) 1.00 SW+RDL+0.60W1R 7) 1.00 SW+R➢L+0.6OW2R 8) 1.00 0.60SW+0.60RDL+0.60W1L 9) 1.00 0.60SW+0.60RDL+0.60W2L 10) 1.00 0.60SW+0.60RDL+0.60W1R 11) 1.00 0.60SW+0.60RDL+0.6OW2R 12) 1.00 SW+RDL+COL+0.75SL+0.45W1L 13) 1.00 SW+RDL+COL+O.75SL+0.45W2L 14) 1.00 SW+RDL+COL+0.75SL+0.45W1R 15) 1.00 SW+RDL+COL+0.75SL+0.45W2R 16) 1.00 SW+RDL+COL+0.75RLL+0.45W1L 17) 1.00 SW+RDL+COL+0.75RLL+0.45W2L 18) 1.00 SW+RDL+COL+0.75RLL+0.45W1R 1 9) 1.00 SW+RDL+COL+0.75RLL+0.45W2R 20) 1.00 SW+RDL+0.60W5B 21) 1.00 SW+RDL+0.6OW5F 22) 1.00 0.60SW+0.60RDL+0.6OW5B 23) 1.00 0.60SW+0.60RDL+0.6OW5F 24) 1.00 SW+RDL+COL+0.75SL+0.45W5B 25) 1.00 SW+RDL+COL+0.75SL+0.45W5F 26) 1.00 SW+RDL+COL+0.75RLL+0.45W5B 27) 1.00 SW+RDL+COL+0.75RLL+0.45W5F 28) 1.00 SW+RDL+COL+UOS 29) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQL 30) 1.00 1.11SW+1.11RDL+1.11COL+0,91EQR 31) 1.00 1.08SW+1.08RDL+I.OBCOL+0.68EQL 32) 1.00 1.08SW+1.08RDL+I.OBCOL+0.68EQR 33) 1.00 0.49SW+0.49RDL+0.91EQL 34) 1.00 0.49SW+0.49RDL+0.91EQR U16RO597A Page108 of189 Job : UlGRO597A TOP CUD AIRCRAFT NUCOR DUILDINGO GROUP Date: 10 11 16 Page! 1 Frame: ENTRANCE FL 2 By : BG\trevor.black File: E21 *** DESIGN SUMMARY REPORT **' --- -------------------------------------------------------------------------------------------- Wide Flange Members Shipping Mat'l Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID Fy Comb Loc Kips Ratio Ft-kip Ratio Ratio Comb Loc Kips Ratio RAF01 WF810 W 8x 10 50.0 28 4a -0.0 0.00 1.1 0.05 0.05 28 ? -0.99 0.06 COL01 WF024 W 8x 24 50.0 30 16a -0.5 0.00 36.4 0.64 0.65 30 161b -7.29 0.31 COL02 WF824 W 8x 24 50.0 24 22b -0.5 0.00 10.9 0.19 0.19 21 19 -1.20 0.05 Frame Weight (lbs) = 1266 Deflections (in): Maximum dy = -0.01 = L/ 6718 @ MOD 1, SW+RDL+COL+UOS E/W col dx = 1.24 = L/ 242 @ COL01, 1.11SW+1.11RDL+1,:11COL+0.91EQL U16RO597A Page109 of189 NUCOR BUILDINGS GROUP Job H : U16R0597A Job Name ; TOP CUB AIRCRAFT Frame : FRAMELINE 3 Date ; 9/30/2016 Designer BG\trevor.black File ; Fll.nfr App Version ; 2015.7.2.3 F R A M E D E S C R I P T I O N Frame type RMG Frame width 130.00 Ft. Bay width 20.00 Ft. LEFT RIGHT Dim to ridge ! 65.00 Ft. 65.00 Ft, Roof slope 0.50/12 -0.50/12 Eave height 22.00 Ft. 22.00 Ft. Girt offset 0.00 In. 8.00 In. Typ. Girt spacing 4.00 Ft. Purlin offset 10.00 In. 10.00 In. Typ, Purlin spacing: 5.00 Ft. Col. spacing 69.0000,61.0000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H COL03 - Bottom V H Column Bracing: WP1 Girt Brace Y Y Y Flange Brace 0 0 0 Location (ft): 7.5 19,R 18.1 WP2 Girt Brace Y Y Y Flange Brace 0 0 0 Location (ft): 7.5 14.Z lS,.3 Other Braces: Column Left Brace Right Brace Location (ft): __------------- L O A D I N G C O N D I T I O N S Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 12.00 Roof Snow load 17.50 Floor dead load 38.50 Floor live load 50.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.25 Cd = 3.25 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 3.000 Wind speed 110.00 Mph Exp. C Wind pressure 24.23 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C9 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0,000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.070 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) WPl 20.00 WP2 20.00 RP1 20.00 RP2 20.00 P R O G R A M - A P P L I E D L O A D S Load On Start End Start End Case Panel Load Load Loc Lee Elf Klf Ft. Ft. RDL BPI -0.070 -0.070 0.000 65.000 RDL RP2 -0.070 -0.070 65.000 130.000 COL BPI -0.100 -0.100 0.000 65.000 COL RP2 -0.100 -0.100 65.000 130,000 SL RP1 -0.350 -0.350 0.000 65.000 SR RP2 -0.350 -0.350 65.000 130.000 U16RO597A Page 110 of 189 DOS RPl 0.500 0.500 0.000 65.000 DOS RP2 -0.500 -0.500 65.000 130.000 RLL RP1 -0.240 -0.240 0.000 65.000 RLR RP2 -0.240 -0.240 65.000 130.000 W1R RP1 -0.247 -0,247 0.000 65.000 W1R RP2 -0.092 -0.092 65.000 130.000 W1R WP1 0.281 0.281 0.000 22.000 W1R WP2 0,053 0.053 0.000 22,000 W1R WP2 0.495 0.485 22.000 26.000 W1L RP1 -0.092 -0.092 0.000 65.000 W1L RP2 -0.247 -0.247 65.000 130.000 W1L WP1 -0.053 -0.053 0.000 22.000 W1L WP2 -0.281 -0.281 0,000 22.000 W1L WP2 -0.727 -0.727 22.000 26.000 W2R RP1 -0.422 -0.422 0�.000 65.000 W2R RP2 -0.267 -0.267 65.000 130.000 W2R WP1 0.107 0.107 0.000 22.000 W2R WP2 0.22E 0.228 0.000 22.000 W2R WP2 0.485 0.485 22.000 26.000 W2L RP1 -0.267 -0.267 0.000 65.000 W2L RP2 -0.422 -0.422 65.000 130.000 W2L WP1 -0.228 -0.228 0.000 22,000 W2L WP2 -0.107 -0.107 0.000 22.000 W2L WP2 -0.727 -0.727 22.000 26.000 W5B EP1 -0.247 -0.247 0.000 65.000 W5B RP2 -0.092 -0.092 65.000 130.000 W5B WP1 -0.131 -0.131 0.000 22.000 W50 WP2 0.131 0.131 0.000 22.000 W5B WP2 0.485 0.465 22.000 26.000 W5F RP1 -0.092 -0.092 0,.000 65.000 W5F RP2 -0.247 -0.247 65.000 130.000 W5F WP1 -0.131 -0.131 0.000 22.000 W5F WP2 0.131 0.131 0.000 22.000 W5F WP2 0.485 0.,485 22.000 26.000 L•16B P,o1 _n - _n 422 0.000 65.000 W6B RP2 -0.267 -0.267 65.000 130.000 W6B WP1 -0.305 -0.305 0.000 22.000 W6B WP2 0.305 0.305 0,000 22.000 W6B WP2 0.485 0.485 22.000 26.000 W6F RP1 -0.267 -0.267 0.000 65.000 W6F RP2 -0.422 -0.422 65.000 130.000 W6F WP1 -0.305 -0.305 0.000 22.000 W6F WP2 0.305 0.305 0.000 22.000 W6F WP2 0.485 0.485 22.000 26.000 EQR RP1 0.065 0.065 0.000 65.000 EQR RP2 0.065 0.065 65.000 130.000 EQL RP1 -0.065 -0.065 0.000 65.000 EQL RP2 -0.065 -0.065 65,..000 130.000 RL1 RP1 -0.240 -D.240 0.000 65.000 RL1 RP2 -0.240 -0.210 65.000 69.D00 RL2 RP2 -0.240 -0,240 69.000 130,000 LED RP -0.350 -0.350 0.000 65.000 LRD RP1 -0.191 -0.191 29.659 6a,000 LRD RP2 -0.105 -0.105 65.000 130.000 RRD EP1 -0.105 -0.105 0.000 65.000 RED RP2 -0.191 -0.191 65.000 100.341 RID RP2 -0.350 -0.350 65.000 130.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R COLO1 0.343 0.000 0.000 22.000 W1R COL03 0.343 0.000 0..000 22.000 W1L COL01 -0.343 0.000 0..000 22.000 W1L COL03 -0.343 0.000 0,.000 22.000 W2R COLO1 0.343 0.000 0000 22.000 W2R COL03 0.343 0.000 0,000 22.000 W2L COLO1 -0.343 0.000 0„000 22.000 W2L COL03 -0.343 0.000 0.000 22.000 U S E R - A P P L I E D L O A D S Load On Start End Start End Case Panel Load Load Loc Loc Special Elf Klf Ft. Fti Load # Description SL RP1 -0.170 -0.170 0.000 65.000 P-2 PARAPET DRIFT SR RP2 -0.170 -0.170 65.000 130.000 P-3 PARAPET DRIFT SR RP2 0.000 -0.960 118.333 130.000 P-1 PARAPET DRIFT Load On Her. Vert. Moment Loc Special Case Mem Klps Kips K-Ft. Ft. Load # Description COL COLO1 0.000 -0.700 0.923 10.000 C-2 EXTERIOR MEZZ SL COLO1 0.000 -7.500 9.893 10.000 C-3 EXTERIOR MEZZ DOS COLO1 0.000 -3.500 4.617 10.000 C-4 EXTERIOR MEZZ FDL COL01 0.000 -7.000 9.234 10.000 C-1 EXTERIOR MEZZ FDL COLO1 0.000 -9.000 11.872 10,000 C-14 MEZZ LOADS FDL COL02 0.000 -18.000 0.000 10.000 C-17 MEZZ LOADS FLL COL01 0.000 -11,000 14.510 10.000 C-15 MEZZ LOADS FLL COLO1 0.000 -9.000 11.872 10.000 C-5 EXTERIOR MEZZ FLL COL02 0.000 -22.000 0.000 10.000 C-16 MEZZ LOADS WIR COL01 1.300 2.600 -3.430 10.0c0 C-6 EXTERIOR MEZZ W1R COL03 3.300 0.000 0.000 20.500 C-20 ENTRANCE LAT W1L COL01 -1.300 2.600 -3.430 10.000 C-13 EXTERIOR MEZZ W1L COL03 -3.300 0,000 0.000 20.500 C-22 ENTRANCE LAT W2R COL01 1.300 2:- 600 -3.430 10.000 C-7 EXTERIOR MEZZ W2R COL03 3.300 0,000 0.000 20.500 C-21 ENTRANCE LAT W2L COL01 _1.300 2.600 -3.430 10.000 C-12 EXTERIOR MEZZ W2L COL03 -3.300 0.000 0.000 20.500 C-23 ENTRANCE LAT W5B COL01 1.300 2.600 -3.430 10.000 C-8 EXTERIOR MEZZ W5F COLO1 -1.300 2,600 -3.430 10.000 C-11 EXTERIOR MEZZ W6B COLO1 1.300 2.600 -3.430 10.000 C-9 EXTERIOR MEZZ W6F COL01 -1.300 2.600 -3.430 10.000 C-10 EXTERIOR MEZZ EQR COL03 1.000 0.000 0.000 20.500 C-18 ENTRANCE LAT EQL COL03 �1.000 0.000 0.000 20.500 C-19 ENTRANCE LAT L 0 A D C 0 M B I N A T I O N-S U16RO597A Page 111 of 189 ASR Cases 1) 1.00 SW+RDL+COL+FDL+NLL 2) 1.00 SW+RDL+COL+FDL+NLR 3) 1.00 SW+RDL+COL+FDL+FLL+NLL 4) 1.00 SW+RDL+COL+FDL+FLL+NLR 5) 1.00 SW+RDL+COL+SL+SR+FDL+NLL 6) 1.00 SW+RDL+COL+SL+SR+FDL+NLR 7) 1.00 SW+RDL+COL+RLL+RLR+FDL+NLL 8) 1.00 SW+RDL+COL+RLL+RLR+FDL+NLR 9) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+NLL 10) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0,75FLL+NLR 11) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+NLL 12) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+NLR 13) 1.00 SW+RDL+FDL+0.60WIL 14) 1.00 SW+RDL+FDL+0.60W2L 15) 1.00 SW+RDL+FDL+0.60WlR 16) 1.00 SW+RDL+FDL+0.60W2R 17) 1.00 0.605W+0.60RDL+0.60FDL+0.60W1L 18) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W2L 19) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W1R 2 0) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W2R 21) 1.00 SW+RDL+COL+0,75SL+0.75SR+FDL+0.75FLL+0.45W1L 22) 1.00 SW+RDL+COL+0.75SL+0,75SR+FDL+0.75FLL+0.45W2L 23) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W1R 24) 1.00 SW+RDL+COL+0,75SL+0.75SR+FDL+0.75FLL+0.45W2R 25) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W1L 26) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W2L 27) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W1R 28) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W2R 29) 1.00 SW+RDL+FDL+0.60W5B 30) 1.00 SW+RDL+FDL+0.60W6B 31) 1.00 SW+RDL+FDL+0.60W5F 32) 1.00 SW+RDL+FDL+0.60W6F 33) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W5B 34) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W6B 35) 1.00 0,60SW+0.60RDL+0.60FDL+0.60WSF 36) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W6F 37) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0,75FLL+0.45W5B 38) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W6B 3 9) 1.00 SW+RDL+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W5F 40) 1.00 SW+R➢L+COL+0.75SL+0.75SR+FDL+0.75FLL+0.45W6F 91) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W5B 42) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W6B 43) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W5F 44) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+FDL+0.75FLL+0.45W6F 45) 1.00 SW+RDL+COL+UOS+FDL+NLL 46) 1.00 SW+RDL+COL+UOS+FDL+NLR 47) 1.00 SW+RDL+COL+RLI+NLL 48) 1.00 SW+RDL+COL+RLI+NLR _ 49) 1.00 SW+RDL+COL+RL2+NLL 50) 1.00 SW+RDL+COL+RL2+NLR 51) 1.00 SW+RDL+COL+LRD+NLL 52) 1.00 SW+RDL+COL+LRD+NLR 53) 1.00 SW+RDL+COL+RRD+NLL 54) 1.00 SW+RDL+COL+RRD+NLR 55) 1.00 1.11SW+1.11RDL+1.11COL+1.11FDL+0.91EQL 56) 1.00 1.11SW+1.11RDL+1.11C0L+1.11FDL+0.91EQR 57) 1.00 1.08SW+1.08RDL+I.OBCOL+1.08FDL+0.75FLL+0.68EQL 58) 1.00 1.OBSW+1.08RDL+1.08C0L+1.08FDL+0.75FLL+0.68EQR 59) 1.00 0.49SW+0.49RDL+0.49FDL+0.91EQL 60) 1.00 0.49SW+0.49RDL+0.49FDL+0.91EQR U16RO597A Page112 of189 Job ! U16RO59VA TOP CUB AIRCRAFT NUCOR BUILDINGS CROUP Datc: 10-11-16 Page! 1 Frame: FRAMELINE 3 By : BG\trevor.black File: Fil *** DESIGN SUMMARY REPORT **' --------------------------«»--------»-»«--»__»---»»____-«__«»____«__««___-__-_««_-___`___-__--_-_____--__-_____-" Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ___««_-_»----------------------------------------------»»_«.___» 1 F8.31 FB.38 W220 5 1 -14.9 0.08 -227.7 0.69 0.71 0.75 5 1 23.56 0.88 0.50 0.56 Chkpt 1 5 Depth 32.69 25.94 Section I 1 »»»_»-------------------------�-»_---_______-_- width thick Fy ---»»-««------------------------------------------------------------------------ '--_- T/L Flg 1 6.0 0.3125 55.00 Web 0.2200 55.00 B/R Flg 8.0 0.3750 55.00 1 Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------ SHEAR --------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F6.31 F6.25 W164 52 9 -10.7 0.11 178,E 0.95 0.91 1.01 5 7a 13.32 1.00 0.40 0.35 2 F6.50 F6.25 W150 52 13 -1o.3 0.09 210.6 0.85 1.04 C.95 51 10 7.02 0.77 0.20 0.14 3 F6.38 F6.38 W164 52 15 -10.3 0.08 206.7 0.94 0.82 0:98 6 17b -11.37 0.85 0.35 0.35 Chkpt 6 9 10 14 15 18 Depth 25.81 30.66 30.75 26,00 Section I 1 1 2 1 3 1 ----------------------------------------------------------------------------------«------------------------------------------ I width thick Fy I width thick Fy I width thick Fy I ___------------------«»«--------_-_-------------«--_- T/L Flg 1 6.0 0.3125 55.00 1 6.0 0.5000 55.00 1 6.0 0.3750 55.00 Web 0.1644 55.00 1 0.1500 55.00 1 0.1644 55.00 1 B/R Flg 6.0 0.2500 55.00 1 6.0 0.2500 55.00 1 6.0 0.3750 55.00 Built Up Rafter - RAF03 T/L B/R T/L B/R Max ------------- SHEAR --^----'-«- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'1 Mat'l Mat.1 Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R «_»-------------------._-»------------ ----__---_--«"---_---«-__----«__"--»_»--«_-«.---»----"-«_--- 1 F6.25 F6.38 W220 52 19 -10.2 0.09 116.2 0.75 0.56 0.79 6 23 20.90 0.73 0.39 0.50 Chkpt 19 23 Depth 25.86 30.62 Section I 1 1 ---------------------------------------------------------------------------------- I width thick Fy I ---------------------------»-«---------------------------------------------------- _----__-___----------------------------- T/L Flg 1 6.0 0.2500 55.00 1 Web 1 0.2200 55.00 1 B/R Fig 1 6.0 0.3750 55.00 1 Built Up Rafter - RAF04 T/L B/R T/L B/R Max ------ -- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R t F6.25 F6.50 W188 5, 26 -15.7. 0.09 246.1 0.98 0.82 0.89 6 26 -22.21 0.94 0.39 0�.59 2 F6.25 F6.50 W188 5 27 -13.2 0.08 -246.6 0.99 0.82 0.90 53 30a 17.42 0.81 0.37 0.55 Chkpt 24 26 27 31 Depth 30.75 33.75 26.00 Section 1 I I 2 -------------------------------------------------------------------------------------------------------------------------- I width thick Fy I width thick Fy I ---------------------------------------------------------------------------------------w----------------------------------------- T/L Flg 1 6.0 0.2500 55.00 1 6.0 0.2500 55.00 1 Web 1 0.1675 55,00 1 0.1875 55.00 1 B/R Flg 1 6.0 0.5000 55.00 1 6.0 0.5000 55.00 1 Built Up Rafter - RAF05 T/L B/R T/L B/R Max ------ SHEAR ---- «»-- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ---"--------_-»»»»_--___»-»-----------------------------------------------------------------------------------------»-___ I F6.31 F6.25 W164 52 32 -11.0 0.12 99.2 0.58 0.91 0.97 5 32 14.09 1.00 0.42 0.37 2 F6.31 F6.31 W188 53 38 -7.2 0.06 133.0 0.78 0.73 0.82 6 42 -10.63 0.77 0.19 0.19 Chkpt 32 37 38 42 Depth 25.81 25.64 38.62 Section 1 1 ( 2 1 I width thick Fy I width thick Fy I ----------------------------«»«---------------_-------------------------------------------------------------------_--__--_- T/L F1g 1 6.0 0.3125 55.00 1 6.0 0.3125 55.00 1 Web 1 0.1644 55.00 1 0.1875 55.00 B/R Fig 1 6.0 0.2500 55.00 1 6.0 0.3125 55.00 Built Up Rafter - RAF06 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R »»__»_«««»»»---------------------------------------------------------------«.-_----«----«-_--__--_--_-______-__--_----_ 1 F8.38 F8.63 W250 6 47 -15.5 0.05 -211.2 0.33 0.2B 0.30 6 47 23.86 0.76 0.31 0.42 U16RO597A Page 113 of 189 U16RO597A Page114 of189 Job : U16RO597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 Frame: FRAMELINE 3 By : BG\trevor.black - DESIGN SUMMARY REPORT *+� Chkpt 43 47 Depth 39.00 46.00 Section 1 1 1 I width thick Fy I ------------------___----------___----r_________-W-------_______________________________-___ T/L Flg 1 8.0 0.3750 55.00 1 Web 0.2500 55.00 1 B/R Flg --- 0.6250 55.00 Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat-1 Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ----------------- _«-__`_-___-_--------"-"--------------------"--------------------__----------------------- 1 F8.38 F8.50 W275 S 56 -26.9 0.20 -247.3 0.45 0.7S 0.04 5 56 -12.21 0.29 0.36 0.41 Chkpt 48 56 Depth 22.88 40.88 Section 1 1 -------------------------------- ^----�"----- __��W�_______"-'--------------------------------_-- I width thick Fy I ------------------------------------- ____------------------ --W------W------- T/L Flg 1 8.0 0.3750 55.00 1 0 55.00 B/R Flg 1 8.0 0.5000 55.00 1 Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ----"-------------------------------------------------------- _____------ 1 F8.38 F8.38 W150 9 57 -71.6 0.93 -0.0 0.00 0.00 0.93 52 61 0.65 0.03 0.05 0.05 Chkpt 57 63 Depth 12.75 12.75 Section I 1 I ---------- ---..,..--..-`---^---------------------------------------------------- 1 width thick Fy I ��^ ------------------ -«_____»----_----_------------------------------------------------------------------------ ---^'---- T/L Flg 8.0 0.3750 55.00 Web 11 0.1500 55.00 B/R Flg 8.0 0.3750 55.00 Built Up Column - COL03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R __-_ ---------------------------------------- 1 F8.50 F8.38 W188 6 70 -29.9 0.23 217.2 0.73 0.45 0.88 6 70 12.29 0.93 0.48 0.43 Chkpt 64 70 Depth 22.88 40.88 Section I 1 I -_-----`_--'-__-------«-------------------'-___-_---------------------- I width thick Fy I T/L Flg 1 8.0 0.5000 55.00 1 Web 1 0.1875 55.00 1 B/R F1g 1 8.0 0.3750 55.00 1 Frame Weight (lbs) = 6509 Deflections (in): 10 yr Wind dx = -0.63 = H/ 331 WIND CASE 2 TO LEFT Seismic dx = 1.56 = H/ 134 SEISMIC TO RIGHT Story Drift = 5.00 = 0.024H SEISMIC TO RIGHT Drift Index = 0.08 1.08SW+1.08RDL+1.OBCOL+I.OBFDL+0.75FLL+0.68EQR Maximum dx = 2.05 = H/ 102 SW+RDL+COL+LRD Maximum dy = -3.90 = L/ 206 @ MOD 1, SW+RDL+COL+LRD Max. Live dy = -3.21 = L/ 250 @ MOD 1, SW+RDL+COL+LRD U16R0597A Page 115 of 189 NUCOR BUILDINGS GROUP Job # t U16RO597A Job Name e.TOP CUB AIRCRAFT Frame i FRAMELINE 3 Date : 9/30/2016 Designer BG\trevor.black File : Fll.nfr App Version S 2015.7.2.3 ------------------------------- C O N N E C T I 0 N S U M M A R Y Knee Connection - COL01 Web ---------------? Top Plate ------------------2 ----- Bottom Plates --tiff. ./Diagonal Stiffenerial Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W9 re q/W9 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff, Degrees Ratio -----___----»--__»_ _-»___-__--__»____-_--„_____.,»_-_-__.«�__��- ....................._»�-0.50:12 W275 0.84 FWS3 ---Y»FWS3- 1.00 --_ 0.00_-_--» 0.70 - FWS3 0.84 0.91___________---»---- ----_-_ I width thick Fy I height depth length I I width thick length Fy _____--__________ g ---i --'---------�� Top P ate I 8.0 0,3125 55.0 I 90.03 I Stiffener I Web 1 0.2750 55.0 1 30.36 40.00 Bot Plate 1 4.0 0.2500 50.0 1 90.00 I -----_-_-»------.._-____ Knee Connection - COL03 Web ________________? Top Plate ------------------? _____ Bottom Plates _____ __� Roof Web fv/Fv Weld Weld Weld Areq/A req/(Wl+W2) W3req/W3 Weld Areq/A W4req/W9 Stiff. NoiagonaThetaffenAxial Slope____MMatlRatio W1 W2 W3 Ratio Ratio Ratio W9 Ratio Ratio Matl Stiff. Degrees Ratio _____ _____________________ ______________________________________________________________ __________________ - .50:12 W275 0.89 FWS3 -__-- FWS3 -1-00 0- -- -» 99 _----FWS30- ----39 0.28 0 ---- ------ width thicY. Fy I height depth length 1 I width thick, length F«�»_ --________ g v I Top Plate I 6.0 0.3750 55.0 1 90,03 ( Stiffener � Web 0.2750 55.0 1 43.37 40.00 Bot Plate 4.0 0.3750 50.0 1 90.00 Splice Connection - Moment Connection from COL01 To RAF01 Left Right Left Right ----- BOLT _____________________ onnx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Mstl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio --------»»_-_ - P »___-____» - -----»--_- - __4BE-Y-F8.63 F8.63 6-0.750-S 3_Y--13,20 24.54 -227.7 0.80 0.80 3 13.20 24.54 -227.7 0.98 »__----»- _ -----____------------»»--- I I I left right I I width thick Y ' length E I size size I g Left Plate I 6.0 U.625 38.00 55.0 1 Top Weld I FWD3 FWD3 Right Plate I 6.0 0.625 38.00 55.0 1 Web Weld I WP13 WP13 Stiffener I 0.0 0,000 0.00 0.0 1 Bottom Weld FWD3 FWD3 Splice Connection - Moment Connection from RAF01 To RAF02 Left Right Left Right --- BOLT ______________ _____________________connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio 9BE F8.38 F6.50 -8-0.625-S_- 49--_-_-5.65 -_--9,82------- -55.1_� Oy69-_ 0.58_---99_ -5.65 4.82 -55.1 0.45 .--_»-___ _--___ __-- I left right width thick length Fy I I size size e P ate I 8 .0 0.375 30.88 55.0 1 Top Weld FWD3 FWD3 I Right Plate 6.0 0,500 30.88 55.0 1 Web Weld WP13 WP13 Stiffener 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD3 FWD3 Splice Connection - Moment Connection from RAF02 To RAF03 �Y-w---__»--_-- Left Right Left Right ----- BOLT d Ai _____________________ onnx Plate Plate Bo1L Loaxal Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl- Matl Qty/Size Comb Kips Kips Ft-kipRatio Ratio Comb Kips Kips Ft-kip Ratio --_- --- ---------------------------- --9BE - F6.50 F6.50 8-0.625-S 42 -_r-9.97----10.66_---_-116`2 - 0.84 0.64 42 9.97 10.66 116.2 0.91 _---I-----'------------------ ( I left right I I width thick length Fy I size size I ------ - Left Plate I 6.0 0.500 30.88 55.0 Top Weld I FWD3 FWD3 I Right Plate 6.0 0.500 30.88 55.0 1 Web Weld 1 WP13 WP13 Stiffener 0.0 0.000 0.00 0.0 1 Bottom Weld FWD3 FWD3 I -.-.._-----____----»---------------------- Splice Connection - Moment Connection from RAF03 To RAF04 Left Right Left Right --- BOLT _____________________ onnx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio .._»-----------------------------------_ _-___-BE F6.50 F6.50 8-0.750-5 -3 ---13 -__-2+0-.62-_--�160-4_----_0.97- 0.97 3 13.20 20.62 -160,9 0.73 --- I I I left right I Width thick length Fy I I size size I «------------------------ '-""'_----_____.,,.------------ Left Plate 1 6.0 0.500 36.25 55.0 1 Top Weld I FWD3 FWD3 I Right Plate 6.0 0.500 36.25 55.0 Web Weld I WP13 WP13 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld I FWD3 FWD3 _-_-_--'-------------'---- Splice Connection - Moment Connection from RAF04 To RAF05 Left Right Loft Right 9 ---------------- BOLT ----------_- U16RO597A Page 116 of 189 v",- P1aLe P1aLe Bo1L Loed Axial Obeer Moment Plate Plate Load Axial Ghaar Moment Bolt Type Mall Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ---------------------------------------------------------------------------------------------------- 9BE F6.50 F6.50 8-0.625-S 42 -10.93 5.00 -99.2 0.79 0.79 92 10.93 5.00 -99.2 0.77 ------------------------------------------"---------------------'------------------------------------__----- I I I left right I I width thick length Fy I I size size I »------------------------------------ --------------------------------"----------------"---------»»----------"----_____ Left Plate 1 6.0 0.500 30.88 55.0 I Top Weld FWD3 FWD3 I Right Plate 1 6.0 0.500 30.88 55.0 1 Web Weld WP13 WP13 I Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld FWD3 FWD3 I Splice Connection - Moment Connection from RAF05 To RAF06 Left Right Left Right ----------------- BOLT --- ---- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio --------------------------------------»"----------------------`----'---------------------------------------_-_»_ 9BE F6.38 F9.63 8-0.625-S 42 -11.37 -5.64 -118.1 0.92 0.49 42 -11.37 -5.64 -iie.1 0.60 ----------- -�_-_____---»_»--»-------»i--- -_� left right _....___» -------- ----------------------------------- width thick length Fy I I size size I --------------------------------------------------'-----------------------------------------__-______ Left Plate I 6.0 0.375 43.88 55.0 1 Top Weld FWD3 FWD4 I Right Plate I 8.0 0.625 43.86 55.0 1 Web Weld WP13 WP14 Stiffener 1 0.0 0.0c0 0.00 0.0 1 Bottom Weld I FWD3 FWD4 I Splice Connection - Moment Connection from RAF06 To COL03 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Mail Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio »---------------»--»--------------------------------------- 4BE F8.63 F8.63 8-0.750-S 54 -14.66 -12.00 -304.5 0.66 0.66 59 14.68 12.08 -304.5 0.66 ----_»-»---»----»»-.a------_-»--------------------------9------»»--------»_____- -__--_ I I left right width thick length Fy I I size size ------------------ _________--__-----»».------__-____-_______-_-__-___________________-__---_-_-»-»---_________ Left Plate 9.0 0.625 51.50 55.0 1 Top Weld I FWD4 FWD3 I Right Plate 8.0 0.625 51.50 55.0 1 Web Weld 1 WP14 WP13 Stiffener 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD4 FWD3 I Pinned Column Cap from COL02 to RAF04 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Fig Bolt Load Axial Shear Moment Plate Rit Fig Load Axial Shear Moment .It Type Matl Matt Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ---»----------------------------------»»---------------------»------------------------------------- 4-0.625-S Base Plate - COL01 Base T/L B/R --- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear ft/Ft fv/Fv ASTM Mail Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design __-»-------- ----^-M-------------------------- _» F10.63 8-1.250 FWS3 FWS3 FWS3 0.36 0.00 0.00 0.00 0.00 0.12 F1554 Gr.36 --------------------------""'---------------------------------------»»-----"'-'''"''--------------------»------- I width thick length Fy I --------------- -- _--_---'-_____»_------------------------------------__» Base Plate 1 10.00 0.625 23.00 55.0 1 Base Plate - COL02 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(.eq)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Mail Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ----------'---"_____------------------------------"`_---- ---------"_---------------------------------------------___..-»»»_»- F8.50 4-0.750 FWS3 FWS3 FWS3 0.90 0.00 0.00 0.00 0.00 0.03 F1554 Gr.36 -- �____""-----------------------------»»-----_--____---- - --- »»-__- I width thick length Fy I _-»»----------»---_ ________» ----------- Base Plate 8.00 0.500 12.75 55.0 1 Base Plate - COL03 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shea. ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design -----------------------------------------»»___"__'_---------------------- F10.63 8-1.250 FWS3 FWS3 FWS3 0.36 0.02 0.15 0.04 0.01 0.13 F1554 Gr.36 ---.._-------------------------------- -- .._"_---------------'_ _----__---- I width thick length Fy I --- -----------------------------------------------------------------------------------------------_-------------_..__-_ Base Plate 1 10.00 0.625 23.00 55.0 1 Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL + FDL 2 1.00 SW + RDL + COL + FDL + ELL 3 1.00 SW + RDL + COL + SL + SR + FDL 4 1.0c SW + RDL + COL + RLL + RLR + FDL 5 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL 6 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL 10.75FLL 7 1.00 SW + RDL + FDL + 0.60W1L 6 1.00 SW + RDL + FDL + 0.60W2L 9 1.00 SW + RDL + FDL + 0.60W1R 10 1.00 SW + RDL + FDL + 0.60W2R 11 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W1L 12 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W2L 13 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.6OW1R 14 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.6OW2R 15 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W1L 16 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W2L U16RO597A Page117 of189 17 1.00 SW + RDL + COL + 0,75SL + 0.75SR + FDL + 0.75FLL + 0.45W1R 18 1.00 SW + RDL + COL + 0,75SL + 0.75SR + FDL + 0.75FLL + 0.45W2R 19 1.00 SW + RDL + COL + 0,75RLL + 0.75RLR + FDL ♦ 0.75FLL ♦ 0.45W1L 20 1.00 SW + RDL + COL + 0,75RLL + 0.75RLR + FDL 4 0.75FLL 1 0.45W2L 21 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL ♦ 0.75FLL ♦ 0.45W1R 22 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL ♦ 0.75FLL ♦ 0.45W2R 23 1.00 SW + RDL + FDL + 0.60W5B 24 1.00 SW + RDL + FDL + 0.60W6B 25 1.00 SW + RDL + FDL + 0,60W5F 26 1.00 SW + RDL + FDL + 0.60W6F 27 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W5B 28 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W6B 29 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W5F 30 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W6F 31 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W5B 32 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W6B 33 1.00 SW + RDL + COL + 0,75SL + 0.75SR + FDL + 0.75FLL + 0.45W5F 34 1.00 SW + RDL + COL + 0.75SL + 0.75SR + FDL + 0.75FLL + 0.45W6F 35 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL ♦ 0.75FLL ♦ 0.45W5B 36 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL ♦ 0.75FLL ♦ 0.45W6B 37 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + FDL ♦ 0.75FLL 1 0.45W5F 38 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR+ FDL ♦ 0.75FLL ♦ 0.45W6F 39 1.00 SW + RDL + COL + UOS + FDL 40 1.00 SW + RDL + COL + RL1 41 1.00 SW + RDL + COL + RL2 42 1.00 SW + RDL + COL + LRD 43 1.00 SW + RDL + COL + RRD 44 1.00 1.11SW + 1.11RDL + 1.11COL ♦ 1.11FDL + 0.91EQL 45 1.00 I.11SW + 1.11RDL + 1.11COL ♦ 1.11FDL + 0.91EQR 46 1.00 1.08SW + 1,OBRDL + 1.08COL ♦ 1.08FDL + 0.75FLL + 0.68EQL 47 1.00 1.08SW + 1.08RDL + 1.08COL ♦ 1.OBFDL + 0.75FLL + 0.68EQR 48 1.00 0.49SW + 0,49RDL + 0.49FDL ♦ 0.91EQL 49 1.00 0.49SW + 0.49RDL + 0.49FDL - 0.91EQR 50 1.20 Special Seismic 51 1.20 Special Seismic 52 1.20 Special Seismic 53 1.20 Special Seismic 54 1.20 Special Seismic 55 1.20 Special Seismic 56 1.20 Special Seismic 57 1.20 Special Seismic U16RO597A Page 118 of 189 NUCOR BUILDINGS GROUP Job # : U16R0597A Job Name TOP CUB AIRCRAFT Frame FRAMELINES 4, 6, 7, 9 Date : 9/30/2016 Designer BG\trevor.black File F12.nfr App Version 2015.7.2.3 F R A M E D E S C R I P T 1 0 N Frame type RCG Frame width 130.00 Ft, Bay width 24.75 Ft. LEFT RIGHT Dim to ridge 65.00 Ft. 65.00 Ft. Roof slope 0,50/12 -0.50/12 Eave height 22.00 Ft. 22.00 Ft. Girt offset 0.00 In. 8.00 In. Typ. Girt spacing 4.00 Ft. Purlin offset : 10.00 In. 10.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 130.0000 Supports / Spring Constants COLO! - Bottom V 11 COL02 - Bottom V H Column Bracing: WP1 Girt Brace Y Y Y Flange Brace 0 2 0 Location (ft): 7.5 14.2 18.1 WP2 Girt Brace Y Y Y Flange Brace 0 2 0 Location (ft): 7.5 14.2 18.1 Other Braces: Column Left Brace Right Brace Location (ft): ---------------------------------------- L O A D I N G C O N D I T I 0 N S Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 12.00 Roof Snow load 17.50 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.25 Cd = 3.25 Sds - 0.752 Shc = 0.399 rho = 1.30 omega = 3.000 Wind speed 1 110.00 Mph Exp. C Wind pressure 24.23 Psf Building is Enclosed wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0:110 W1L -0.110 0.000 -0,190 -0.510 0.000 0_580 W2R 0.220 0.000 -0.970 -0.550 0_000 -0.-470 W21, -0.470 0.000 -0.550 -0.870 0.000 0,.220 W5B -0.270 0.000 -0,510 -0.190 0.000 -0.,270 W5F -0.270 0.000 -0.-190 -0.510 0.000 -0::270 W63 -0.630 0.000 -0.070 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 24.75 WP2 24.75 RP1 24.75 RP2 24.75 P R O G R A M - A P P L I E D L O A D S ------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Elf Ft. Ft. RDL RP1 -0,087 -0.087 0.000 65.000 RDL RP2 -0.087 -0.087 65.000 130.000 COL RP1 -0..124 -0.124 0.000 65.000 COL RP2 -0.124 -0.124 65.000 130.000 SL RP1 -0.433 -0.433 0.000 65.000 SR RP2 -0.433 -0.433 65.000 130,000 UOS RP1 -0.619 -0.619 0.000 65.000 U16RO597A Page119 of189 DOS RP2 -0.619 -0.619 65.000 130.000 RLL RPI -0.297 -0.297 0.000 65.000 RLR RP2 -0.297 -0.297 65.000 130.000 W1R RPi -0.306 -0.306 0.000 65.000 WIR RP2 -0.114 -0.114 65.000 130.000 WIR WP1 0.348 0.348 0.000 22.000 WIR WP2 0.066 0.066 0.000 22.000 WIR WP2 0.600 0.600 22.000 26.000 WIL RPI -0.114 -0.114 0.000 65.000 WIL RP2 -0.306 -0.306 65.000 130.000 WIL WP1 -0.066 -0.066 0.000 22.000 WIL WP2 -0.348 -0.346 0.000 22.000 WIL WP2 -0.899 -0.899 22.000 26.000 W2R RP1 -0.522 -0.522 0.000 65.000 W2R RP2 -0.330 -0.330 65.000 130.000 W2R WP1 0.132 0.132 0.000 22.000 W2R WP2 0.282 0.282 0.000 22.000 W2R WP2 0.600 0.600 22.000 26.000 W2L RPI -0.330 -0.330 0.000 65.000 W2L RP2 -0.522 -0.522 65.000 130.000 W2L WP1 -0.282 -0.282 0.000 22.000 W2L WP2 -0.132 -0.132 0.000 22.000 W2L WP2 -0.899 -0.099 22.000 26.000 W5B RPI -0.306 -0.306 0.000 65.000 W5B RP2 -0.114 -0.114 65.000 130000 W5B WP1 -0.162 -0.162 0.000 22.000 W5B WP2 0.162 0.162 0.000 22.000 W5B WP2 0.600 0.600 22.000 26.000 W5F RPI -0.114 -0.114 0.000 65.000 W5F RP2 -0.306 -0.306 65,000 130 000 W5F WP1 -0.162 -0.162 0.000 22-.000 W5F WP2 0.162 0.162 0.000 22.000 W5F WP2 0.600 0.600 22.000 26.000 W6B RP1 -0.522 -0.522 0.000 65.000 W6B RP2 -0.330 -0.330 65.000 130.000 W6B WPI -0.378 -0.378 0.000 22.000 W6B WP2 0.378 0.378 0.000 22.000 W6B WP2 0.600 0.600 22.000 26.000 W6F RP1 -0.330 -0.330 0.000 65.000 W6F RP2 -0.522 -0.522 65.000 130.000 W6F WP1 -0.378 -0.378 0.000 22.000 W6F WP2 0.376 0.378 0.000 22.000 W6F WP2 0.600 0.600 22.000 26.000 EQR RPI 0.080 0.080 0.000 65.000 EQR RP2 0.080 0.080 65.000 130.000 EQL RPI -0.080 -0.080 0.000 65,000 EQL RP2 -0.000 -0.080 65.000 130.000 LED RP1 -0.433 -0.433 0.000 65.000 LED RP1 -0.236 -0.236 29.659 65.000 LRD RP2 -0.130 -0.130 65.000 130.000 RRD RPI -0.130 -0.130 0.000 65.000 RED RP2 -0.236 -0.236 65.000 100,341 RRD RP2 -0.433 -0.433 65.000 130.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft, W1R COLO1 0.343 0.000 0.000 22.000 W1R COL02 0.343 0.000 0.000 22.000 WIL COL01 -0.343 0.000 0.000 22.000 W1L COL02 -0.343 0.000 0.000 22..000 W2R COLO1 0.343 0.000 0.000 22.000 W2R COL02 0.343 0.000 0.000 22.000 W2L COLO1 -0.343 0.000 0.000 22.000 W2L COL02 -0.343 0.000 0.000 22.000 U S E R---A P P L I E D L 0 A D S -__-- ------------------------------------ Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load Description SR RP2 0.000 -1.200 118.333 130.000 P-1 PARAPET DRIFT Load On Her. Vert, Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description RDL COLO1 0.000 -9.750 0.000 17.000 C-22 JACK BEAM COL COL01 3.600 0.000 0.000 14.000 C-6 BIFOLD DOOR COL COL01 -1.820 -2.300 4.779 16.500 C-1 BIFOLD DOOR COL COL01 0.000 -4.370 0.000 17.000 C-23 JACK BEAM SL COL01 0.000 -15.550 0.000 17.000 C-24 JACK BEAM SR COLO1 0.000 -15.550 0.000 17.000 C-25 JACK BEAM UOS COLO1 0.000 -20.690 0.000 17.000 C-28 JACK BEAM ELL COLO1 0.000 -8.260 0.000 17.000 C-29 JACK BEAM WIR COL01 1.800 0.000 0.000 0.500 C-11 BIFOLD DOOR WIR COLO1 0.600 0.000 0.000 14.000 C-7 BIFOLD DOOR WIR COL01 1.000 1.000 -2.078 16.500 C-2 BIFOLD DOOR WIR COL01 0.000 16.370 0.000 17.000 C-30 JACK BEAM WIR SPAN1 5.500 0.000 0.000 10.000 C-20 LAT FROM FL 5/8 WIL COL01 -1.800 0.000 0.000 0.500 C-14 BIFOLD DOOR WIL COL01 -0.600 0.000 0.000 14.000 C-10 BIFOLD DOOR WIL COL01 -1.000 1.000 -2.078 16.500 C-5 BIFOLD DOOR WIL COL01 0.000 16.370 0.000 17.000 C-38 JACK BEAM WIL SPANI -5.500 0.000 0.000 10.000 C-17 LAT FROM FL 5/8 W2R COLO1 1.900 0.000 0.000 0.500 C-12 BIFOLD DOOR W2R COL01 0.600 0.000 0.000 14.000 C-8 BIFOLD DOOR W2R COL01 1.000 1.000 -2.078 16.500 C-3 BIFOLD DOOR W2R COLO1 0.000 16.370 0.000 17.000 C-31 JACK BEAM W2R SPAN1 5.500 0.000 0.000 10.000 C-19 LAT FROM FL 5/8 W2L COLO1 -1.800 0.000 0.000 0.500 C-13 BIFOLD DOOR W2L COL01 -0.600 0.000 0.000 14.000 C-9 BIFOLD DOOR W2L COL01 -1.000 1.000 -2.078 16.500 C-4 BIFOLD DOOR W2L COLO1 0.000 16.370 0.000 17.000 C-37 JACK BEAM W2L COLO1 0.000 16.370 0.000 17.000 C-36 JACK BEAM W2L SPAN1 -5.500 0.000 0.000 10.000 C-18 LAT FROM FL 5/8 W5B COL01 0.000 16.370 0.000 17.000 C-32 JACK BEAM W5F COL01 0.000 16.370 0.000 17.000 C-35 JACK BEAM W6B COL01 0.000 16.370 0.000 17,000 C-33 JACK BEAM W6F COL01 0.000 16.370 0.000 17.000 C-34 JACK BEAM U16RO597A Page120 of189 6QR Mull 5.500 0.000 0.000 10.000 C-15 LAT FRO14 FL 5/8 EQL SPAN1 -5.500 0.000 0.000 10..000 C-16 LAT FROM FL 5/8 LRD COLO1 0.000 -15.550 0.000 17.000 C-26 JACK BEAM RRD COLO1 0.000 -15.550 0.000 17.000 C-27 JACK BEAM NoId! COLOI 10,000 0.000 0.000 21.000 C-21 RIGIDITY L O A D C O M B I N A T I O N S ASR Cases 11 1.00 SW+RDL+COL 21 1.00 SW+RDL+COL+SL+SR 3) 1.00 SW+RDL+COL+RLL+RLR 4) 1.00 SW+RDL+0.6OW1L 51 1.00 SW+RDL+0.6OW2L 61 1.00 SW+RDL+0.60WlR 7) 1.00 SW+RDL+0.6OW2R 8) 1.00 0.60 SW+0.60RDL+0.60W1L 9) 1.00 0.60 SW+0.60RDL+0.6OW2L 10) 1.00 0.60SW+0.60RDL+0.6OW1R 11) 1.00 0.60SW+0.60RDL+0.6OW2R 12) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 13) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 14) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 16) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 17) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 18) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 20) 1.00 SW+RDL+0.6OW5B 21) 1.00 SW+RDL+0.60W6B 22) 1'.00 SW+RDL+0.60W5F 23) 1.00 S,.+RDL+0.6OW6F 24) 1.00 0.60SW+0.60RDL+0.6OW5B 25) 1.00 0.605W+0.60RDL+0.6OW6B 26) 1.00 0.60SW+0.60RDL+0.6OW5F 27) 1.00 0.60SW+0.60RDL+0.6OW6F 28) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B 29) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6B 30) 1.00 SW+RDL+COL+0.75SL+0.75SR+0,45W5F 31) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6F 32) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 33) 1,00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6B 34) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 35) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6F 36) 1.00 SW+RDL+COL+UOS 31) IUU SW+RDL+COL+LRD 38) 1:00 SW+RDL+COL+RRD 39) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQL 40) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQR 41) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQL 42) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQR 43) 1.00 0.49SW+0.49RDL+0.91EQL 44) 1.00 0.49SW+0.49RDL+0.91EQR U16RO597A Page121 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 Page: 1 Frame: FRAMELINES 4, 6, 7, 9 By : BG\trevor.black File: F12 "' DESIGN SUMMARY REPORT - ---------------------------- -------'-"---------- ------------------------^--------- .---------------.---------------- Built Up Rafter - RAFU1 T/L B/R T/L B/R Max ------------- SHEAR -______.._-. Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R --._"'_�__--_...-----'-`---"'-------------------"»---_------ ---------_._-..__.--.._..-__-•--- --- 1 F10.50 F10,63 W275 36 1 -69.8 0.16 996.3 0.97 0.93 1.00 36 1 47.97 0.92 0.90 0.99 Chkpt 1 6 Depth 51.12 30.38 Section I 1 ------------------------------ _ - ._..----- ..�.._ I width thick Fy I T/L Flg 1 10.0 0.5000 55.00 � Web 1 0.2750 55.00 1 B/R Flg 1 10.0 0.6250 55.00 Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat-1 Mat'l Mat'l comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ___________________________ -_ ___________ ____ _____________ _________________________________ 1 F8.50 F8.63 W250 36 7 -66.5 0.21 381.9 U.82 0.91 1.03 36 9a 34.12 0.78 0.97 1.07 2 F10.50 F10.38 W220 36 17 -64.9 0.26 433.2 0.84 0.91 1.01 36 16a 13.70 0.50 0.40 0.35 Chkpt 7 14 15 26 Depth 30.38 30.25 39.88 Section 1 1 1 2 1 I width thick Fy I width thick Fy I W� _-'--------- *----------------------_---------'--------------------------'--------------------_ T/L Flg 8.0 0.5000 55.00 10.0 0.5000 55.00 1 Web ( 0.2500 55.00 0.2200 55.00 B/R Flg 8.0 0.6250 55.00 1 10.0 0.3750 55.00 f Built Up Rafter - RAF03 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat-1 Mat'1 Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R - -__-----------------"___--- »----••-•--____- 1 F10.50 F10.38 W220 36 23 -64.9 0.26 449.6 0.81 0.87 0.99 36 25b -15.58 0.56 0.45 0.40 F8.50 F8.63 W250 36 33 -66.4 0.21 -416.1 0.90 0.86 0.97 36 31b -31.92 0.73 0.92 1.02 Chkpt 21 26 27 33 Depth 39.88 30.25 30.36 Section I 7 _ 1 2 1 -----w ----------------------------------------------"____•-------"_-'_-----------------------__�--- width thick Fy I width thick Fy I _- ------ --------------.--'.^-___ -------------------"---------------------_------------------------------- T/L Flg 10.0 0.5000 55.00 8.0 0.5000 55.00 Web 0.2200 55.00 0.2500 55.00 B/R Flg 10.0 0.3750 55.00 0.0 0.6250 55.00 Built Up Rafter - RAF09 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load M Force Shear Flow (k/in) Section Mat-1 Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F10.50 F10.75 W275 36 39 -70.2 0.19 1048.4 0.97 0.84 0.91 36 39 48.99 0.95 0.85 1.01 Chkpt 34 39 Depth 30.50 52.25 Section I 1 I Iwidth thick Fy 1 _ __-__---..�--_._ ------------------------------- __-------- '_^-------- -_-_-- ----------------------- T/L Flg 10.0 0.5000 55.00 1 Web 1 0.2750 55.00 1 B/R Fig 10..0 0.7500 55.00 1 Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR __---...______ Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R -------__-------_ ----.-----------___-------- --------------_1 F10.50 F10.63 W313 36 49 -96.4 0.20 975.7 0.89 0.84 0.94 36 45 55.88 0.91 1.98 2.16 Chkpt 40 49 Depth 23.12 52.12 Section I 1 I -_-^-'---------_..__------ I width thick Fy 1 ---_-----___________________ ---------- ------------ ----------------------------------------»------- -.------------------------------------__---.- T/L Flg 10.0 0.5000 55.00 ) Web I 0.3125 55.00 I B/R Flg 1 10.0 0.6250 55.00 1 Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ..-----__- -•------ ----------____--'--__-.-.._._..___�_-.._--__-__-_�.-.___ 1 F10.63 F10.50 W313 36 56 -63.3 0.13 1031.5 0.89 0.94 0.95 36 54 60.20 0.98 2.32 2.13 U16RO597A Page122 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 Page: 2 Frame: FRAMELINES 4, 6, 7, 9 By : BG\trevor.black File: F12 — DESIGN SUMMARY REPORT — Chkpt 50 56 Depth 23.12 52.12 Section ) 1 I width thick Fy I --------------------------_-------------__W-_- ____ -----------------------------______ T/L Flg 1 10.0 0.6250 55.00 I Web 0.3125 55.00 B/R Flg 1 10.0 0.5000 55.00 Frame Weight (lbs) = 10016 Deflections (in): 10 yr Wind dx = -0.39 - H/ 526 WIND CASE 2 TO LEFT Seismic dx = 1.03 H/ 199 SEISMIC TO RIGHT Story Drift = 3.34 0.016H SEISMIC TO RIGHT Drift Index = 0.02 1.11SW+1.11RDL+1.11COL+0.91EQL Maximum dx = 1.17 H/ 174 SW+RDL+COL+LRD Maximum dy = -7.22 + L/ 207 @ MOD 1, SW+RDL+COL+UOS Max. Live dy = -5.05 L/ 296 @ MOD 1, SW+RDL+COL+UOS U16RO597A Page 123 of 189 NUCOR BUILDINGS GROUP Job # : U16RO597A Job Name TOP CUB AIRCRAFT Frame FRAMELINES 4, 6, 7, 9 Date 9/30/2016 Designer ; BG\trevor:black File F12.nfr App Version : 2015.7.2.3 C O N N E C T I O N S U M M A R Y Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio Wl W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ___ ------.---.---------------«- 0.50:12 W313 O.B5 FWS3 FWD4 FWS5 1.00 0.00 0.86 FWS3 0.95 0.95 F3.38 2 0.000 0.00 ----_ ----_--_-_---_«___-________»__» -__»-y_i__«_-__----_--«»________»____- I width«thick Fy I height depth length I I width thick length F «----------------------------------------------««-------«_ -- ------------------------------------------------- Top Plate 1 10.0 0.5000 55.0 1 51.04 I Stiffener 1 3.0 0.3750 51.00 50.0 I Web 1 0.3125 55.0 1 47.92 51.00 I Bet Plate 1 5.0 0.5000 55.0 I 51.00 1 Knee Connection - COL02 Web ------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff, Degrees Ratio -----------------------"____«-----»------•-_-»_____________«-------------•---««««__»«_-_--_••_-••---__--..-.___«_.____---__ -0.50:12 W313 0.88 FWS3 FWD4 FWS5 1.00 0.00 0.69 FWS3 1.01 0.97 F3,38 2 0.000 0.00 •--------------'--_-------------«------- -- I width thick Fy I height depth length I I width thick length Fy I ---»------ --- ------------------�______ «__-«-«---_---_-----_«___ --_ Top Plate 1 10.0 0.5000 55.0 1 51.04 1 Stiffener ( 3.0 0.3750 51.00 50.0 1 Web 1 0.3125 55.0 1 48.92 51.00 1 Bot Plate 1 6.0 0.5000 55.0 1 51.00 I Splice Connection - Moment Connection from COL01 To RAF01 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ____---------------_____.._»---««------------------- ___ -«-.-__--------- -------»»_--- _ 4BE F101.0 F101.0 B-1.250-S 36 -64.65 54.75 -996.3 0.83 0.83 36 -64.65 54.75 -996.3 0.93 _»-«--.---«_ ----------------------- -__- ---------------------------»---------»--- I I left right ht I width thick length Fy I I size size Left Plate 1 10.0 1.000 59.50 55.0 Top Weld I FWD6 FWD6 Right Plate 1 10.0 1.000 59.50 55.0 I Web Weld 1 WP15 WP15 1 Stiffener 1 0.0 0.000 0.00 0.0 Bottom Weld I FWD6 FWD6 I Splice Connection - Moment Connection from RAF01 To RAF02 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio -------------------------^'------•-----------"-__"_"_'.-.'____---....«-•--"-•-'--___'-_`..-- - __»««--.-«-.-----�--- 4BE F10.63 FB.75 8-1.000-S 38 47.03 24.19 -366.2 0.98 0.88 38 -47.03 24.19 -366.2 0.89 __---"--.- w----_«_.«-----g--------------" "'--" '»----» ------ -------------------------- 1 I I left fight I width thick length Fy I I size size I ------------------ -"____--------------------- ----------«-----___------__-__-.--« Left Plate 1 10.0 0.625 37.00 55.0 1 Top Weld I FWD4 FWD4 I Right Plate 1 6.0 0.750 37.00 55.0 1 Web Weld 1 WP14 WP14 I Stiffener 1 0.0 0..000 0.00 0.0 1 Bottom Weld I FWD4 FWD4 Splice Connection - Moment Connection from RAF02 To RAF03 Left Right Left Right ----------------- BOLT --------------------- Connx PlaLe Plate BolL Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio 4BE F10.63 F10.63 8-0.675-S 36 -64.65 -0.79 462.9 0.91 0.91 36 64.65 0.79 462.9 1.00 I I I left right I I width thick length Fy 1 1 size size I _- ___ --------__ Left Plate 1 10.0 0.625 46.00 55.0 1 Top Weld I FWD4 FWD4 I Right Plate 110.0 0.625 46.00 55.0 1 Web Weld 1 WP14 WP14 1 Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD4 FWD4 I Splice Connection - Moment Connection from RAF03 To RAF04 Left Right Left Right -------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio -_----------------«_»_..- _--"-.---. -«_"_«------__»-------------- ---___-----------'------•----------------- 4BE F8.75 F10.75 6-1.250-S 37 -47.40 24.02 -401.9 0.99 0..91 37 47.48 24.02 -401.9 0.66 «--------------------- ------------------"'-----""---------------------'""---------------------•--------�. _ -----.-. I I I left fight I I width thick length Fy I I size size I Left Plate 70 0.750 38.75 55.0 Top Weld FWDS FWD4 I Right Plate 1 10.0 0.750 38.75 55.0 1 Web Weld I WP14 WP14 Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld I FWDS FWD4 Splice Connection - Moment Connection from RAF04 To COL02 Left Right Left R1Qht ----------«----- BOLT---------«-----._--- U16RO597A Page124 of189 Con- Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Mail Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio --------------------------------------'� ^___ ---- ----------------------------------------------------------------- 4BE F101.0 F101.0 B-1.250-S 36 __ - -64.65 56.16 1048.4 0.85 0.85 36 64.65 56.16 1048.4 0.96 ----------------------------"---_----"--_-_-____-_-_-----__-_------------_---------------------'----------------- ) I I left right width thick.._length Fy ( I size size -------- -------------------------- __-----_.-_____-______----------- Left Plate 1 10.0 1.000 60.75 55.0 1 Top Weld I FWD6 FWD6 1 Right Plate 1 10.0 1,000 60.75 55.0 1 Web Weld I WP15 WP15 Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD6 FWD6 Base Plate - COL01 Base T/L B/R - --- WELD --- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check 6 Uplift & Uplift Ratio Ratio Design --------------------------- -----��-_--___-------_------ - ---------------------------------------------- --_----_--__••_- F10.63 8-1.250 FWS3 FW54 FWS3 0.56 0.09 0.27 0..18 0.10 0.55 F1554 Gr.36 ---------------------------------------------------------------------------------------------��---- I width thick length Fy I ---------------------------------'__-- --__ _� --- ___-_------------------------------------------------ Base Plate 1 10.00 0.625 23.13 55.0 I Base Plate - COL02 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear ft/Ft fv/Fv ASTM Matt Qty/Size Weld Weld Weld Ratio Check & Uplift u Uplift Ratio Ratio Design. ____________________________ ----_----__----________----------------- F10.63 B-1.250 FWS4 FWS3 FWS3 0.39 0.07 0.25 0.14 0.07 0.57 F1554 Gr.36 -------------------------------------------__-_-_------ I width thick length Py 1 ..-------------------------------------------------------------'----�--_--_------ --_-_------__-_-------- Base Plate 1 10.00 0.625 23.13 55.0 1 Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL 2 1.00 SW + RDL + COL + SL + SR 3 1.00 SW + RDL + COL + RLL + RLR 4 1.00 SW + RDL + 0.60WlL 5 1.00 SW + RDL + 0.60W2L 6 1.00 SW + RDL + 0.60W1R 7 1.00 SW + RDL + 0.60W2R B 1.00 0.60SW + 0.60RDL + 0.60WlL 9 1.00 0.60SW + 0.60RDL + 0.60W2L 10 1.00 0.60SW + 0.60RDL + 0.60W1R 11 1.00 0.60SW + 0.60RDL + 0.60W2R 12 1.00 SW + RDL + COL 1 0.75SL + 0.755R + 0.45W1L 13 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2L 14 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W1R 15 1,00 SW + RDL + COL + 0.75SL + 0.75SR +0.45W2R 16 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1L 17 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2L 16 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1R 19 1.00 SW + RDL + COL +-. 0.75RLL + 0.75RLR + 0.45W2R 20 1.00 SW + RDL + 0.60W5B 21 1.00 SW + RDL + 0.60W6B 22 1.00 SW + RDL + 0.60W5F 23 1.00 SW + RDL + 0.60W6F 24 1.00 0.60SW + 0.60RDL + 0.60W5B 25 1.00 0.60SW + 0.60RDL + 0.60W6B 26 1.00 0.60SW + 0.60RDL + 0,60W5F 27 1.00 0.60SW + 0.60RDL + 0,60W6F 26 1.00 SW + RDL + COL ♦ 0.75SL + 0.75SR + 0.45W5B 29 1.00 SW + RDL + COL +. 0.'/5SL + U,75SR + 0.45W6B 30 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W5F 31 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W6F 32 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5B 33 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W6B 34 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5F 35 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W6F 36 1.00 SW + RDL + COL + UOS 37 1.00 SW + RDL + COL + LRD 38 1.00 SW + RDL + COL t RRD 39 1.00 1.11SW + 1.11RDL + 1.11COL +0,91EQL 40 1.00 1.11SW + 1.11RDL + 1.11COL +.0.91EQR 41 1.00 1.08SW + 1.08RDL + 1.08COL ♦ 0.6BEQL 42 1.00 1.09SW + 1.06RDL + 1.06COL + 0.68EQR 43 1.00 0.49SW + 0,49RDL + 0.91EQL 44 1.o0 0,49SW + 0.49RDL + 0.91EQR 45 1.20 Special Seismic 46 1.20 Special Seismic 47 1.20 Special Seismic 40 1.20 Special Seismic 49 1.20 Special Seismic 50 1.20 Special Seismic 51 1.20 Special Seismic 52 1.20 Special Seismic U16RO597A Page125 of189 NUCOR BUILDINGS GROUP Job # U16RO597A Job Name TOP CUB AIRCRAFT Frame FRAMELINE 5 6 0 Date : 9/30/2016 Designer BG\trevor.black File ; F13.nfr App Version 2015.7.2.3 -""--__'----------""'------------ F R A M E D E S C R I P T I O N Frame type RCG Frame width 130.00 Ft. Bay width 25.50 Ft. LEFT RIGHT Dim to ridge 65.00 Ft. 65.00 Ft. Roof slope 0.50/12 -0.50/12 Eave height 22.00 Ft. 22.00 Ft. Girt offset 8.00 In, 8.00 In. Typ. Girt spacing 4.00 Ft. Purlin offset 10.00 In, 10.00 In. Typ. Purlin spacing: 5.00 Ft. Col, spacing 130.0000 Supports / Spring Constants COL01 - Top H 50.000 Bottom V 43.700 COL02 - Bottom V H Column Bracing: WP1 Girt Brace Flange Brace Location (ft): WP2 Girt Brace Y Y Y Flange Brace 2 2 2 Location (ft): 7.5 14.2 18.5, Other Braces: Column Left Brace Right Brace Location (ft): L 0 A D I N G C O N D I T I 0 N S--_--Y Building Code k Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 12.00 Roof Snow load 17.50 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.25 Cd = 3.25 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 3.000 Wind speed 110.00 Mph Exp. : C Wind pressure 24.23 Psf Building is Enclosed Wind pressure coefficients C1 C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -Q.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 25.50 WP2 25.50 RPl 25.50 RP2 25.50 ----------------------------____________ P R O G R A M - A P P L I E D L 0 A D S ----------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Elf Ft. Ft, RDL RP1 -0.089 -0.089 0.000 65.000 RDL RP2 -0.089 -0.089 65.000 130.000 COL RP1 -0.127 -0.127 0.000 65.000 COL RP2 -0.127 -0.127 657000 130.000 SL RP1 -0.446 -0.446 0..000 65.000 SR RP2 -0.446 -0.446 65.,000 130.000 UOS RP1 -0.637 -0.637 0.,000 65.000 U16R0597A Page126 of189 UOE RP2 -0,637 -0.637 65.000 130.000 RLL RP1 -0.306 -0.306 01000 65.000 RLR RP2 -0.306 -0.306 65.000 130.000 W1R RP1 -0.315 -0.315 0.000 65.000 W1R RP2 -0.117 -0.117 65.000 130.000 W1R WP1 0.358 0.358 15.000 22.000 W1R WP2 0.068 0.068 0.000 22.000 W1R WP2 0.618 0.618 22.000 26.,,000 W1L RP1 -0.117 -0.117 0.000 65.000 W1L RP2 -0.315 -0.315 65.000 130.000 W1L WP1 -0.068 -0.068 15.000 22.000 W1L WP2 -0.358 -0.358 0.000 22.nOO W1L WP2 -0.927 -0.927 22.000 26.000 W2R RP1 -0.537 -0.537 0.000 65.000 W2R RP2 -0.340 -0.340 65.000 130.000 W2R WPl 0.136 0.136 15.000 22.000 W2R WP2 0.290 0.290 0.000 22.000 W2a WP2 0.618 0.618 22.000 26.000 W2L RP1 -0.340 -0.340 0.000 65.000 W2L RP2 -0.537 -0.537 65.000 130.000 W2L WP1 -0.290 -0.290 15.000 22.000 W2L WP2 -0.136 -0.136 0.000 22.000 W2L WP2 -0.927 -0.927 22.000 26,000 W5B RP1 -0.315 -0.315 0.000 65.000 W5B RP2 -0.117 -0.117 65.000 130.000 W5B WPl -0.167 -0.167 15.000 22.000 W5B WP2 0.167 0.167 0.000 22.000 W5B WP2 0.618 0,618 22.000 26.000 W5F RP1 -0.117 -0.117 0.000 65.000 W5F RP2 -0.315 -0.315 65.000 130.000 W5F WP1 -O.1G7 -0.167 15.000 22.000 W5F WP2 0.167 0.167 0.000 22.000 W5F WP2 0.618 0.618 22.000 26.000 W6B RP1 -0.537 -0.537 0.000 65,000 W6B Rot -O.aan -n.34n 65.000 130,000 W6B WPi -0.389 -0.389 15.000 22.000 W6B WP2 0.389 0.389 0.000 22.000 W6B WP2 0.618 0.618 22.000 26.000 W6F RPI -0.340 -0.340 0.000 65.000 W6F RP2 -0.537 -0.537 65.000 130.000 W6F WP1 -0.389 -0.389 15.000 22.000 W6F WP2 0.389 0.389 0.000 22.000 W6F WP2 0.618 0.618 22.000 26.000 FOR RP1 0.083 0.063 0.000 65.000 EQR RP2 0.083 0.083 65.000 130.000 EQL RP1 -0.083 -0.083 O.000 65.000 EQL RP2 -0.083 -0.083 65.000 130.000 LRD RP1 -0.446 -0.446 0.000 65.000 LRD RPl -0.243 -0.243 29.659 65.000 LRD RP2 -0.134 -0.134 65.000 130.000 RRD RPl -0.134 -0.134 0.000 65.000 RRD RP2 -0.243 -0.243 65.000 100.341 RRD RP2 -0.446 -0.446 65.000 130.000 Load On Her, Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft, W1R COL01 0.343 0.000 0.000 22.000 W1R COL02 0.343 0.000 0.000 22.000 W1L COLO1 -0.343 0.000 0.000 22.000 W1L COL02 -0.343 0.000 0.000 22.000 W2R COL01 0.343 0.000 0.000 22.000 W2R COL02 0.343 0.000 0.000 22.000 W2L COLO1 -0.343 0.000 0.000 22.000 W2L COL02 -0.343 0.000 0.000 22.000 ----"--------------------------- ---�� U S E R - A P P L I E D L O A D S ----------------------- Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load # Description SR RP2 0.000 -1.224 118.333 130.000 P-1 PARAPET DRIFT Load On Her. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description RDL COL01 -1.820 -2.300 1.485 18.000 C-1 BIFOLD DOOR W1R COL01 0.770 0.200 -0.129 18.000 C-2 BIFOLD DOOR W1L COL01 -0.770 0.200 -0.129 18.000 C-5 BIFOLD DOOR W2R COLO1 0.770 0.200 -0.129 18.000 C-3 BIFOLD DOOR W2L COL01 -0.770 0..200 -0.129 18.000 C-4 BIFOLD DOOR __-----"-------------------------------- L 0 A D C O M B I N A T I O N S -------------------------------- ASR Cases 1) 1.00 SW+RDL+COL 2) 1.00 SW+RDL+COL+SL+SR+NLL 3) 1.00 SW+RDL+COL+RLL+RLR 4) 1.00 SW+RDL+0.60W1L 5) 1.00 SW+RDL+0.6OW2L 6) 1.00 SW+RDL+0.6OW1R 7) 1,.00 SW+RDL+0.6OW2R 8) 1,00 0.60SW+0.60RDL+0.60W1L 9) 1,.00 0.60SW+0.60RDL+0.60W2L 10) 1..00 0.60SW+0,60RDL+0.60W1R 11) 1.00 0.60SW+0.60RDL+0.60W2R 12) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 13) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 14) 1..00 SW+RDL+COL+0.75SL+0.75SR+0.45W1R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 16) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 17) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 18) 1,.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 20) 1,.00 SW+RDL+0.6OW5B 21) 1.00 SW+RDL+0.6OW6B U16RO597A Page127 of189 22) 1.00 SW+RDL+0.60W5F 23) 1.00 SW+RDL+0.60W6F 24) 1.00 0.60SW+0.60RDL+0.60W5B 25) 1.00 0.60SW+0.60RDL+0.60W6B 26) 1.00 0.60SW+0.60RDL+0.60W5F 27) 1.00 0.60SW+0,60RDL+0.60W6F 28) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B+NLL 29) 1.00 SW+RDL+COL+0.75SL+0.75SR+0,45W5B+NLR 30) 1.00 SW+RDL+COL+0.75SL+0.75SR+0,45W6B 31) 1.00 SW+RDL+COL+0.75SL+0,75SR+0.45W5F 32) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6F 33) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B+NLL 34) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B+NLR 35) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6B 36) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 37) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45WGF 38) 1.00 SW+RDL+COL+UOS+NLL 39) 1.00 SW+RDL+COL+LRD 40) 1.00 SW+RDL+COL+RRD 41) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQL 42) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQR 43) 1.00 1.08SW+1.08RDL+I.OBCOL+0.68EQL 44) 1.00 1.OBSW+1.08RDL+1.08COL+0.68EQR 45) 1.00 0.49SW+0,49RDL+0.91EQL 46) 1.00 0.49SW+0.49RDL+0.91EQR U16RO597A Page128 of189 JuL : U16R0597A Tor CUD AIRCRAFT wcon. nUILDINCO Gnour Dote: 10 11 16 rage: 1 Frame: FRAMELINE 5 6 8 By : BG\trevor.black File: F13 *** DESIGN SUMMARY REPORT *** ____---------^--^-----^--------------------------------------------------------------^--___._----^_^-------^_--_-------- Built Up Rafter - RAFO1 T/L B/R T/L B/R Max ------------- SHEAR ------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------'------------------------------------------^------------ 1 F10.50 F10.50 W275 38 5 -82.0 0.23 584.6 0.89 0.84 1.02 38 2a 44.20 0.87 1.06 1.06 Chkpt 1 5 Depth 33.00 39.00 Section 1 1 1 _-_-_---'----^--------^----------------------------------------------------------- I width thick Fy I ---------------- __ _ ^-------------^ ----- T/L Flg 1 10.0 0.5000 55.00 1 Web 1 0.2750 55.00 1 B/R Flg 1 10.0 0.5000 55.00 1 ---------------------------------------------------------------------------------------------------------------------------- Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR --------^-^- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------_"-'--------------------------------------- __-___"_-__- --------"-------------__-'-- I F10.75 F10.63 W275 38 11 -81.5 0.17 1162.9 0.92 0.96 1.00 38 7a 30.99 0.74 0.68 0.63 2 F10.75 F10.75 W275 36 14 -81.5 0.15 1203.7 0.91 0.86 0.99 39 19 -18.45 0.64 0.23 0.23 Chkpt 6 12 13 19 Depth 39.38 52.44 60,00 Section I 1 1 2 ( --------------------------Y^-^---- __ --_ ----'-^---^----_-__-_----'----------'--------------------- I width thick F I width thick Fy I --^---------------^-_--_---_----_-_-_-_--______---_______________-____-_____---__-_-_-_____-------_--_--_ T/L Flg 1 10.0 0.7500 55.00 1 10,0 0.7500 55.00 1 Web 1 0.2750 55.00 1 0.2750 55.00 1 B/R Fig 1 10.0 0.6250 55.00 1 10.0 0.7500 55.00 1 Built Up Rafter - RAF03 T/L B/R T/L B/R Max ------------- SHEAR -------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R -^^----------------------------------- ----------------------------------------------------------^-------^--------"""---- I F10.63 F10.50 W275 38 21 -81.5 0.19 1082.1 0.87 0.67 0.97 38 24b 28.77 0.86 0.45 0.40 2 F10.50 F10.38 W275 38 26 -82.4 0.25 692.7 0.83 0.83 0.99 38 27b -31.52 0.92 0.74 0.62 Chkpt 20 25 26 31 Depth 59.62 50.00 45.88 Section 1 1 I 2 1 -----_--^------------------------------ -------------------------- width thick Fy I width thick Fy I __ --------------------------------------- ----_--- -___----_^_-_____------^-^--------^--------_ T/L Flg II 10.0 0.6250 55.00 1 10.0 0.5000 55.00 1 Web fl 0.2750 55.00 1 0.2750 55.00 1 B/R Fig 10.0 0.5000 55.00 1 10.0 0.3750 55.00 1 Built Up Rafter - RAF04 T/L B/R T/L B/R Max ------------- SHEAR ---------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ----------------- ---•.:-,.+..:..----^^^-------------•-----^------------------ ___-_-_.._w___..____---------------- 1 F10.50 F10.75 W275 39 38 -66.0 0.18 -1199.1 0.92 0.84 0.93 36 37b -60.62 0.88 0.67 0.64 Chkpt 32 36 Depth 46.25 59.75 Section I I I _"_---__•.------------------------------- ------ ---------------------------- -----�--- I width thick Fy I -__--___-'------------------------------------------------ --- --------------------------------__-_ T/L Flg 1 10.0 0.5000 55.00 1 Web 1 0.2750 55.00 1 B/R Flg 1 10.0 0.7500 55.00 1 Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR Flange Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'1 Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R _-_--------------------------------- ----------^----------�^------.._- 1 F10.38 F10.50 W275 38 39 -50.7 0.13 0.0 0.00 0.00 0.13 4 40b 2.29 0.03 0..12 0.13 Chkpt 39 41 Depth 16.38 16.38 Section I 1 I --------------------------..--_.-......------------------------------------------------^-^^------- .---_••___. I width thick Fy I -------------^----------^-_-^'.-__�____ _______----^----------------------------------------_-_ T/L Flg 1 10.0 0.3750 55.00 I Web 1 0.2750 55.00 B/R Flg 1 10.0 0.5000 55.00 Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -----------^- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------- ---"-..---__-_-_-""___ ___-__-_.-_--^__----__^�-__-------------'- --_-------- 1 F10.63 F10.63 W313 38 46 -81.8 0.15 1189.5 0.87 0.80 0.95 36 48 72.96 0.87 3.65 3.65 U16RO597A Page129 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 1C-11-16 Page: 2 Frame: FRAMELINE 5 & 8 By : BG\trevor.black File: F13 — DESIGN SUMMARY REPORT +*t Chkpt 92 98 Depth 18.25 59,75 section I 1 I ---- --'------------------- II —_� width thick Fy I — �------- ---_____----"_________________________ T/L Flg 10.0 0.6250 55.00 Web 0.3125 55.00 B/R Flg 10.0 0.6250 55.00 Frame Weight (lhs) .+ 12080 Deflections (in): 10 yr Wind dx = 0„37 = H/ 22 WIND CASE 2 TO RIGHT Seismic dx = 0.18 = H/ 50 SEISMIC TO RIGHT Story Drift = 0.57 = 0,065H SEISMIC TO RIGHT Drift Index = 0.08 1.11SW+1.11RDL+1.11C0L+0,91EQR Maximum dx = -1.57 = H/ 5 SW+RDL+COL+UOS Maximum dy = -8.41 = L/ 179 @ MOD 1, SW+RDL+COL+UOs Max. Live dy = -5.63 = L/ 267 @ MOD 1, SW+RDL+COL+UOS U16RO597A Page 130 of189 NUCOR BUILDINGS GROUP Job # U16RO597A Job Name TOP CUB AIRCRAFT Frame FRAMELINE 5 & 8 Date 9/30/2016 Designer ; BG\trevor.black File F13.nfr App Version 201517.2.3 C O N N E C T I O N S U M M A R Y Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matt Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio _______________________________________--_________-_______-____-___________________________-_-____-____________________________ 0.50:12 W275 0.63 FWS3 FWS4 1.00 0.00 0.92 FWS3 0.06 0.33 0 I width thick Fy I height depth length I width thick length Fy I Top Plate 1 10.0 0.5000 55.0 1 15.51 1 Stiffener I 1 Web 1 0.2750 55.0 1 31.28 15.50 Bot Plate 1 5.0 0.3750 55.0 1 15.50 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slone Mat! Ra Yin Wl w2 W3 R.a ti,n Ratio Ratio W4 Ratio Ratio Mat! Stiff_ Degrees Ratio _-______-----------------------------------------------------------------_---------__..__--- ----___------------_________ -0.50:12 W313 0.85 FWS3 FWD4 FWS4 1.00 0.00 0.93 FWS3 1.01 0.87 F3.38 2 0.000 0.00 -------____-----'YW--------W__-------_"'_"_'g'_"'____'__________'_---------------------__---------- I width thick Fy I height depth length I I width thick length Fy I -------------------------------------------------------------------------------------------------------------------------------- Top Plate 1 10.0 0.5000 55.0 1 58.55 1 Stiffener I 3.0 0.3750 58.50 50.0 1 Web 1 0.3125 55..0 1 56.11 58.50 1 1 1 Bot Plate 1 6.0 0.5000 55.0 1 5B.50 I ( I Splice Connection - Moment Connection from COLGI To RAF01 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Mome,,L Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ______________________________________ _-____---------------------------------------------_______�__�________�___�_ 4BE F10.50 F10.50 8-0.625-S 27 17.51 6.01 -5.1 0.34 0.34 36 81.22 46.43 32.9 0.18 1 I left right I width thick length Fy I I size size I -------------------------------------------------------------------------------------------------------------------------------- Left Plate 1 10.0 0.500 37.88 55.0 1 Top Weld I FWD3 FWD3 I Right Plate 1 10.0 0,500 37.86 55.0 1 Web Weld I W213 WP13 I Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD3 FWD3 Splice Connection - Moment Connection from RAF01 To RAF02 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio _______________________________---------------------------------------------------------------------------------------------------- 4BE F10.75 F10.75 8-1.000-S 36 82.53 29.60 584.6 0.88 0.87 36 82.53 29.60 584.6 0.99 '_'___""'_'___'_'__' '___----------_-------------------------------------------------------------------- ----- 1 I I left right I width thick length Fy I I size size I Left Plate 1 10.0 0.750 46.00 55.0 1 Top Weld I FWD4 FWD4 Right Plate 1 10.0 0.750 46.00 55.-0 1 Web Weld I WP14 WP14 Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD4 FWD4 I Splice Connection - Moment Connection from RAF02 To RAF03 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ----'__'_'_"""'------------' ------ "'____' ---'__""_'_______________ 4BE F12.75 F12.75 8-1.250-S 36 81.22 12.65 1098,0 0.99 1.01 36 81.22 -12.65 1098.0 0.85 _____------------------------------ -____-_____-______-_--____.. ____________________------- 1 I I left right I 1 width thick length Fy I I size size I --------_______ ---_____-.-------___---------____----- ___----- _-____________ Left Plate 1 12.0 0.750 68,25 55.0 1 Top Weld I FWD5 FWD5 I Right Plate 1 12.0 0.750 68.25 55.0 1 Web Weld I WP14 W214 1 Stiffener I 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD5 FWD5 Splice Connection - Moment Connection from RAF03 To RAF04 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio 4BE F10.50 F10.75 6-0,750-S 27 17.86 7.89 -24.8 0.42 0.28 36 83.19 45.41 -9.7 0.02 ----------------------------------- -----------______'__'___�___'__ I I I left right I width thick length Fy I I size size I Left Plate 1 10.0 01500 51.50 55.0 1 Top Weld I FWD3 FWD4 1 Right Plate 1 10.0 0.750 51.50 55.0 1 Web Weld I WP13 WP14 I Stiffener 1 0.0 0..000 0.00 0.0 I Bottom Weld I FWD3 FWD4 1 ------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from RAF04 To COL02 Left Right Left Right ------ ---- BOLT --------------------- U16RO597A Page 131 of 189 Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio --------------------------- --------------------------------- ----------------- 4BE F101.0 F101.0 8-1.250-S 36 -81.22 67.18 1199.1 0.83 0.83 36 -81.22 67.18 1199.1 0.93 -------------'----_«____-«__-__----_-_-------------------««q--_..-_-..««---•-"-«-----------__--+_..- _-��--�--_ 1 I left right I width thick length Fy I ( size size I ----------------------------------------------«..- ____----------"---'-------- -__---_�___-----___�-��---..- Left Plate 10.0 1.000 68.25 55.0 Top Weld FWD6 FWD6 Right Plate 10.0 1.000 68.25 55.0 Web Weld I WP15 WP15 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld I FWD6 FWD6 Base Plate - COL01 Base T/L B/R ----------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design « '------------.._--_-__ --------------- F10.50 4-0.750 FWS3 FWS3 FWS3 0.46 0.06 0.06 0.13 0.29 0.00 F1554 Gr.36 ----------------«-- ----"--------------------____««___"____"---"- ( width thick length Fy I --------------------^^-'.______-----------------«------'•_--_---------------------------- ---------------------------------- Base Plate 1 10.00 0.500 16.38 55.0 1 Base Plate - COL02 Base T/L B/R ---------- WELD -------- ----- BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matt Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design --- --«_--_--______"_-_----«-««-«_«_---........��__-_------'---- «___---_---_--«-««--------«------ F10.63 6-1.250 FWS4 FWS4 FWS4 0.50 0.06 0.20 0.13 0.10 0.95 F1554 Gr.36 ------------«_"'-_------------------..---- --___--- ( width thick length Fy I _ _-^-----------«-------- -------------------------- «---«-«- Base Plate 1 10.00 0.625 19.00 55.0 1 Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL 2 1.00 SW + RDL + COL + SL + SR 3 1.00 SW + RDL + COL + RLL + RLR 4 1.00 SW + RDL + 0.60W1L 5 1.00 SW + RDL + 0.60W2L 6 1.00 SW + RDL + 0.60WlR 7 1.00 SW + RDL + 0.60W2R 8 1.00 0.60SW + 0.60RDL + 0.60W1L 9 1.00 0.60SW + 0.60RDL + 0.6OW2L 10 1.00 0.60SW + 0.60RDL + 0.60WlR 11 1.00 0.60SW + 0.60RDL + 0.60W2R 12 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0,45W1L 13 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2L 14 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W1R 15 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2R 16 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0,45W1L 17 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR ♦ 0.45W2L 18 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1R 19 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2R 20 1.00 SW + RDL + 0.60W5B 21 1.00 SW + RDL + 0.6OW6B 22 1.00 SW + RDL + 0.60WSF 23 1.00 SW + RDL + 0.60W6F 24 1.00 0.6OSW + 0.60RDL + 0.6OW5B 25 1.00 0.60SW + 0,60RDL + 0.60W6B 26 1.00 0.609" � 0.60RDL + 0.60WSF 27 1.00 0.60SW + 0.60RDL + 0.60W6F 28 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0,45W5B 29 1.00 SW + RDL + COL + 0.75SL + 0.75SR ♦ 0.45W6B 30 1.00 SW + RDL + COL + 0.75SL + 0.75SR ♦ 0.45W5F 31 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W6F 32 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5B 33 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W6B 34 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5F 35 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W6F 36 1.00 SW + RDL + COL + UOS 37 1.00 SW + RDL + COL + LED 38 1.00 SW + RDL + COL + RRD 39 1.00 1.11SW + 1.11RDL + 1.11COL + 0.91EQL 40 1.00 1.11SW + 1.11RDL + 1.11COL + 0.91EQR Al 1.00 1.08SW + l,ORRDL + 1,08COL + 0.68EQL 42 1.00 1.08SW + 1.08RDL + 1,08COL + 0.68EQR 43 1.00 0.49SW + 0.49RDL + 0.91EQL 44 1.00 0.49SW + 0.49RDL + 0.91EQR 95 1.20 Special Seismic 46 1.20 Special Seismic 47 1.20 Special Seismic 48 1.20 Special Seismic 49 1.20 Special Seismic 50 1.20 Special Seismic 51 1.20 Special Seismic 52 1.20 Special Seismic U16RO597A Page 132 of 189 NUCOR BUILDINGS GROUP Job # U16RO597A Job Name : TOP CUB AIRCRAFT Frame : FRAMELINE 10 Date 9/30/2016 Designer : BG\trevor.black File F14.nfr App Version 2015.7.2.3 F R A M R U B S C 14 1 P t 1 0 N ~ Frame type RCG Frame width 130.00 Ft. Bay width 17.00 Ft. LEFT RIGHT Dim to ridge 65.00 Ft. 65.00 Ft. Roof slope 0.50/12 -0.50/12 Eave height 22.00 Ft. 22.00 Ft. Girt offset 0.00 In. 8.00 In. Typ. Girt spacing 4.00 Ft. Purlin offset 10.00 In. 10.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 130.0000 Supports / Spring Constants COL^ - Bottom COL02 - Bottom V H Column Bracing: WP1 Girt Brace Y Y Y Flange Brace 1 2 0 Location (ft): 7.5 14.2 18.1 WP2 Girt Brace Y Y Y Flange Brace 1 2 0 Location (ft): 7.5 14.2 18.1 Other Braces: Column Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C 0 N D I T I O N S Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 12.00 Roof Snow load 17.50 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 C. = 1.00 Ss = 1.042 S1 ='0.354 Seismic Design Category = D Site Class = D R= 3.25 Cd = 3.25 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 3.000 Wind speed 110.00 Mph Exp. : C Wind pressure 24.23 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0..110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W513 -0.270 0.000 -0.510 -0.190 0.000 -0,270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0..870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 17.00 WP2 17.00 RP1 17.00 RP2 17.00 - - P R O G R A M - A P P L I E D L 0 A D S Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RPl -0.060 -0..060 0.000 65,,000 RDL RP2 -0.060 -0.,060 65.000 130-000 COL RP1 -0.085 -0..085 0.000 65.,000 COL RP2 -0.085 -0.,085 65.000 130.000 SL RP1 -0.298 -0.298 0.000 65.000 SR RP2 -0.298 -0.298 65.000 130.000 UOS BPI -0.425 -0,425 0.000 65.000 U16RO597A Page 133 of 189 DOS RP2 -0.425 -0.425 65.000 130.000 RLL RPl -0.204 -0.204 0.000 65.000 RLR RP2 -0.204 -0.204 65.000 130.000 W1R RP1 -0.210 -0.210 0.000 65.000 W1R RP2 -0.078 -0.078 65.000 130.000 W1R WP1 0.239 0.239 0.000 22.000 W1R WP2 0.045 0..045 0.000 22.000 W1R WP2 0.412 0.412 22.000 26.000 W1L RP1 -0.078 -0.078 0.000 65.000 W1L RP2 -0.210 -0.210 65.000 130.000 W1L WP1 -0.045 -0.045 0.000 22.000 W1L WP2 -0.239 -0.239 0.000 22.000 W1L WP2 -0.618 -0.618 22.000 26.000 W2R RP1 -0.358 -0.358 0.000 65.000 W2R RP2 -0.227 -0.227 65.000 130.000 W2R WP1 0.091 0.091 0.000 22.000 W2R WP2 0.194 0.194 0.000 22.000 W2R WP2 0.412 0.412 22.000 26.000 W2L RP1 -0.227 -0.227 0.000 65.000 W2L RP2 -0.358 -0 358 65.000 130.000 W2L WP1 -0.194 -0.,194 0.000 22.000 142L WP2 -0.091 -0.091 0.000 22.000 W2L WP2 -0.618 -0.618 22.000 26.000 W5B RP1 -0.210 -0.210 0.000 65.000 W5B RP2 -0.078 -0.078 65.000 130.000 W5B WP1 -0.111 -0.111 0.000 22.000 W5B WP2 0.111 0.111 01000 22.000 W5B WP2 0.412 0.412 22.000 26.000 W5F RP1 -0.078 -0.078 0.000 65.000 W5F RP2 -0.210 -0.210 65.000 130.000 W5F WP1 -0.111 -0.111 0.000 22.000 W5F WP2 0.111 0.111 0.000 22.000 W5F WP2 0.412 0.412 22.000 26.000 W6B RP1 -0.358 -0.356 0.000 65.000 W6B RP2 -0.227 -0.227 65.000 130.000 W6B WP1 -0.259 -0.259 0.000 22.000 W6B WP2 0.259 0.259 0.000 22.000 W613 WP2 0.412 0.412 22.000 26.000 W6F RP1 -0.227 -0.227 0.000 65.000 W6F RP2 -0.358 -0.358 65.000 130.000 W6F WP1 -0.259 -0-.259 0.000 22.000 W6F WP2 0.259 0.259 0.000 22.000 W6F WP2 0.412 0.412 22.000 26.000 EQR RP1 0.055 0,055 0.000 65.000 EQR RP2 0.055 0.055 65.000 130.000 EQL RP1 -0.055 -0.055 0.000 65.000 EQL RP2 -0.055 -0.055 65.000 130.000 LRD RP1 -0.298 -0.296 0.000 65.000 LRD RP1 -0.162 -0.162 29.659 65.000 LRD RP2 -0.089 -0.089 65.000 130,000 RRD RP1 -0.089 -0.089 0.000 65.000 RRD RP2 -0.162 -0.162 65.000 100.341 RRD RP2 -0.298 -0.298 65.000 130.000 Load On Hor, Vert. Moment Loc Case Me. Kips Kips K-Ft. Ft. W1R COL01 0.343 0.000 0.000 22,000 W1R COL02 0.343 0.000 0.000 22.000 W1L COL01 -0.343 0.000 0.000 22.000 W1L COL02 -0.343 0,.000 0.000 22.000 W2R COL01 0.343 0..000 0.000 22.000 W2R COL02 0.343 0.000 0.000 22.000 W2L COL01 -0.343 0.000 0.000 22.000 W2L COL02 -0.343 0.000 0.000 22.000 -------------------_-_-----------------'. U S E R - A P P L I E D L O A D S Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Elf Ft. Ft. Load # Description 5R RP2 0.000 -0.820 118.333 130.000 P-1 PARAPET DRIFT L O A D C 0 M B I N A T I 0 N S -------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+SR+NLL 4) 1.00 SW+RDL+COL+SL+SR+NLR S) 1.00 SW+RDL+COL+RLL+RLR+NLL 6) 1.00 SW+RDL+COL+RLL+RLR+NLR 71 1.00 SW+RDL+0.60WlL 0) 1.00 SW+RDL+0.60W2L 91 1.00 SW+RDL+0.60W1R 10) 1.00 SW+RDL+0.60W2R 11) 1.00 0.60SW+0.60RDL+0.60W1L 12) 1.00 0.60SW+0.60RDL+0.60W2L 13) 1.00 0.60SW+0.60RDL+0.60W1R 14) 1.00 0.60SW+0.60RDL+0.60W2R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0.75SR+0,45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1R 18) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 23) 1.00 SW+RDL+0.60W5B 24) 1.00 SW+RDL+0.60W6B 25) 1.00 SW+RDL+0.6OW5F 26) 1.00 SW+RDL+0.60WGF 27) 1.00 0.60SW+0.60RDL+0.60WS13 28) 1.00 0.60SW+0.60RDL+0.60W6B 29) 1.00 0.60SW+0.60RDL+0.60W5F 30) 1.00 0.60SW+0.60RDL+0.60W6F U16RO597A Page 134 of189 31) 1.00 SWI RDLiCOLl 0.75SLi0.75SR10,954158 32) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6B 33) 1.00 SW+RDL+COL+0.75SL+0.75SR+0..95W5F 34) 1.00 SW+RDL+COL+0.75SL+0.75SR+0..95W6F 35) 1.00 SW+RDL+COL+0.75RLL+0,75RLR+0.95WSB 36) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6B 37) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45WSF 38) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6F 391 1.00 SW+RDL+COL+UOS+NLL 40) 1.00 SVV+RDL]COL+UOS FNLR 41) 1.00 SW+RDL+COL+LRD+NLL 42) 1.On SW+RDL+COL+LRD+NLR 43) 1.00 SW+RDL+COL+RRD+NLL 44) 1.00 SW+RDL+COL+RRD+NLR 95) 1.00 1.11EW+1.11RDL+1,11COL+0.91EQL 46) 1.00 1.11SW+1.11RDL+1.11COL+0,91EQR 47) 1.00 1.OBSW+I.OBRDL+1.08COL+0.68EQL 48) 1.00 1.OBSW+1.08RDL+1.08COL+0.68EQR 49) 1;.,00 (J.49SW+O.49RDL+0.91EQL 50) 1.UU 0.49SW+U.49RDL+0.9IEQR U16RO597A Page 135 of 189 Job : U16RO597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 Page: 1 Frame: FRAMELINE 10 By : BG\trevor.black File: F14 DESIGN SUMMARY REPORT -- ----------------«---««--------- ------- _«--«_____-^-------------«----___ Built Up Rafter - RAFO1 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------«_-_..-------------- --_ «-----------_-««-----_«----«--« 1 F8.50 F8,63 W250 39 1 -48.4 0.13 -756.1 0.99 0.96 1.03 39 1. 34.83 0.95 0.52 0.58 Chkpt 1 7 Depth 47.12 30.38 Section I 1 I _-_----'--`-`-'------`------------------------' -'--------- I width thick Fy I ----- T/L Fig ) 8.0 0.5000 55.00 1 Web ) 0.2500 55.00 B/R Flg 8,0 0.6250 55.00 Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R --_«--«____----------_-"'--«----------- ---------------'-------------- ------------------- ______ 1 F6.38 F6.31 W220 42 13 -33.0 0.19 208.1 0.87 0.85 0.96 39 9 20.67 0.71 0.49 0.44 2 F6.50 F6.25 W188 40 16 -45.8 0.26 251.2 0.82 0.98 0.99 39 15a 9.85 0.57 0.28 0.19 Chkpt B 13 14 19 Depth 29.94 29.97 39.75 Section 1 1 1 2 ) ------------ ------------------------------------------------------------------ - -----`-`----------- -----^-- I width thick Fy I width thick Fy I ---------------------------« «_ --------------------------------^_--_-__-___-_-^-------- T/L Flg ( 6.0 0.3750 55.00 j 6.0 0.5000 55.00 1 Web 1 0.2200 55.00 1 0.1875 55.00 1 B/R Flg ( 6.0 0.3125 55.00 1 6.0 0.2500 55.00 1 Built Up Rafter - RAF03 T/L B/R T/L B/R Max ----------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat-1 Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F6.50 F6.25 W188 39 22 -45.9 0.26 270.0 0.82 0.96 0.99 40 246 10.36 0.60 0.30 0.20 F6.38 F6.31 W220 43 26 -33.0 0.19 203.5 0.85 0.83 0,95 40 31 -21.39 0.73 0.51 0.45 Chkpt 20 25 26 31 Depth 39.75 29.97 29.94 Section I 1 1 2 1 --- ~----- I width thick Fy I width thick Fy I «�---,._�----«_----�""_ ««---------------------«-------^-------- --«____ ----_-_------- T/L Flg 1 6.0 0.5000 55.00 1 6.0 0.3750 55.00 1 Web 1 0.1875 55.00 1 0.2200 55.00 1 B/R Flg 1 6.0 0.2500 55.00 1 6.0 0.3125 55.00 1 Built Up Rafter - RAF04 T/L B/R T/L B/R Max -----------« SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Yips Ratio T/L B/R _-----«------------«--------..--_---«--__--«...-..««--_--_----------__----------««------------------«--« _-«- 1 F8.50 F8.63 W250 40 38 -48.6 0.13 750.E 0.98 0.94 1.01 40 38 36.43 1.00 0.52 0.59 Chkpt 32 38 Depth 30.38 47.12 Section 1 1 ) «----------'-- _-_- ---"--^---------- ----_--_«__«_««________________.u_ I width thick Fy «---------- __«--«-«---«----------- __«---------------------------«------^________------_--««W______-_____ T/L Flg 1 8.0 0.5000 55.00 1 Web 1 0.2500 55.00 1 B/R Fig 1 8.0 0.6250 55.00 1 Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R -«----------------W____--««_--___ -----------_------------«^--------------«« 1 F8.31 F8.63 W275 39 45 -43.8 0.13 737.6 1.08 0.90 0.97 39 45 42,20 0.89 2.16 2.78 Chkpt 39 45 Depth 14.94 48.94 Section I I `«----«--------------'- -----------.-__----------------- I width thick Fy I --------- ------------------ -----------________«--_--r___ T/L Fig 8.0 0.3125 55.00 Web 0.2750 55.00 B/R Fig ( 8.0 0.6250 55.00 Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ---------------------------`__-__`-------------«---------------------------------------------------------«-«---`-_---_ 1 F8.63 F8.31 W275 40 52 -44.0 0.13 73B.4 0.90 1.08 0.97 40 52 42.17 0.89 2.78 2.16 U16RO597A Page136 of189 Job : U16R0597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-11-16 Page: 2 Frame: FRAMELINE 10 By : BG\trevor.black File: F14 *** DESIGN SUMMARY REPORT *''* Chkpt 46 52 Depth 14.94 48.94 Section I I I -------------------— --��--------------- I width thick Fy _'-------------- _�___'� W_�_____—'—_—__ ____—_____ T/L F1g ( 8.0 0.6250 55.00 1 Web 0.2750 55.00 1 B/R F1g 8.0 0.3125 55.00 1 Frame Weight (lbs) - 7556 Deflections (in): 10 yr Wind dx = 0.32 - H/ 642 LONG. WIND 2 TO FRONT Seismic dx = 0.65 - H/ 321 SEISMIC TO RIGHT Story Drift = 2.11 = 0.010H SEISMIC TO RIGHT Drift Index = 0.01 1.11SW+1.11RDL+I.IICOL+0.91EQR Maximum dx = 1.13 = H/ 184 SW+RDL+COL+LRD Maximum dy = -7.64 = L/ 196 @ MOD 1, SW+RDL+COL+UOS Max. Live dy = -5.33 = L/ 280 @ MOD 1, SW+RDL+COL+UOS U16RO597A Page 137 of 189 NUCOR BUILDINGS GROUP Job # U16RO597A Job Name TOP CUB AIRCRAFT Frame : FRAMELINE 10 Date 9/30/2016 Designer ; BG\trevor.black File F14.nfr App Version ; 2015.7.2.3 ----- ------------------ C O N N E C T I O N S U M M A R Y Knee Connection - COL01 Web ________________ Top Plate -------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fV/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W9req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio 0.50:12 W313 FWS3 FWD9 FWS9 1. 0- -----00 0- »-----96FWS3- -_0.92 ),0.81 ---_-F3.38 0.000 0.00 ---- -- --- I width thick F -'-yI height depth length width thick length Fy 1 _--- _- ------ _ Top Plate 1 8.0 0.5000 55.0 1 48.04 1 Stiffener 1 3.0 0.3750 48.00 50.0 1 Web 1 0.3125 55,.0 144.04 48.00 1 I i Bet Plate 1 4.0 0.5000 50.0 1 48.00 1 1 Knee Connection - COL02 Web --------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fV/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W9req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio »--» ---------------------------'--------_-_»__»__ ---------»---------------- _»»__» »_----_-0.50:12 W313 0.84 FWS3 FWD9 FWS9 1.00 0.00 ---_0.96---_---FWS3 0.92 0.81 F3.38»_-- y height deth 1----- 0.000- 0.00 -- -------------•_------"»__T--�..___'^----"_____�_»__ 1 width thick F p length » ___ --- width thick length Fy 1 Top Plate 1 8.0 0.5000 55.0 1 48.04 I Stiffener 1 3.0 0.3750 48.00 50.0 Web 1 0.3125 55.0 1 44.04 48.00 I 1 Bot Plate 1 4.0 0.5000 50.0 1 48.00 1 j Splice Connection - Moment Connection from COL01 To RAF01 ___ Left Right _________________ BOLT _____-_________-_____ Left, Right hear Moment Plate Plate Load Axial Shear Moment Bolt 'Type x Matl Plat Matl Plate_-Qty/Size Comb Bolt Lead Axial Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio Y p B1.0 9BE F --- F81,0 8-1.-- 36 -----69-- 3--- ----- -----0-82 - 0.82 36 ------fi9 -- 38.35 -756.1 0-80»_ ------___-__»»__"»-----__---__»»_ _ -_ ---------- _»_-_ 1 I I left right I I width thick length Fy ( I size size --»- »--_-»"------ »_________ ____--- Left Plate 1 8.0 1.000 55.50 55.0 1 Top Weld I FWD6 FWD6 I Right Plate 1 8.0 1.000 55.50 55.0 1 Web Weld I WP15 WP14 I Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD6 FWD6 1 Splice Connection - Moment Connection from RAP01 To RAF02 Left Right Left Right ----------------- BOLT -------- ---- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Mati Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio -•___---------"--------------- •_-_.._.»_»----------------------- _-__- 4BE _F8-63---F6-50 8-0.625-5 30 -33-29 ---19-27 -- --5----- ---------7--- 30 --- I left right I -33.29-- 19.27 =-169y5- 0.92 ____ I width thick length Fy I I size size I ---------------------------------------------------------------------------------------------- e t Plate 1 8.0 0.625 35.13 55.0 1 Top Weld I FWD9 FWD3 Right Plate I 6.0 0.500 35.13 55.0 1 Web Weld I WP14 WP13 I Stiffener I 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD9 FWD3 I Splice Connection - Moment Connection from RAF02 To RAF03 Left Right Left Right ----------------- BOLT --------------------- Coanx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio »»-"_•___----------- _-__"------------------».._-»__» -------___------- »---»_-'____-_»»»__ 9BE F6.50 F6.50 8-0.750-5 36 -45.69 -0.12 276.2 ---1.01 1.01 36 -45.69 -0.12 276.2 0.82 ------ -------��--- 1 I I left right I 1 width thick length Fy I I size size I -------_____--------»»----____--'------------------------»»- -__ _......_--_»»__- Left Plate 1 6.0 0.500 45.25 55.0 1 Top Weld I FWD3 FWD3 I Right Plate 1 6.0 0.500 45.25 55.0 1 Web Weld 1 WP13 WPI3 1 Stiffener 1 0.0. 0.000 0.00 0.0 ( Bottom Weld I FWD3 FWD3 I Splice Connection - Moment Connection from RAF03 To RAF04 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl-- Matl_- --- --Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips --_-Ft-kip -»-Ratio -- _4BE _F6--50» F8.63-_8-0.625-SS- 37 -33.40 -19-66__---_1173.0_--- 0.90--- 0.63 37 33.40 _--14.66----- 173.0-_ 0.97 -_- _»-------^-_--_ 1 1 I left right I I width thick length Fy I I ize size _-____---------____•__'__'__-_-_----------------------- -------------------»__.-_.._-�___ Left Plate 6.0 0.500 35.13 55.0 1 Top Weld I FWD3 FWD9 Right Plate 1 6.0 0.625 35.13 55.0 1 Web Weld I WP13 WP14 I Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD3 FWD9 Splice Connection - Moment Connection from RAF04 To COL02 Left Right Lett Right -___ tUT----» -___ U16RO597A Page138 of189 Connx Plate Plato Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bnit Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ---»------------------------------' 4BE F81.0 F81.0 8-1.250-S 36 -45.69 -40.00 -750.8 0.82 0.82 36 45.69 40.00 -750.8 0.79 ------"----------»»-----__»_`----------------------------------------------------------»---_--�_--"_-� _---_-__ left right width thick length Fy ( size size Left Plate 8.0 1.000 55,50 15.0 Top Weld FWD6 FWD6 1 Right Plate 8.0 1.000 55,50 55.0 Web Weld WP14 WP15 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD6 FWD6 1 Base Plate - COLO1 Base T/L B/R - WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ----------------»»»____ _-____--_-_»__»»_-___-_------------------_--_-___-_-___.... ------------------------------- - -..� F10.63 4-1.250 FWS3 FWS3 FWS3 0.36 0.06 0.22 0.17 0.09 0.60 F1554 Gr.36 -----------------'------------ --------- '-_------------_----------------------------------------»-»----_-_»�___ I width thick length Fy I ------------------------------�-__'___ Base Plate 1 10.00 0.625 15.00 55.0 1 Base Plate - COL02 Base T/L B/R ---------_ WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Dian Qty/Size Weld Weld Weld ..at�.. Check „ Uplift .. Uplift Ratio Ratio Desigr. »____.._»__--»_..----------------�»----_-_---_� __-_--_-....-�-..- F10.63 4-1.250 FWS3 FWS3 FWS3 0..37 0.06 0.23 0.17 0.10 0.80 F1554 Gr.36 ___________ I width thick length Fy I ---------------»__»�_��_--__^_-_-__-___-_--_ -��_ Base Plate 1 10.00 0.625 15.00 55.0 1 Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL 2 1.00 SW + RDL + COL + SL + SR 3 1.00 SW + RDL + COL + RLL + RLR 4 1.00 SW + RDL - 0.60WlL 5 1.00 SW + RDL 0 0.6OW2L 6 1.00 SW + RDL ♦ 0.6OWlR 7 1.00 SW + RDL + 0.60W2R 8 1.00 0.60SW + 0.60RDL + 0.60WlL 9 1.00 0.60SW + 0.60RDL + 0.60W21, 10 1.00 0.60SW + 0.60RDL + 0.60WlR 11 1.00 0.60SW + 0.60RDL + 0,60W2R 12 1.00 SW G RDL 1 COL + 0.75SL + 0.75SR + 0.45W1L 13 1.00 SW ♦ RDL + COL + 0.75SL + 0.75SR + 0.45W2L 14 1.00 SW + RDL ♦ COL + 0.75SL + 0.75SR + 0.45W1R 15 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2R 16 1.00 SW ♦ RDL ♦ COL + 0.75RLL + 0.75RLR + 0.45W1L 17 1.00 SW + RDL ♦ COL + 0.75RLL + 0.75RLR + 0.45W2L 18 1.00 SW ♦ RDL ♦ COL + 0.75RLL + 0.75RLR + 0.45W1R 19 1.00 SW + RDL ♦ COL + 0.75RLL + 0.75RLR + 0.45W2R 20 1.00 SW + RDL ♦ 0.6OW5B 21 1.00 SW + RDL ♦ 0.60W6B 22 1.00 SW + RDL ♦ 0.6OW5F 23 1.00 SW + RDL + 0.60W6F 24 1.00 0.60SW + 0.60RDL + 0.6OW5B 25 1.00 0.60SW + 0.60RDL + 0.60W6B 26 1.00 0.60SW + 0.60RDL +.0.6OW5F 27 1.00 0.60SW + 0.6ORDL + 0.60W6F 28 1.00 SW + RDL + COL + 0.75SL + 0.753R + 0.45W5B 29 1.00 SW + RDL + COL + 0.15SL + 0.75SK + 0.45W6B 30 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W5F 31 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W6F 32 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5B 33 1.00 SW + RDL+ COL + 0.75RLL + 0.75RLR + 0.45W6B 34 1.00 SW + RDL ♦ COL + 0.75RLL + 0,75RLR + 0.45W5F 35 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W6F 36 1.00 SW + RDL ♦ COL + UOS 37 1.00 SW + RDL + COL + LRD 38 1.00 SW + RDL + COL + RRD 39 1.00 1.11SW + 1.11RDL + 1.11COL 4 0.91EQL 40 1.00 1.11SW + 1.11RDL + 1.11COL + 0.91EQR 41 1.00 1.08SW + 1.08RDL + 1.08COL + 0.68EQL 42 1.00 1.08SW + 1.08RDL + 1.08COL 4 0.68EQR 43 1.00 0.49SW + 0.49RDL + 0.91EQL 44 1.00 0.49SW + 0,49RDL + 0.91EQR 45 1.20 Special Seismic 46 1.20 Special Seismic 47 1.20 Special Seismic 48 1.20 Special Seismic 49 1.20 Special Seismic 50 1.20 Special Seismic 51 1.20 Special Seismic 52 1.20 Special Seismic U16RO597A Page 139 of 189 NUCOR BUILDINGS GROUP Job # : U16RO597A Job Name TOP CUB AIRCRAFT Frame JACK BEAMS @ BSW Date 9/30/2016 Designer ; BG\trevor.black File F19.nfr App Version 2015.7.2.3 _""'___ F RAM E D E S C R I P T I -0-N- N Frame type ECS Frame width 53,00 Ft. Bay width 0.00 Ft. LEFT RIGHT Dim to ridge 53.00 Ft, 0.00 Ft. Roof slope 0.00/12 0.00/12 Eave height 22.00 Ft. 22.00 Ft. Girt offset 0.00 In. 0.00 In. Typ. Girt spacing 0.00 Ft. Purlin offset 36.00 In. 36.00 In. Typ. Purlin spacing: 0.00 Ft. Col. spacing 53.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Top H Bottom V H Column Bracing: WP1 Girt Brace N Flange Brace : 0 Location (ft): 21.3 WP2 Girt Brace N Flange Brace 0 Location (ft): 21.3 Other Braces: Column Left Brace Right Brace Location (ft): L O A D I N G C O N D I T I O N S - Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 17.50 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.25 Cd = 3.25 Sds = 0.752 Shc = 0.399 rho = 1.30 omega = 2.000 Wind speed 110.00 Mph Exp. : C Wind pressure 24.23 Psf Building is Enclosed Wind pressure coefficients 'Cl C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.670 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COL01 26.17 -34.89 COL02 26.17 -34.89 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 16.00 Suction 10.00 -28.59 Pressure 100.00 16.00 Suction 100.00 -26.17 Edge Zone Pressure 10.00 16.00 Suction 10.00 -47.97 Pressure 100.00 16.00 Suction 100.00 -31.01 Tributary Widths U16RO597A Page140 of189 Panel Trib. Width (ft) WP1 0,00 WP2 0.00 RP1 0.00 ------------------------------------- P R O G R A M - A P P L I E D L 0 A D S Load On Start End Start End Case Panel Load Load Lee Loc Klf Klf Ft. Ft. RDL RPl 0.000 0.000 0.000 53.000 COL RP1 0.000 0.000 0.000 53.000 SL RPl 0.000 0.000 0.000 53.000 UOS RPl 0.000 0.000 0.000 53.000 RLL RPl 0.000 0.000 0.000 53.000 EQR RP1 0.000 0.000 0.000 53.000 EQL RP1 0.000 0.000 0.000 53.000 �.____----____---__________________ U S E R - A P P L I E D L 0 A D S Load On Her. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load ff Description RDL SPAN1 0.000 -15.000 O.ODO 26.500 C-1 JACKED OUT FRAME COL PANL 0. -88.750 0.11,10 26.500 - JACKED OUT FRAME SL SPAN1 0.000 -31.100 0.000 26.500 C-3 JACKED OUT FRAME UOS SPAN1 0.000 -41.390 0.000 26.500 C-4 JACKED OUT FRAME RLL SPAN1 0.000 -16.520 0.000 26.500 C-5 JACKED OUT FRAME wig, Spann 0.000 32_750 0.000 26.500 (;-6 JAf KEn MDT FRAME W1L SPAN1 0.000 32.750 0.000 26.500 C-7 JACKED OUT FRAME W2R SPANI 0.000 32.750 0.000 26.500 C-8 JACKED OUT FRAME W2L SPANI 0.000 32.750 0.000 26.500 C-9 JACKED OUT FRAME W5B SPANI 0.000 32.750 0.000 26.500 C-10 JACKED OUT FRAME W5F SPAN1 0.000 32.750 0.000 26.500 C-11 JACKED OUT FRAME EQR SPANI 0.000 0.700 0.000 26.500 C-12 JACKED OUT FRAME EQL SPANI 0.000 -0.700 0.000 26.500 C-13 JACKED OUT FRAME RIG SPANI 0.000 -10.000 0.000 26.500 C-14 RIGIDITY L O A D C O M B I N A T I O N S ASK gases 1) L.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+NLL 4) 1.00 SW+RDL+COL+SL+NLR 5) 1.00 SW+RDL+COL+RLL+NLL 6) 1.00 SW+RDL+COL+RLL+NLR 7) 1.00 SW+RDL+0.6(jW1L+NLL 8) 1.00 SW+RDL+0.60W1L+NLR 9) 1.00 SW+RDL+0.60W2L+NLL 10) 1.00 SW+RDL+0.60W2L+NLR 11) 1.00 SW+RDL+0.60Wl R+NLL 12) 1.00 SW+RDL+0.60W1R+NLR 13) 1.00 SW+RDL+0.60W2R+NLL 14) 1.00 SW+RDL+0.6OW2R+NLR 15) 1.00 0.60SW+0.60RDL+0.60W1L 16) 1.00 0.60SW+0.60RDL+0.6OW2L 17) 1.00 0.60SW+0.60RDL+0.6OW1R 18) 1.00 0.60SW+0.60RDL+0.6OW2R 19) 1.00 SW+RDL+COL+0.75SL+0.45W1L+NLL 20) 1.00 SW+RDL+COL+0.75SL+0.45W]L+NLR 21) 1.00 SW+RDL+COL+0.75SL+0.4SW2L+NLL 22) 1.00 SW+RDL+COL+0.75SL+0.45W2L+NLR 23) 1.00 SW+RDL+COL+0.75SL+0.45W1R+NLL 24) 1.00 SW+RDL+COL+0.75SL+0.45WLR+NLR 25) 1.00 SW+RDL+COL+0.75SL+0.45W2R+NLL 26) 1..00 SW+RDL+COL+0.75SL+0.45W2R+NLR 27) 1.00 SW+RDL+COL+0.75RLL+0.45W1L+NLL 28) 1..00 SW+RDL+COL+0.75RLL+0.45W1L+NLR 29) 1.00 SW+RDL+COL+0.75RLL+0.45W2L+NLL 30) 1.00 SW+RDL+COL+0.75RLL+0.45W2L+NLR 31) 1.00 SW+RDL+COL+0.75RLL+0,45W1R+NLL 32) 1.00 SW+RDL+COL+0.75RLL+0.45W1R+NLR 33) 1.00 SW+RDL+COL+0.75RLL+0.45W2R+NLL 34) 1.00 SW+RDL+COL+0.75RLL+0.45W2R+NLR 35) 1.00 SW+RDL+0.60WSB+NLL 36) 1.00 SW+RDL+0.6OW5B+NLR 37) 1.00 SW+RDL+0.6OW5F+NLL 38) 1.00 SW+RDL+0.60W5F+NLR 39) 1..00 0.60SW+0.60RDL+0.6OW5B 40) 1..00 0.60SW+0.60RDL+0.60W5F 41) 1.00 SW+RDL+COL+0.75SL+0.45W5B+NLL 42) 1.00 SW+RDL+COL+0.75SL+0.45W5B+NLR 43) 1.00 SW+RDL+COL+0.75SL+0.45W5F+NLL 44) 1.00 SW+RDL+COL+0.75SL+0.45W5F+NLR 45) 1.00 SW+RDL+COL+0.75RLL+0.45W5B+NLL 46) 1.00 SW+RDL+COL+0.75RLL+0.45W5B+NLR 47) 1.00 SW+RDL+COL+0.75RLL+0.45W5F+NLL 48) 1.00 SW+RDL+COL+0.75RLL+0.45W5E'+NLR 49) 1.00 SW+RDL+COL+UOS+NLL 50) 1.00 SW+RDL+COL+UOS+NLR 51) 1.00 1.11SW+1.11RDL+1.IICOL+0.91EQL+NLL 52) 1.00 1.11SW+1.11RDL11.11COL+0.91EQL+NLR 53) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQR+NLL 54) 1.00 1.115W+1.11R➢L+1.11COL+0.91EQR+NLR 55) 1.00 1.08SW+1.08RDL+I.08COL+0.68EQL+NLL 56) 1.00 1.08SW+1.08RDL+I.OBCOL+0.68EQL+NLR 57) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQR+NLL 58) 1.00 1.06SW+1.08RDL+1.08COL+0.68EQR+NLR 59) 1.00 0.49SW+0.49RDL+0.91EQL+NLL 60) 1.00 0.49SW+0.49RDL+0.91EQL+NLR 61) 1.00 0.49SW+0.49RDL+0.91EQR+NLL 62) 1.00 0.49SW+0.49RDL+0.91EQR+NLR U16RO597A Page 141 of 189 Job : U16RO597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 09-30-16 Page: Frame: JACK BEAMS @ BSW By : BG\trevor.black File: F DESIGN SUMMARY - FRAME REACTIONS AND DEFLECTIONS BY LOAD CASE - ----- Global X ---- ----- Global Y ---- Global Z Reaction Deflection Reaction Deflection Reaction Rotation Member Location (kips) (in) (kips) (in) (kip-ft) (deg) LOAD CASE 1 - SELF WEIGHT RAF01 Left 0.00 0.000 0.00 -0.001 0.00 -0.021 Right 0.00 0.000 0.00 -0.001 0.00 0.021 COL01 Base -0.00 0.000 2.25 -0.000 0.00 0.000 Top 0.00 0.000 0.00 -0.001 0.00 -0.021 COL02 Base -0.00 0.000 2.25 -0.000 0.00 0.000 Top -0.00 0..000 0.00 -0.001 0.00 0-.021 Summation -0.00 4.51 LOAD CASE 2 - ROOF DEAD LOAD -4 RAF01 Left 0.00 0.002 0.00 -0.003 0.00 -0.101 Right 0.00 0.000 0.00 -0.003 0.00 0.101 COL01 Base 0.00 0.000 7.50 -0.000 0.00 0.000 Top 0.00 0.002 0.00 -0.003 0.00 -0.101 COL02 Base 0.00 0.000 7.50 -0.000 0.00 0.000 Top -0.00 0.000 0.00 -0.003 0.00 0.101 Su=ation -0.00 15.00 LOAD CASE 3 - COLLATERAL DEAD LOAD RAFO1 Left 0.00 0.001 0.00 -0.001 0.00 -0.059 Right 0.00 0.000 0.00 -0.001 0.00 0.059 COL01 Base 0.00 0,000 4.37 -0,000 0.00 0:000 Top 0.00 0.001 0.00 -0.001 0.00 -0.059 COL02 Base 0.00 0.000 4.37 -0.000 0.00 0.000 Top -0.00 0.000 0.00 -0.001 0.00 0.059 Summation -0.00 8.75 LOAD CASE 4 - SNOW ON LEFT SLOPE „^^ RAF01 Left 0.00 0.005 0.00 -0.005 0.00 -0.209 Right 0.00 0.000 0.00 -0.005 0.00 0.209 COL01 Base 0.00 0.000 15.55 -0.000 0.00 0.000 Top 0.00 0.005 0.00 -0.005 0.00 -0.209 COL02 Base 0.00 0.000 15.55 -0.000 0.00 0.000 Top -0.00 0.000 0.00 -0.005 0.00 0.209 Summation Y -0.00 31.10 LOAD CASE 5 - USER OVERRIDE SNOW RAF01 Left 0.00 0.006 0.00 -0.007 0.00 -0.279 Right 0.00 0.000 0.00 -0.007 0.00 0.279 COL01 Base 0.00 0.000 20.69 -0.000 0.00 0.000 Top 0.00 0.006 0.00 -0.007 0.00 -0.279 ,COL02 Base 0.00 0.000 20.69 -0.000 0.00 0.000 Top -0.00 0.000 0.00 -0.007 0.00 0.279 _ Summation Y -0.00 41.39 - LOAD CASE 6 - ROOF LIVE ON LEFT SLOPE Y RAF01 Left 0.00 0.002 0.00 -0.003 0.00 -0.111 Right 0.00 0.000 0.00 -0.003 0.00 0.111 COL01 Base 0.00 0.000 8.26 -0.000 0.00 0.000 Top 0.00 0.002 0.00 -0.003 0.00 -0.111 COL02 Base 0.00 0.000 8.26 -0.000 0.00 0.000 Top -0.00 0.000 0.00 -0.003 0.00 0.111 Summation 0.00 16.52 LOAD CASE 7 - WIND CASE 1 TO RIGHT RAF01 Left 0.00 -0.005 0.00 0.006 0.00 0.220 Right 0.00 -0.000 0.00 0.006 0.00 -0.220 COL01 Base 0.00 0.000 -16.37 0.000 0.00 0.000 Top 0.00- -0.005 0.00 0.006 0.00 0.220 COL02 Base 0.00 0.000 -16.37 0.000 0.00 0.000 Top 0.00 -0.000 0.00 0.006 0.00 -0.220 Summation 0.00 ^-32 75 LOAD CASE 8 - WIND CASE 1 TO LEFT RAF01 Left 0.00 -0.005 0.00 0.006 0.00 0.220 Right 0.00 -0.000 0.00 0.006 0.00 -0.220 COLO1 Base 0.00 0.000 -16.37 0.000 0.00 0.000 Top 0.00 -0.005 0.00 0.006 0.00 0.220 COL02 Base 0.00 0,,000 -16.37 0.000 0.00 0.000 U16RO597A Page 142 of 189 Job : U16RO597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 09-30-16 Page: 2 Frame: JACK BEAMS @ BSW By : BG\trevor.black File: F19 *** DESIGN SUMMARY - FRAME REACTIONS AND DEFLECTIONS BY LOAD CASE *** ----- Global X ---- ----- Global Y ---- ---- Global Z --- Reaction Deflection Reaction Deflection Reaction Rotation Member Location (kips) (in) (kips) (in) (kip-ft) (deg) LOAD CASE B - WIND CASE 1 TO LEFT Top 0.00 -0.000 0.00 0.006 0.00 -0.220 Summation 0.00 32.75 LOAD CASE 9 - WIND CASE 2 TO RIGHT RAF01 Left 0.00 -0.005 0.00 0.006 0.00 0.220 Right 0.00 -0.000 0.00 0.006 0.00 -0.220 COL01 Base 0.00 0.000 -16.37 0.000 0.00 0.000 Top 0.00 -0.005 0.00 0.006 0.00 0.220 COL02 Base 0.00 0.000 -16.37 0.000 0.00 0.000 Top 0.00 -0.000 0.00 0.006 0.00 -0.220 Summation 0.00 32.75 LOAD CASE 10 - WIND CASE 2 ,O LEFT RAF01 Left 0.00 -0,005 0.00 0.:006 0.00 0.220 Right 0.00 -0.000 0.00 0.006 0.00 -0.220 COL01 Base n,nn 0.0no -16.:17 0.000 0-00 0.000 Top 0.00 -0.005 0.00 0,006 0.00 0.220 COL02 Base 0.00 0.000 -16.37 0,000 0.00 0.000 Top 0.00 -0.000 0.00 0.006 0.00 -0.220 Summation 0.00 -32 75 LOAD CASE 11 - LONG. WIND 1 TO BACK RAF01 Left 0.00 -0.005 0.00 0.U06 0.00 0.220 Right 0.00 -O,D00 0.00 0.'006 0.00 -0.220 COL01 Base 0.00 0.000 -16:37 0,000 0.00 0.000 Top 0,00 -0.005 0,00 0,006 0.00 0.220 COL02 Base 0,00 0.000 -16.37 0.000 0.00 0.000 Top 0.00 -0.000 0..00 0.006 0.00 -0.220 Summation 0 00 -32.75 LOAD CASE 12 - LONG. WIND 1 TO FRONT RAF01 Left 0.00 -0.005 0.00 0.006 0.00 0.220 Right 0.00 -0.000 0.00 0.006 0.00 -0..220 COL01 Base 0.00 0.000 -16.37 0.000 0.00 0„000 Top 0.00 -o.ODs O.00 0.006 0.-00 0 220 COL02 Base 0.00 0.000 -16,37 0.000 0.00 0.000 Top 0.00 -0.000 0.00 0.006 0.00 -0.220 Summation 0.00 32.75 LOAD CASE 13 - SEISMIC TO RIGHT RAF01 Left 0.00 -0.000 0.00 0.000 0.00 0.005 Right 0.00 -0.000 0.00 0.000 0.00 -0.005 COLOI Base U.uU 0.000 -0.35 0.000 0.00 0.000 Top 0.00 -0.000 0.00 0.000 0,00 0,005 COL02 Base 0.00 0.000 -0.35 0.000 0.00 0.000 Top 0.00 -0.000 0.00 0.000 0.00 -0.005 -------- -------- Summation 0.00 -0.70 LOAD CASE 19 - SEISMIC TO LEFT RAF01 Left 0.00 0.000 0.00 -0.000 0.00 -0.005 Right 0.00 0.000 0.00 -0.000 0.00 0.005 COL01 Base 0.00 0.000 0.35 -0.000 0.00 0.000 Top 0.00 0.000 0.00 -0..000 0.00 -0.005 COL02 Base 0.00 0.000 0.35 -0.000 0.00 0.000 Top -0.00 0.000 0.00 -0.000 0.00 0.005 Summation -0.00 0.70 LOAD CASE 15 - RIGIDITY RAF01 Left 0,00 0.001 0.00 -0.002 0.00 -0.067 Right 0.00 0.000 0.00 -0-.,002 0.00 0.067 COL01 Base 0.00 0.000 5,00 -0.000 0.00 0.000 Top 0.00 0.001 0.00 -0,002 0.Go -0.067 COL02 Base 0.00 0.000 5.00 -0,000 0.00 0.000 Top -0.00 0.000 0,00 -0.002 0.00 0.067 Summation -0.00 A 10.00 U16RO597A Page 143 of 189 Job 026RO597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-05-16 Frame: JACK BEAMS @ BSW Page: 1By : BG\trevor.black File: F19 ... DESIGN SUMMARY REPORT ---------------«---------------------------- »_ Built Up Rafter - RAF01 T/L B/R T/L B/R Max --------- SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ___ -------------»---___ -_-_» F12.75 F12.50 W500 50 3 -0.2 0.00 347.0 0.39 0.28 0.39 49 1 35.29 0.13 0.74 0.59 2 F121.0 F12.63 W275 50 7 -0.2 0.00 864.7 0.67 0.76 0.87 49 4 34.13 0.74 0.84 0.71 3 F121.0 F12.63 W275 50 8 -0.2 0.00 864.7 0.87 0.76 0.87 49 11 -34.13 0.74 0.84 0.71 4 F12.75 F12.50 W500 50 12 -0.2 0.00 347.$ 0.39 0.28 0.39 49 14 -35.28 0.13 0,.74 0.59 Chkpt 1 3 4 7 B 11 12 14 Depth 38.25 38.44 38.62 38.44 38.25 Section I 1 1 2 1 3 _ -I width thick -Fy I width thick Fy I width thick Fy I width thick Fy I ----------------- ____--------------------------------_----_--------_----_-----_------------- T/L Flg 112.0 0.7500 55.00 12.0 1.0000 55.00 1 12.0 1.0000 55.00 12.0 0.7500 55.00 I Web 0.5000 55.00 I 0.2750 55.00 0.2750 55.00 0.5000 55.00 B/R Flg 112.0 0.5000 55.00 12.0 0.6250 55.00 ( 12.0 0.6250 55.00 12.0 0.5000 55.00 Built Up Column - COL01 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load W Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F5.19 F5.19 W125 50 15 -35.3 0.43 0.0 0.00 0.00 0.43 51 15 0.00 0.00 0.00 0.00 Chkpt 15 16 Depth 12.38 12.38 Section I 1 I Iwidth thick Fy I _»_____»_-_-- _______»----- T/L Flg 1 5.0 0.1875 55.00 I Web 0.1250 55.00 B/R Fig 5.0 0.1875 55.00 I Built Up Column - COL02 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear»Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R »___-»_- 1 F5.19 F5.19 W125 50 17 -35.3 0.43 0.0 0.00 0.00 0.43 51 17 0.00 0.00 0.00 0.00 Chkpt 17 18 Depth 12.38 12.38 Section I 1 I _--- ------____------------------ Iwidth thick Fy I -----'--'-""'-"--'�»��-»� T/L Flg ( 5.0 0.1875 55.00 I Web 1 0.1250 55.00 B/R Fig 1 5.0 0.1875 55.00 Frame Weight (lbs) = 5429 Deflections (in): Maximum dx = -0.01 = H/ 1006 SW+RDL+COL+UOS Maximum dy -1.45 = L/ 422 @ MOD 1, SWFRDL+COL+UOS Max. Live dy -0.88 = L/ 698 @ MOD 1, SW+RDL+COL+UOS U16RO597A Page144 of189 NUCOR BUILDINGS GROUP Job # U16R0597A Job Name TOP CUB AIRCRAFT Frame MEZZ IT FRAMES @ FL I & 3 Date 9/29/2016 Designer BG\trevor.black File F31.nfr App Version 2015.7.2.3 ----------- F R A M E D E S C R I P T I O N Frame type LCS Frame width 22.00 Ft. Bay width 13.25 Ft. LEFT RIGHT Dim to ridge 22.00 Ft. 0.00 Ft. Roof slope 0.25/12 0.00/12 Eave height 10.58 Ft. 11.04 Ft. Girt offset 0.00 In. 0.00 In. Typ. Girt spacing 0.00 Ft. Purlin offset 2.50 In. 2.50 In. Typ. Purlin spacing: 4.25 Ft,. Col. spacing 22.0000 Supports / Spring Constants - Bor J H COL02 - Top H Bottom V H Column Bracing: WP1 Girt Brace Flange Brace Location (ft): Other Braces: Column Left Brace Right Brace Location (ft): »�A--D-.-N---G---C-0-N--DD-T I--T- L O A D I N G C O N T I O N S Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 45.00 Roof Coll load 5.00 Roof Live load 65.00 Roof Snow load 21.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 30,00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R = 3.25 Cd = 3.25 Sds = 0,752 Shc = 0.399 rho = 1.30 omega = 2.000 Wind speed 110.00 Mph Exp. : C Wind pressure 22.35 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 13.25 RP1 13,25 --"---------"'------ P R O G R A M - A P P L I E D L 0 A D S Load On Start End Start End Case Panel Load Load Lee Loc Elf Klf Ft. Ft. RDL RP1 -0.596 -0.596 0.000 22.000 COL RP1 -0.066 -0.066 0.000 22.000 SL RP1 -0.278 -0.278 0.000 22.000 DOS RP1 -0.331 -0.331 0.000 22.000 RLL RP1 -0.861 -0.861 0.000 22.000 W1R RP1 -0.151 -0.151 0.000 22.000 W1R WP1 0.172 0.172 0.000 10.583 W1L RP1 -0.056 -0.056 0.000 22.000 W1L WP1 -0.033 -0.033 0.000 10.583 W2R RP1 -0.258 -0.258 0.000 22.000 W2R WP1 0.065 0.065 0.000 10,583 W2L RP1 -0.163 -0.163 0.000 22.000 W2L WP1 -0.139 -0.139 0.000 10.583 U16R0597A Page145 of189 W5B RP1 -0.151 -0.151 0.000 22.000 W5B WP1 -O.080 -0.080 0.000 10.583 W5F RP1 -0,056 -0.056 0.000 22.000 W5F WP1 -0,080 -0.080 0,000 10.583 W6B RP1 -0,258 -0,258 0.000 22.000 W6B WP1 -0.187 -0.1B7 0,000 10.583 W6F RP1 -0,163 -0,163 U.000 22 000 W6F WP1 -0,187 -0,187 0.000 10.,583 EQR RP1 0,160 0,160 0,000 22,000 EQL RP1 -0,160 -0,160 0.000 22,000 Load On Nor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R COL01 0.116 0.000 0,000 10.583 W1L COLO1 -0.037 0.000 0.000 10383 W1L COL02 -0.037 0.000 0,000 11.042 W2R COL01 0.116 0,000 0,000 10,583 W2L COL01 -0.037 0.000 0.000 10.583 W2L COL02 -0.037 0.000 0.000 11,042 U S E R A P P L I E D 'L 0 A D S Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load # Description SL RP1 0.000 -0.887 4.490 20.000 P-1 SNOW DRIFT Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description EQR COLO1 0.300 0.000 0.000 9.750 C-1 SEIS EQL COL01 -a,300 0,000 0.000 9.750 C-2 SEIS L 0 A D C 0 M B I N A T I 0 N S ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW 4) 1.00 SW+RDL+COL+SL+NLR 5) 1.00 SW+RDL+COL+RLL+NLL 6) 1.00 SW+RDL+COL+RLL+NLR 7j 1.00 SW+RDL+0.60WIL 8) 1.00 SW+RDL+0.6OW2L 9) 1.00 SW+RDL+0.60WIR 10) 1.00 SW+RDL+0.6OW2R 11) 1.00 0.60SW+0.60RDL+0.6OWlL 12) 2.00 0.60SW+0.60RDL+0.6OW2L 13) 1.00 0.60SW+0.60RDL+0.6OW1R 14) 1.00 0.60SW+0.60RDL+0.6OW2R 15) 1.00 SW+RDL+COL+0.75SL+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0,45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.45W1R 18) 1.00 SW+RDL+COL+0.75SL+0.45W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.45W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.45W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.45W2R 23) 1.00 SW+RDL+0.60W5B 24) 1.00 SW+RDL+0.60W6B 25) 1.00 SW+RDL+0.60W5F 26) 1.00 SW+RDL+0.60W6F 27) 1.00 0.60SW+0.60RDL+0.6OW5B 28) 1.00 0.60SW+0.60RDL+0.60WGB 29) 1..00 0.60SW+0.60RDL+0.6OW5F 30) 1.00 0.60SW+0.60RDL+O.6OW6F 31) 1.00 SW+RDL+COL+0.75SL+0.45W5B 32) 1 00 SW+RDL+COL+0.75SL+0.45W6B 33) 1.00 SW+RDL+COL+0.75SL+0.45W5F 34) 1.00 SW+RDL+COL+0.75SL+0.45W6F 35) 1.00 SW+RDL+COL+0.75RLL+0.45W5B 36) 1,00 SW+RDL+COL+0.75RLL+0.45W6B 37) 1.00 SW+RDL+COL+0.75RLL+0.45W5F 38) 1,00 SW+RDL+COL+0.75RLL+0.45W6F 39) 1.00 SW+RDL+COL+UOS+NLL 40) 1.00 SW+RDL+COL+UOS+NLR 41) 1.00 1.11SWi1.11RDL+1.11COL+0.91EQL 42) 1.00 1.11SW+1.11RDL+1.11COL+0.91EQR 43) 1,00 1.OBSW+I.OBRDL+1.08COL+0.75RLL+0.68EQL 44) 1,00 1.08SW+1.08RDL+1.08COL+0.75RLL+0.6BEQR 45) 1,00 1.08SW+1.08RDL+1.08COL+0.68EQL 46) 1.00 1.08SW+1.08RDL+1.08COL+0.68EQR 47) 1.00 0.49SW+0.49RDL+0.91EQL 48) 1.00 0.49SW+0.49RDL+0.91EQR U16RO597A Page146 of189 Job : U16RO597A TnP CUB AIRCRAFT NUCOR RTTTT.nTNC9 GROOP T1at- 10-07-16 P-j- 1 Frame: MEZZ LT FRAMES @ FL 1 & 3 By : BG\trevor.black File: F31 *** DESIGN SUMMARY - FRAME REACTIONS AND DEFLECTIONS BY LOAD CASE *** ----- Global X ---- ----- Global Y ---- ---- Global Z --- Reaction Deflection Reaction Deflection Reaction Rotation Member Location (kips) (in) (kips) (in) (kip-ft) (deg) LOAD CASE 1 - SELF WEIGHT RAF01 Left 0.00 0..000 0.00 -0.000 0.00 -0.001 Right 0.-00 0.000 0.00 -0..000 0.00 0.006 COL01 Base 0.02 -n.00n 0.46 -O.non 0.00 (1,001 Top 0.00 0.,000 0,00 -0.000 0.00 -0..001 COL02 Base 0.00 -0.000 0.32 -0.000 0.00 -0:.004 Top -0.02 0.000 0.00 -0.000 0.00 0.006 -------- -------- Summation -0.00 0.78 LOAD CASE 2 - ROOF DEAD LOAD RAF01 Left 0.00 0.000 0.00 -0.008 0.00 -0.021 Right 0.00 0.000 0.00 -0.002 0.00 0.137 COL01 Base 0.31 -0.000 7.12 -0.000 0.00 0.010 Top 0.00 0.000 0.00 -0.006 0.00 -0.021 COL02 Base 0.00 -0.000 6.00 -0.000 0.00 -0.100 Top -0.31 0.000 0.00 -0.002 0.00 0.137 Summation -0.00 13.12 T.nAn GA.SE 3 - COLLATERAL DEAD LOAD RAF01 Left 0.00 0.000 0.00 -0.001 0.00 -0.002 Right 0.00 0.000 0.00 -0..000 0.00 0.015 COL01 Base 0.03 -0.000 0.79 -0.000 0.00 0,.001 Top 0.00 0.000 0.00 -0.001 0.00 -0.002 COL02 Base 0.00 -0.000 0.67 -0.000 0.00 -0.011 Top -0.03 0.000 0.00 -0.000 0.00 0.015 Summation -0.00 1.41 LOAD CASE 4 - SNOW ON LEFT SLOPE RAF01 Left 0.00 0.000 0.00 -0.007 0.00 -0.019 Right 0..00 0.000 0.00 -0.002 0.00 0.154 COL01 Base 0.28 -0.000 5.75 -0.000 0.00 0.009 Top 0.00 0.000 0.00 -0..005 0.00 -0.019 COL02 Base 0.00 -0.000 7.25 -0.000 0.00 -0.113 Top -0,28 0.000 0.00 -0.002 0.00 0.154 Summation -0.00 13.00 LOAD CASE 5 - USER OVERRIDE SNOW RAF01 Left 0.00 0.000 0.00 -0,.,005 U.00 -0.012 Right 0.00 0.000 0.00 -0.001 0.00 0.076 COL01 Base 0.17 -0.000 3.95 -0,000 0.00 0.006 Top 0.00 0.000 0.00 -0.003 0.00 -0.012 COL02 Base 0.00 -0.000 3.33 -0;000 0.00 -0.056 Top -0.17 0.000 0.00 -0.001 0.00 0.076 Summation -0.00 7.29` LOAD CASH: 6 - ROOF LIVE ON LEFT SLUPE RAF01 Left 0.00 0.001 0.00 -0.012 0.00 -0.031 Right 0.00 0.000 0.00 -0.003 0.00 0.198 COL01 Base 0.45 -0.000 10.28 -0.000 0.00 0.015 Top 0.00 0.001 0.00 -0.009 0.00 -0.030 COL02 Base 0.00 -0.000 8.67 -0.000 0..00 -0.145 Top -0.45 0.000 0.00 -0.003 0.00 0.198 Summation 0.00 18.11 LOAD CASE 7 - WIND CASE 1 TO RIGHT RAF01 Left 0.00 0.001 0.00 0.001 0.00 -0.001 Right 0.00 0.000 0.00 0.000 0.00 -0.035 COL01 Base 0.01 -0.000 -1.78 0.000 0.00 -0.000 Top 0.00 0.001 0.00 0.002 0.00 -0.001 COL02 Base -0,00 0.000 -1,54 0.000 0.00 0.025 Top -0.97 0.000 0.00 0.000. 0.00 -0.035 Summation 0.96 -3 32 LOAD CASE 8 - WIND CASE 1 TO LEFT RAF01 Left 0.00 -0.000 0.00 0.001 0.00 0.003 Right 0.00 -0.000 0.00 0.000 0.00 -0,013 COL01 Base -0.05 0-.000 -0.68 0..000 0.00 -0.001 Top 0.00 -0.000 0.00 0.001 0.00 0.003 COL02 Base -0.00 0.000 -0.56 0.000 0.00 0.009 U16RO597A Page 147 of 189 Job : U16RO597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-03-16 Page: 2 Frame: MEZZ LT FRAMES @ FL 1 & 3 By : BG\trevor.black File: F31 *** DESIGN SUMMARY - FRAME REACTIONS AND DEFLECTIONS BY LOAD CASE "'* ----- Global X -- Global Y ---- ---- Global Z --- Reaction Deflection Reaction Deflection Reaction Rotation Member Location (kips) (in) (kips) (in) (kip-ft) (deg) LOAD CASE 8 - WIND CASE 1 TO LEFT Top 0.32 -0.000 0.00 0.000 0.00 -0.013 Summation �0.27 1.24 LOAD CASE 9 - WIND CASE 2 TO RIGHT RAFO1 Left 0.00 0.000 0.00 0.003 0.00 0.006 Right 0.00 0.000 0.00 0.001 0.00 -0.059 COL01 Base -0.09 0.000 -3.07 0.000 0.00 -0.003 Top 0.00 0.000 0.00 0.003 0.00 0.006 COL02 Base -0.00 0.000 -2.60 0.000 0.00 0.043 Top -0.25 0.000 0.00 0.001 0.00 -0.059 Summation 0.39 5.67 LOAD CASE 10 - WIND CASE 2 TO LEFT RAF01 Left 0.00 -0.001 0.00 0-.003 0.00 0.011 Right 0.00 -0.000 0.00 0.000 0.00 -0.037 COL01 Base -0.16 0.000 -1.96 0.000 0.00 -0.005 Top 0.00 -0.001 0.00 0.002 0.00 0.011 COL02 Base 0.00 0.000 -1.62 0.000 0.00 0.027 Top 1.04 -0.000 0.00 0..000 0.00 -0.037 Summation 0.88 Y-3.58 LOAD CASE 11 - LONG, WIND 1 TO BACK RAFO1 Left 0.00 -0.001 0.00 0.002 0.00 0.008 Right 0.00 -0.000 0.00 0.000 0.00 -0.035 COL01 Base -0.12 0.000 -1.81 0.000 0.00 -0.004 Top 0.00 -0.001 0.00 0.002 0.00 0.008 COL02 Base -0.00 0.000 -1.51 0.000 0.00 0.026 Top 0.61 -0.000 0.00 0.000 0.00 -0.035 Summation 0.49 ----1.32 LOAD CASE 12 - LONG. WIND 1 TO FRONT RAFO1 Left 0.00 -0.001 0.00 0.001 0.00 0.005 Right 0.00 -0.000 0.00 0.000 0.00 -0.013 COL01 Base -0.07 0.000 -0.68 O.DDG 0.00 -0.002 Top 0.00 -0.001 0.00 0.001 0.00 0.005 COL02 Base -0.00 0.000 -0.56 0.000 0.00 0.010 Top 0.52 -0.000 0.00 0,000 0.00 -0.013 Summation 0.45 -1.24 LOAD CASE 13 - LONG. WIND 2 TO BACK RAF01 Left 0.00 -0.001 0.00 0.004 0.00 0.016 Right 0.00 -0.000 0.00 0.001 0.00 -0.059 COL01 Base -0.23 0.000 -3.10 0.000 0.00 -0.007 Top 0.00 -0.001 0.00 0.003 0.00 0.016 COL02 Base -0.00 0.000 -2.57 0.000 0.00 0.044 Top 1.33 -0.000 0.00 0.001 0.00 -0.059 Summation 1.11 -5.67 LOAD CASE 14 - LONG. WIND 2 TO FRONT RAF01 Left 0.00 -0.001 0.00 0.003 0.00 0.012 Right 0.00 -0.000 0.00 0.000 0.00 -0.038 COLO1 Base -0.18 0-.000 -1..97 0.000 0.00 -0.005 Top 0.00 -0.001 0.00 0.002 0.00 0.012 COL02 Base 0.00 0.000 -1.62 0.000 0.00 0.028 Top 1.24 -0.000 0.00 0.000 0.00 -0.03B Summation 1.06 -3.58 LOAD CASE 15 - SEISMIC TO RIGHT RAF01 Left 0.00 0.011 0.00 -0..001 0.00 -0.008 Right 0.00 0.000 0.00 0.000 0.00 0.001 COL01 Base 0.03 -0.000 0.21 -0..000 0.00 -0.004 Top 0.00 0.011 0.00 -0..000 0.00 -0.008 COL02 Base 0.00 -0.000 -0.21 0.000 0.00 -01.001 Top -11.85 0,000 0.00 0,000 0.00 0.001 Summation -11.61 r 0.00 U16RO597A Page 148 of 189 Job : U16RO597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-03-16 Page: 3 Frame: MEZZ LT FRAMES @ FL 1 S 3 By : BG\trevor.black File: F31 **• DESIGN SUMMARY - FRAME REACTIONS AND DEFLECTIONS BY LOAD CASE — ----- Global X ---- ----- Global Y ---- ---- Global Z --- Reaction Deflection Reaction Deflection Reaction Rotation Member Location (kips) (in) (kips) (in) (kip-ft) (deg) LOAD CASE 15 - SEISMIC TO RIGHT LOAD CASE 16 - SEISMIC TO LEFT RAF01 Left 0.00 -0.011 0.00 0.001 0.00 0.008 Right 0.00 -0,000 0.00 -0.000 0.00 -0.001 COLO1 Base -0.03 0.000 -0.22 0.000 0.00 0.004 Top 0.00 -0.011 0.00 0.000 0.00 0.008 COL02 Base -0.00 0..000 0.21 -0.000 0.00 0.001 Top 11.85 -0.000 0.00 -0.000 0.00 -0.001 Summation 11.81 0.00 U16RO597A Page 149 of 189 Job : U16RO597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-06-16 Page: 1 Frame: MEZZ LT FRAMES @ FL 1 6 3 By : BG\trevor.black File: F31 - DESIGN SUMMARY REPORT - ______ __________»-T_____-__-_---------------------------__--_---__ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ----------______----------------- ------------ ____ _____..___________-__-_-----------------------_-_---------- 1 F6.50 F6.25 W188 6 4 -0.9 0.01 90.9 0.57 0.57 0.57 5 6 15.63 0.56 0.73 0.52 Chkpt 1 6 Depth 20.00 20.00 Section I 1 I ----------------------------------------------------------- width thick Fy I ___- -- - -------------------------------------------------------- T/L Flg 6.0 0.5000 55.00 Web 0.1875 55.00 B/R Fig 6.0 0.2500 55.00 I Built Up Column - COLO1 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F6.25 F6.25 W150 6 10 -18.5 0.22 7.2 0.11 0.13 0.33 6 9 0.82 0.04 0.06 0.06 Chkpt 1 10 Depth 12.50 12.50 Section I 1 ------------------------------------- -_.... I width thick Fy I -_-------------------------------------------------- __ -----••-___--�_ --__ T/L Flg 6.0 0.2500 55.00 Web 0.1500 55.00 I B/R Fig 6.0 0.2500 55.00 1 Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ___________________________________________________________________---------------------------- ----_------��-_------�--. 1 F5.19 F5.19 W125 5 11 -15.6 0.19 0.0 0.00 0.00 0.19 6 11 -0.11 0.01 0.01 0.01 Chkpt 11 12 Depth 12.38 12.38 Section I 1 I -----'----------- ---------------------'-_-__-----_------'---------------- I width thick Fy I ---------------------------_-_------------------------------ -_-- T/L Fig 5.0 0.1875 55.00 Web 0.1250 55.00 B/R Fig 5.0 0.1875 55.00 Frame Weight (lbs) = 736 Deflections (in): Seismic dx = 0.01 - H/ 9274 SEISMIC TO RIGHT Story Drift = 0.04 - 0.000H SEISMIC TO RIGHT Drift Index = 0.00 1.08SW+1.08RDL+1.08COL+0.75RLL+0.68EQL Maximum dx = 0.01 - H/ 9658 1.11SW+1.11RDL+1.11COL+0.91EQR Maximum dy -0.47 = L/ 548 @ MOD 1, SW+RDL+COL+RLL Max. Live dy -0.26 = L/ 985 @ MOD 1, SW+RDL+COL+RLL U16RO597A Page150 of189 NUCOR BUILDINGS GROUP Job # U16RO597A Job Name TOP CUB AIRCRAFT Frame MEZZ PF @ LINE J.9 Date 10/3/2016 Designer BG\trevor.black File F90.nfr App Version 2015.7.2.3 F RAN E D S SC R I P T 10 N Frame type RCS Frame width 25.50 Ft. Bay width 0.00 Ft. LEFT RIGHT Dim to ridge 25.50 Ft. 0.00 Ft. Roof slope 0.00/12 0.00/12 Ea- height 11.00 Ft. 11.00 Ft. Girt offset 8,00 In. 0.00 In. Typ. Girt spacing 0.00 Ft. Purl in offset 6.50 In. 6.50 In. Typ. Purlin spacing: 20.00 Ft. Col. spacing 25.5000 Supports / Spring Constants COLD - COL02 - Bottom V H Column Bracing: WP1 Girt Brace Flange Brace Location (ft): WP2 Girt Brace Flange Brace Location (ft): Other Braces: Column Left Brace Right Brace Location (ft): -------------------------------------- L O A D f NG C O N D I T I O NS Building Code & Year IBC 2012 Occupancy Classification II-Standard Buildings AISC Specification 2010 ASO L O A D S (Pat) Roof Dead load 3.00 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 17.50 Floor dead load 38.50 Floor live load 65.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.042 S1 = 0.354 Seismic Design Category = D Site Class = D R= 3.50 Cd = 3.00 Sds = 0.752 Sd1 = 0.399 rho = 1.30 omega = 3.000 Wind speed 110.00 Mph Exp. 4 C Wind pressure 22.35 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0,000 -0,870 -0.550 0.000 -0..630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) WPl 0.00 WP2 0.00 RP1 0.00 ------_-"'"'--------------------- P R O G R A M - A P P L I E D L 0 A D S ----------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 0.000 0.000 0.000 25.500 COL RP1 0.000 0.000 0.000 25.500 SL RP1 0.000 0.000 0.000 25.500 UOS RP1 0.000 0..000 0.000 25.500 RLL RPI 0.000 0.000 0.000 25.500 W1R WP1 0.000 0.000 0.000 11.000 W1R WP2 0.000 0.000 0.000 11.000 W1L WP1 0.000 0.000 0.000 11.000 U16RO597A Page 151 of 189 W1L WP2 0.000 0.000 0.000 11.000 W2R WP1 0.000 0.000 0.000 11.000 W2R WP2 0,000 0.000 0.000 11.000 W2L WP1 0,000 0.000 0.000 11.000 W2L WP2 0,000 0.000 0.000 11.000 W5B WP1 0.000 0,000 0.000 11.000 W5B WP2 0.ON U.000 0.000 11.000 W5F WP1 0,000 0.000 0.000 11.000 W5F WP2 0.000 0.000 0.000 11.000 W6B WP1 0.000 0.000 0.000 11.000 W6B WP2 0,000 0:000 0.000 11;000 W6F WP1 0.000 0.000 0.000 11.,000 W6F WP2 0,000 0.000 0.000 11,000 EQR RP 0.000 0.000 0.000 25.500 EQL RPl 0.000 0.000 0.000 25,.500 --------------------------------------- U S E R - A P P L I E D L O A D S Load On Start End Start End Case Panel Load Load Loc Loc Special Klf KIf Ft. Ft. Load # Description FDL RP1 -0.138 -0.138 0.000 25.500 P-1 FLOOR LOADS FLL RPI -0.195 -0.195 0.000 25.500 P-2 FLOOR LOADS Load On Bor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description COL SPAN1 0.000 -3.500 0.000 18.000 C-4 STAIR LOAD EQR COL01 26.000 0,000 0.000 10.000 C-1 SEISMIC EQL COL02 -26.000 0.000 0.000 10.000 C-2 SEISMIC RIG COL01 10.000 0.000 0.000 10.000 C-3 RIGIDITY ---------------------------------- L O A D C 0 M B I N A T I O N S ASR Cases 1) 1.00 SW+RDL+COL+FDL+NLL 2) 1.00 SW+RDL+COL+FDL+NLR 3) 1.00 SW+RDL+COL+FDL+FLL+NLL 4) 1.00 SW+RDL+COL+FDL+FLL+NLR 5) 1.00 SW+RDL+COL+SL+FDL+NLL 6) 1.00 SW+RDL+COL+SL+FDL+NLR 7) 1.00 SW+RDL+COL+RLL+FDL+NLL B) 1.00 SW 9) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+NLL 10) 1.00 SW+RDL+COL+0.75SL+FDL+0,75FLL+NLR 11) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+NLL 121 1.00 1W+RDL+COL+0.75RLL+FDL+0.75FLL+NLR 13) 1.00 SW+RDL+FDL+0.6OW1L+NLL 14) 1.00 SW+RDL+FDL+0.60W1L+NLR 15) 1.00 SW+RDL+FDL+0.6OW2L+NLL 16) 1.00 SW+RDL+FDL+0.60W2L+NLR 17) 1.00 SW+RDL+FDL+0.60WIR+NLL 18) 1.00 SW+RDL+FDL+0.6OW1R+NLR 19) 1.00 SW+RDL+FDL+0.6OW2R+NLL 20) 1.00 SW+RDL+FDL+0.60W2R+NLR 21) 1.00 0.60SW+0.60RDL+0.60FDL+0.6OWlL+NLL 22) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W1L+NLR 23) 1.00 0.60SW+0.60RDL+0.60FDL+0.6OW2L+NLL 24) 1.00 0.60SW+0.60RDL+0.60FDL+0.6OW2L+NLR 25) 1.00 0.60SW+0.60RDL+0.60FDL+0.6OW1R+NLL 26) 1.00 0.60SW+0.60RDL+0.60FDL+0,6OWlR+NLR 27) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W2R+NLL 28) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W2R+NLR 29) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W1L+NLL 30) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W1L+NLR 31) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W2L+NLL 32) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W2L+NLR 33) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W1R+NLL 34) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W1R+NLR 35) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W2R+NLL 36) 1.00 SW+RDL+COL+0,75SL+FDL+0.75FLL+0.45W2R+NLR 37) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W1L+NLL 38) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W1L+NLR 39) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0,45W2L+NLL 40) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W2L+NLR 41) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W1R+NLL 42) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W1R+NLR 43) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W2R+NLL 44) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W2R+NLR 45) 1.00 SW+RDL+FDL+0.6OW5B+NLL 46) 1.00 SW+RDL+FDL+0.6OW5B+NLR 47) 1.00 SW+RDL+FDL+0.60W6B+NLL 48) 1.00 SW+RDL+FDL+0.6OW6B+NLR 49) 1.00 SW+RDL+FDL+0.60W5F+NLL 50) 1.00 SW+RDL+FDL+0.60W5F+NLR 51) 1.00 SW+RDL+FDL+0.60WGF+NLL 52) 1.00 SW+RDL+FDL+0.60W6F+NLR 53) 1.00 0.60SW+0.60RDL+0.60FDL+0.6OW5B+NLL 54) 1.00 0.60SW+0.60RDL+0.60FDL+0.6OW5B+NLR 55) 1.00 0.60SW+0.60RDL+0.60FDL+0.6OW6B+NLL 56) 1.00 0.60SW+0.60RDL+0.60FDL+0.6OW6B+NLR 57) 1.00 0.60SW+0.60RDL+0,60FDL+0.60W5F+NLL 58) 1,00 0.60SW+0.60RDL+0.60FDL+0.6OW5F+NLR 59) 1.00 0.603W+0.60RDL+0.60FDL+0.6OW6F+NLL 60) 1.00 0.60SW+0.60RDL+0.60FDL+0.60W6F+NLR 61) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W5B+NLL 62) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0,45W5B+NLR 63) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W6B+NLL 64) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W6B+NLR 65) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W5F+NLL 66) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W5F+NLR 67) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W6F+NLL 68) 1.00 SW+RDL+COL+0.75SL+FDL+0.75FLL+0.45W6F+NLR 69) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W5B+NLL 70) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W5B+NLR 71) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0.45W6B+NLL U16RO597A Page152 of189 72) 1.00 S[9+F.DL+COL+n,75RLL+FDL+n,75 FLL+n,45W5p+NLR. 73) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLL+0,45W5F+NLL 74) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75FLLA 0,45 W5F+NLR 75) 1.00 SW+RDL+COL+0.75RLL+FDL+0.75E'LL+0,45W6F+NLL 76) 1.00 SW+RDL+COL+0,75RLL+FDL+0.75FLL+0,45W5F+NLR 77) 1.00 SW+RDL+COL+UOS+FDL+NLL 78) 1.00 SW+RDL+COLIUOS+FDL+NLR 79) 1.00 1.11SW+1,11RDL+1.11COL+1.11FDL+0,91EQL 80) 1.00 1.11SW+1.11RDL+1.11COL+l.11FDL+0.91EQR 81) 1.00 la_08SW+1.OBRDL+I.OBCOL+I.OBFDL+O,75FLL+0.68EQL 82) 1,00 1.08SW+1.08RDL+I.OBCOL+I.OBFDL+0.75FLL+0.68EQR 83) 1.00 0.49SW+0.49RDL+0.49FDL+0.91EQL 84) 1.00 0.49SW+0.49RDL+0.49FDL+0.91EQR U16RO597A Page153 of189 Job : U16RO597A TOP CUB AIRCRAFT NUCOR BUILDINGS GROUP Date: 10-10-16 Page: 1 Frame: MEZZ PF @ LINE J.9 By : BG\trevor.black File: F90 - DESIGN SUMMARY REPORT ----------------------------------------------------------------------------------------------------------------------------------- Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR ----------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R -___-----------`-----------------..---_ ...---_-_-�. --- ---------- ��_ 1 F8.63 F8.63 W275 79 1 -12.9 0.03 -118.2 0.29 0.29 0.31 80 7 -15.41 0.20 0.56 0.56 Chkpt 1 7 Depth 23.50 23.50 Section I 1 I ---------------------------------------_ I width thick Fy I __---W-------------------------------- ------ - --------------------_----�---_ T/L Flg 8.0 0.6250 55.00 Web I 0.2750 55.00 I B/R Flg 8.0 0.6250 55.00 I ----------------------------------------------------------------------------- Built Up Column - COLO1 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R -------------------------------------------"""'___--_---------------------------------- --_--___�_- 1 F8.38 F8.75 W375 79 11 -14.0 0.09 111.2 0.63 0.63 0.65 79 8 -12.93 0.13 0.77 0.99 Chkpt e 11 Depth 13.12 13.12 Section I 1 I width thick Fy I AA------------------------------------ ---___---_-_�___-_ T/L Flg 8.0 0.3750 55.00 I Web 0.3750 55.00 I B/R Flg 8.0 0.7500 55.00 I Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R -----------------------------"___-------- ------------------------------- 1 F8.75 F8.38 W375 80 15 -15.5 0.05 111.2 0.63 0.63 0.65 80 12 12.92 0.13 0.99 0.77 Chkpt 12 15 Depth 13.12 13.12 Section I I I I width thick Fy I -------_- �Y_-_ _ -__"____-----'---------------------------------W�'- T/L Flg I 6.0 0.7500 55.00 1 Web I 0.3750 55.00 1 B/R Fig I 8.0 0.3750 55.00 Frame Weight (lbs) = 2023 Deflections (in): Seismic dx = 0.76 = H/ 133 SEISMIC TO RIGHT Story Drift = 2.29 = 0.023H SEISMIC TO RIGHT Drift Index = 0.00 1.08SW+1.08RDL+1.08COL+1.08FDL+0.75FLL+0.68EQR Maximum dx = -0.70 = H/ 145 1.11SW+1.11RDL+1.11COL+1.11FDL+0.91EQL Maximum dy = -0.08 = L/ 3708 @ MOD 1, 1.11SW+1.11RDL+1.11COL+1.11FDL+0.91EQL Max. Live dy = -0.02 = L/ 9999 @ MOD 1, SW+RDL+COL+FDL+FLL U16RO597A Page154 of189 NUCOR BUILDINGS GROUP Job ff U16R0597A Job Name TOP CUB AIRCRAFT Frame MEZZ PF @ LINE JA Date : 10/3/2016 Designer BG\trevor.black File F90.nfr App Version ; 2015.7.2.3 ______________«_«_«------------ C O N N E C T I 0 N S U M M A R Y -------------------------------- Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Root Web tv/N'v Weld Weld Weld Areq/A req/(W1+W2) V43req/W3 Weld Areq/A W4req/W4 Stiff. No. 'theta Axial Slope Mall Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Mall Stiff. Degrees Ratio ---------«««-----------------------------------------------_- 0.00:12 W375 0.77 FWS3 FWR5 1.00 0.00 0.92 FWS3 0.61 1.03 0 ---------"-----------------------------------------------------------------------------»- -----------«--_--__ width thick Fy height depth length I I width thick length Fy I _-_--_-___«-- -____«_-«----------------W««--------------___-____---- Top Plate 8.0 0.6250 55.0 12.00 1 Stiffener Web 0.3750 55.0 22.25 12.00 1 Bot Plate 4.0 0.3750 50.0 1 12.00 1 Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Mall Stiff. Degrees Ratio «_----------««-----------------«____-___-«____-__«««_«-«««-«--«___«______-__-____..__________________«_-«-----«___ 0.00:12 W375 0.76 FWS3 FWR5 1.00 0.00 0.92 FWS3 0.61 1.02 0 ------»---'-----"----------Y I width thick F I height depth length I width thick length Fy I -------«--------------------«-_--_____«-___--_---.._-»_-____--__-_-__-__«__«_«--_--__-_--_-_..»»-»---»..»-____----------- Top Plate I 8.0 0.6250 55.0 1 12.00 I Stiffener ( 1 Web 0.3750 55.0 1 22.25 12.00 1 1 1 Bot Plate 4.0 0.3750 50.0 1 12.00 1 Splice Connection - Moment Connection from COL01 To RAF01 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matt Matt Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio 4BE 8-1.250-H 53 -28.13 -22.10 269.4 0.49 0.48 53 -26.13 22.10 269.4 0.34 «-----------------'------------ 1 I left right width thick, length Fy 1 size size -----..«-«--- ---«--------« ------------- Left Plate 110.0 1.250 32.00 55.0 'fop Weld FWD4 FWD4 I Right Plate 1 10.0 1.250 32.00 55.0 Web Weld WP14 WP14 1 Stiffener 1 0.0 0.000 0.00 0.0 Bottom Weld FWD4 FWD4 I Splice Connection - Moment Connection from RAF01 To COL02 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matt Matl oly/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------ ----'-« -----------------------------------------------------------------------'--------•-----»---_-_-_-___-- 4BE 8-1.250-H 49 -28.12 22.06 269.6 0.48 0.49 49 28.12 22.06 269.6 0.34 ----------_'«---«--------------«-------------------------------- ------------ -------------------------- I I I left right I width thick leayLh Fy I size size Left Plate 110.0. 1.250 32.00 55.0 1 Top Weld FWD4 FWD4 1 Right Plate 1 10.0 1.250 32.00 55.0 Web Weld I WP14 WP14 I Stiffener ( 0.0 0.000 0.00 0.0 Bottom Weld I FWD4 FWD4 I Base Plate - COL01 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear ft/Ft fv/Fv ASTM Mall oty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ----------«««««-«_--««_«««_---_»«____-__««_____««-_---___-«--___--__`--_ F8.38 4-1.000 FWS3 FWS3 FWS3 0.04 0.14 0.55 0.37 0.47 0.66 F1554 Gr.36 «««------«-«--------------------------------«-----«---«-----«--- ________ I width thick length Fy I -------------------------------_---«_«--_«_______________«_-_________«-«--__-«-_«-----«-«»--------------------------- Base Plate 1 8.00 0.375 13.00 55.0 1 Base Plate - COL02 Base T/L B/R ---------- WELD ---------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matt Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design «__«--«---------«--««--««-_---_-----«-«___-______ F8.36 4-1.000 FWS3 FWS3 FWS3 0.84 0.14 0.55 0.37 0.47 0.66 F1554 Gr.36 width thick length Fy I ----___-_«----------_«--------------------------------------------------------------------"- Base Plate 1 8.00 0.375 13.00 55.0 1 Splice Load Combinations: No. ASR Cases «I 1.00 SW + RDL + COL + FDL 2 1.00 SW + RDL + COL + FDL + FLL 3 1.00 SW + RDL + COL + SL + FDL 4 1.00 SW + RDL + COL + RLL + FDL 5 1.00 SW + RDL + COL + 0.75SL + FDL + 0.75FLL 6 1.00 SW + RDL + COL + 0.75RLL + FDL + 0.75FLL U16RO597A Page155 of189 7 1.00 SW + ROL + FDL + 0,60WlL 8 1.00 SW + RDL + FDL + 0.60W2L 9 1.00 SW + RDL + FDL + 0.60WlR 10 1.00 SW + RDL i FDL + 0.60W2R 11 1,00 0.60SW + 0.60RDL + 0.60FDL + 0.60W1L 12 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W2L 13 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W1R 14 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W2R 15 1.00 SW + RDL + COL + 0.75SL + FDL + 0.75FLL + 0.45W1L 16 1.00 SW + RDL + COL + 0,75SL + FDL + 0.75FLL + 0.45W2L 17 1.00 SW + RDL ♦ COL + 0,75SL + FDL + 0.75FLL + 0.45W1R 18 1.00 SW + RDL + COL + 0.75SL + FDL + 0.75FLL + 0.45W2R 19 1.00 SW + RDL + COL + 0.75RLL ♦ FDL + 0.75FLL + 0.45W1L 20 1.00 SW + RDL + COL + 0.75RLL ♦ FDL + 0.75FLL + 0.45W2L 21 1.00 SW + RDL + COL + 0.75RLL ♦ FDL + 0.75FLL + 0.45W1R 22 1.00 SW + RDL + COL + 0.75RLL + FDL + 0.75FLL+ 0.45W2R 23 1.00 SW + RDL + FDL + 0.60W5B 24 1.00 SW + RDL ♦ FDL + 0.60W6B 25 1.00 SW + RDL + FDL + 0.60W5F 26 1.00 SW + RDL + FDL + 0.60W6F 27 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W5B 28 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W6B 29 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.60W5F 30 1.00 0.60SW + 0.60RDL + 0.60FDL + 0.6OW6F 31 1.00 SW + RDL + COL + 0,75SL + FDL + 0.75FLL + 0.45W5B 32 1.00 SW + RDL + COL ♦ 0.75SL + FDL + 0.75FLL + 0.45W6B 33 1.00 SW + RDL ♦ COL + 0.75SL + FDL + 0.75FLL + 0.45W5F 34 1.00 SW + RDL ♦ COL + 0.75SL + FDL + 0.75FLL + 0.45W6F 35 1.00 SW + RDL + COL i 0.75RLL + FDL + 0.75FLL + 0.45W5B 36 1.00 SW + RDL ♦ COL ♦ 0.75RLL + FDL + 0.75FLL + 0.45W6B 37 1.00 SW + RDL + COL 1 0.75RLL + FDL ♦ 0.75FLL + 0.45W5F 38 1.00 SW + RDL ♦ COL ♦ 0.75RLL + FDL + 0.75FLL + 0.45W6F 39 1.00 SW + RDL ♦ COL + UOS + FDL 40 1.00 1.11SW + 1.11RDL + 1.11COL + 1.11FDL + 0.91EQL 41 1.00 1.11SW + 1.11RDL + 1.11COL ♦ 1.11FDL + 0.91EQR 42 1.00 1.08SW + 1.08RDL + 1.08COL ♦ 1.08FDL ♦ 0.75FLL + 0.68EQL 43 1.00 1.08SW + 1.08RDL ♦ 1.08COL 1.08FDL ♦ 0.75FLL + 0.66EQR 44 1.00 0.49SW + 0.49RDL + 0.49FDL ♦ 0.91EQL 45 1.00 0.49SW + 0.49RDL + 0.49FDL ♦ 0.91EQR 46 1.20 Special Seismic 47 1.20 Special Seismic 48 1.20 Special Seismic 49 1.20 Special Seismic 50 1.20 Special Seismic 51 1.20 Special Seismic 52 1.20 Special Seismic 53 1.20 Special Seismic U16RO597A Page 156 of 189 4BE Connection for Intermediate Moment Frame per AISC 3S8 Chapter 6 Version:2015.11.18(Date:11118115)By NBG-GS Job Number: U16ROS97A Job Name: Top Cub Aircraft Eng: TWB Frame:j F90 Connx No's: 13.59 ft Input Variables Endplate: Fun 1 Rafter Flange: FS-6; Bolt Size: 1-1r1 tp: 1.25 tbf: 0.625 Bolt Type: A,191i bp: 10 bbf: 8 Std.Mat'I: Y Fyp: 50 Fybf: 55 Rafter Total Depth: 23.50" Fup: 65 Fubf: 70 Rafter Web Thk: 0.275" Std.Mat'I: N Std.Mat'I: Y Rafter Clear Span: 22.8333' Vg: 4.80 kips Col Flange: F1s.`o Req'd Rafter FB Force: 15.70 kips Col Web Thk: 0.375"1 Col Total Depth: 13.13" Req'd Column FB Force: 12.32 kips Output Information M Bolt I`L�»I.. in 1 25D Left"late Bolt Check: 0.99 vK a �2 Endplate Check: 0.91 OK 10x1.250 Right Plate Epl Shear Yielding: 0.65 OK 8-1.250-H Bolt Qty-Dia Epl Shear Rupture: 0.89 OK 2.000/4.625 Pf/Pb override Bolt Shear: 0.33 OK CJP1#/CJP1t top welds Bolt Bearing: 0.15 OK CJP1#/CJP1# bottom welds Span Check: 11.66 OK WP13t web weld Compact Flanges: 0.73 OK KVEUEU connx code 5.5 Ps/Gage Special Notes for Detailing--> t Return weld on backside of both the column knee and rafter web to endplate on must be a minimum of 8"long starting at the inside face of both flanges. t Fla nge/ca p-pl ate/horz.-stiffener-to-end plate welds all require an FWS5 reinforcement on the inside of the flange. • Flange-to-web weld on rafter only must be reinforced with a FWS4 weld 23.5"long starting at the connx plate. • The first 23.5"of the rafter is considered the'Protected Zone'per ANSI/AISC 341-05 Section 7.4. No welded or bolted connections are permitted in this zone. • ALL Welds in this connection must use Weld Metal that qualifies as'Demand Critical'per ANSI/AISC 341-05 Section 7.3b. This section requires that the weld material demonstrate a CVN Toughness of 20 ft-lb at-20°F and 40 ft-lb at 70°F as certified by the manufacturer. • Per AISC 358-10,"Within a zone extending from 12 in.(300 mm)above the upper beam flange to 12 in.(300 mm)below the lower beam flange,unless specifically indicated in this Standard,the column webs and flanges shall be connected using UP groove welds with a pair of reinforcing fillet welds.The minimum size of the fillet welds shall be the lesser of 5/16 in.(8 mm)and the thickness of the column web. Special Notes for Design Reference Only--> • Please be sure to note on all frame cross-sections supplied to Detailing using this connection the following: "All CIP welds on this frame,including flange and web splices,require NDT Examination." • It is acceptable for the rafter and the column at this connection to be tapered(per Commentary Section C6.3). • 55 ksi steel is deemed acceptable for IMF's based on the suitability criteria outlined in ANSI/AISC 341-05 Commentary Section C6.1,which are the receiving standards we require for ASTM A529 Grade 55 steel. • Based on the results of Research Report MBMA 98-03 By Dr.Tom Murray of Virginia Tech,webs of the rafter and column are not required to be held to the compactness limitations of ANSI/AISC 341-05 Section 8.2a or 8.2b. • Per AISC 358-10,"The depth of built-up wide-flange columns shall not exceed that for rolled shapes,i.e.W36x800. U16RO597A Page 157 of 189 Nucor Building Systems BIFOLD TUBE HEADER Page: Of: Design Calculations BSW OF MAIN BLDG By: Date: 10/10/2016 HORZONTAL LOADS-DEAD Check: Date: X Rev.: 2013.12.31 Date: 12/31/2013 a b c model w ' Partially Distributed Uniform ma's``.'� �� &Linear Loads(+),w(klf) (modelled as equivalent uniform load) a b P Point Loads P(kips) x(feet) Point Load(+),P(laps) P1 = 15.8700 4.0000 P2= 2.1200 12.0000 P3= 15.8700 20.0000 Uniform Load(+),w(klf) P4= ii P5 Span=L P6 ^ O P7= I3 Pg= S an: 24.0000 Fect P9= P10= PI1— P12= Full Stwn Uniform Loads Linear and Nutialls Distributed Unifonn Loads P13= w(klt) ws(kit) we(klt) a(ft) b(ft) P]4= 'A1 Il = P15= w2= 12= P16= v3= 13= P]7= w4= 14= P18= w5= 15= P19= 16=1 P20= End Reactions(Kips) RA 16.93 Ru 16.93 Shear Envelope(Kips) umax= 16.93 Umin= -16.93 Moment Envelope(Ft-Kips) MA= 0.0000 MB— 0.0000 Minterior +�= 76.2000 Minterior -�= 0.0000 Pin-Pin Simple Span Beam: Input U16RO597A Page 158 of 189 N V=C3 St Project No.: Ul 6RO597A IB U N L iO 11IV G S GROUP Description: IMF FB SUPPORT A DIVISION OF WCOR CORPORATION Engineer; TWB BEAM-COLUMN S.S.(AISC 14th Edition) Date t 10/10/2016 MAIN REPORT:DESIGN SUMMARY Version:2015.04.22(Date:04/22/15)By NBG S xin and Loading Conditions GENERAL,INFORMATION Remarks Member Length Lbr ft. 24.00 Assumes Lbx=L Unbraced Length-Minor Lbv ft. 24.00 Consideration of Tension Field Aclion for Shear FALSE FALSE FALSE FALSE <=See cell comment&Chapter G. Clear Distance between Transverse Stiffeners a in <=See cell comment&Section G2. Lateral-torsional buckling factor Cb 1.000 1.000 1.000 1.000 <= See cell continent Kx Factor K, 2.100 1.000 1.000 1.0_00 Ky Factor K 1.000 L000 1.000 L000 Kz Factor K 1.000 1.000 1.000 1.000 <= See cell comment SECT70M GEOMETRY outside flsng&(Olr) Select Wide-flange or Built-up Section: BU None None None Y-wds bof--� Section Description: 1100x39 - - - Enter WF-Section: tof Total Depth d in- 9.750 - -- - Web Thickness t,,. in. 0.188 - - - X-e7ris d Outside Flange Width bor in. 8.000 - -- - _tw Outside Flange Thickness tof in. 0.625 - - - Inside Flange Width b,t in. 8.000 - t if Inside Flange Thickness t;r in. 0.625 - - R b;f MATERIAL 1MFORMA7IOM Material Strength F, ksi 55 55 55 55 Elastic Modulus E ksi 29,000 29.000 29,000 29.000 Standard for steel shown Shear Modulus G ksi 11.200 11,200 11,200 11.200 Standard for steel shown Flange Yield Strength F r ksi 55 55 55 55 Web Yield Strength F ksi 1 55 55 55 55 Ultimate Strength F„ ksi 70 1 70 70 70 APPLae'D LOADS I Applied Loading includes second order effects. Factor ofSal'l y(Allowable Stress Factor) Sr 1.000 1.000 1.000 1.000 ,Axial(compression=>+pas., tension=>-neg.) P, kips Shear(absolute value) V, kips 16.930 Major Axis(x-axis) Moment(outside flange in compression=>+pos.) M, ft-kip 76.200 Shear(absolute value) Vr kips 0.310 Minor Axis(y-axis) Moment(absolute value) M ft-kip 2.000 Des[ u Results: ASD I Remarks ASD Combined Strength Ratio CSR 0.905 - Eq.111-la or Hl-lb ASD Shear Strength Ratio(x-axis) V,Y/V,, 0.536 - -- Major Axis(x-axis) ASD Shear Strength Ratio(y-axis) V c, 0.002 - - - Minor Axis(y-axis) Deflection Results �t,�'of-.,i. Remarks Deflection Limits(about x-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e.360=L/360) Maximum Deflection(about x-axis) :71 A„, in. - 1.600 in. 0.000 in. 0.000 in. 0.000 in. Member Deflection(about x-axis) A,-as in. 1.249 in. - - - A< Ann Deflection Results 'iill;i-.ix+. U Remarks Deflection Limits(about y-axis) L/180 L/180 L/180 L/180 Limits as numerals(i.e-360=U360) Maximum Deflection(about y-axis) Am„ in. 1.600 in. 0.000 in, 0.000 in. 0.000 in. Member Deflection(about y-axis) A„..,L ill. 0.134 in. - - Ay,s S A_. a= n R�� M 2 0 I D O F � c a o- � 6 m ' lD IL ` a" a•, D- E� a 'cgry °P a a i c �c . °u C w z` ° F --- 8 -: 4 ixas'r' 000 ? � v,iQi,0`4 n-C 7 J 7 O �� a~ I'" 3 '^,,, ..NM y u+W nm PO•.NM aP,°Hoop nti NM amunm Po g = C M V�mnmP��.+•-� .-�NNNN N NN rvN NMMMM MMMMMM q u n C � e MYW U Y Y X Y X Y Y Y GL 0000000000 u n 4�P3 9c: a av 'ai a � a s A C °a is - c c I0 0}0 Loo a Z E -- -- - V O E 2 °.. m e r _ n of g� �° $ �.UU000V4VUU - 3 C - - -e IL 5 M MM i� m vci•'ni�«Ni 1•' a_ 3- 2 � a o u aV Q9 .. 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Box 907 1050 North Watery Lane Brigham City, UT 84302 STRUCTURAL DESIGN CALCULATIONS FOR HCI Steel Buildings LLC 17833 59th Ave NE, Suite C Arlington, WA 98223 Top Cub Aircraft 17922 59th DR NE Arlington, WA 98223 U16RO597A BUILDING LAYOUT Width (ft)= 130.0 Length (ft)= 200.0 Eave Height (ft)= 22.0/ 22.0 Roof Slope (rise/12 )= 0.50/ 0.50 BUILDING LOADS Roof Dead Load (psf )= 3.5 Wall Dead Load Left Endwall (psf )= 3.0 Right Endwall (psf )= 3.0 Front Sidewall(psf )= 3.0 Back Sidewall(psf )= 3.0 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 12.0 Collateral Load (psf )= 5.0 Snow Load (psf )= 17.5 Wind Speed (mph )= 110.0 Wind Code = IBC 15 Closed/Open = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa*Ss) = 1.13 ------------------------------- Designer : TWB Detailer TWB 9/30/16 U16RO597A Design Loads For Building Components: 9/30/16 10:54am FRONT SIDEWALL: --------------- BASIC LOADS: -----Edge_Strip_Ratio----- Basic Wind_Load_Ratio Zone Col/ Page 1 U16RO597A Page 162 of 189 DesCalc.Out Wind Deflect Factor Width Girt Panel Jamb 24.1 0.65 0.60 8.80 1.11 1.23 1.11 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 21.1 -23.2 Girt/Header 26.0 -28.2 .. Panel 21.1 -23.0 .. Jamb 44.8 -36.9 Parapet 21.1 -23.2 -15.2 Soldier Column FRONT SIDEWALL SOLDIER COLUMNS: ------------------------------- BASIC LOADS: Dead Coll Live Snow Rain Basic Wind Load Load Load Load Load Load Wind Ratio 3.5 5.0 20.0 17.5 0.0 24.1 0.65 COLUMN & BRACING DESIGN LOADS: No. Load ---Live--- --Add-Snow- Column_Wind Long --Seismic- Aux Load Load Id Dead Coll Roof Floor Snow Drift Slide Rain Press Suct Wind Long Tran Id Coef 34 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0 0.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 17 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 18 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 22 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0 0.00 23 1.16 1.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 24 1.16 1.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 25 1.16 1.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 26 1.16 1.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 27 1.12 1.12 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 28 1.12 1.12 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 29 1.12 1.12 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 30 1.12 1.12 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 31 0.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 32 0.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 33 0.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 34 0.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 AUXILIARY LOADS: No. Aux No. Add Comb -- Aux Id Combs Add-Id Coeff 1 1 MIN_SNOW 2 1 1.00 2 1.00 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Cc D11 D12 Dist 2 1 2 U SNOW D -0.31 -0.31 0.04 0.00 65.06 2 3 U SNOW D -0.31 -0.31 -0.04 0.00 65.06 BACK SIDEWALL: BASIC LOADS: -----Edge_Strip_Ratio----- Basic Wind_Load_Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb Page 2 U16RO597A Page 163 of 189 DesCalc.Out 24.1 0.65 0.60 8.80 1.11 1.23 1.11 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 21.1 -23.2 Girt/Header 26.0 -28.2 Panel 21.1 -23.0 ,. 7amb 44.8 -36.9 .. Parapet LEFT ENDWALL: -------------- BASIC LOADS: ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind-Load-Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel lamb 3.5 5.0 20.0 17.5 0.0 24.1 0.65 0.60 8.80 1.11 1.23 1.11 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 3.00 0.00 7.85 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 21.1 -23.2 Column 21.1 -23.2 Girt/Header 21.1 -23.0 lamb 26.0 -28.2 .. Panel 44.8 -36.9 Parapet 37.4 -25.0 .. Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind 1 Wind_2 Wind-2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.41 -0.60 0.77 -0.24 0.41 -0.60 -0.66 0.00 2 -1.22 -0.70 -0.86 -0.34 -1.22 -0.70 -1.22 0.00 3 -0.70 -1.22 -0.34 -0.86 -0.70 -1.22 -0.70 0.00 4 -0.60 0.41 -0.24 0.77 -0.60 0.41 -0.66 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live--- --Add-Snow- Wind 1 Wind 2 Long_Wind Column_Wind Long Tran Aux Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 90 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0,00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 Page 3 U16RO597A Page164 of189 DesCalc.Out 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.4S 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 49 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 50 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 a 0.00 51 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 52 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 53 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 54 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 55 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 56 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 57 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 58 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 59 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 61 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 62 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 63 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 64 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 65 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 66 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 67 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 68 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 69 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 70 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 71 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 72 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 73 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 74 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 75 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 76 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 77 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 78 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 79 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 80 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 81 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 2 0.75 82 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 2 0.75 83 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 84 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 85 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 86 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 87 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 88 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.4S 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 89 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 3 0.75 90 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 3 0.75 RAFTER DESIGN LOADS: Load --Add-Snow- Wind-1 Wind-2 Long Aux-Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 50 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 0.00 8.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.09 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 7 1.00 1.09 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 Page 4 U16RO597A Page165 of189 DesCalc.Out 15 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.4S 0.00 0 0.00 16 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.00 0 0.00 17 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 9.00 0 0.00 18 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 21 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 22 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 23 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 24 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 25 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 26 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 27 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 28 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 29 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 30 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 31 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 32 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 33 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 34 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 35 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 36 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 37 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 2 0.75 38 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 2 0.75 39 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 2 0.75 40 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 9.45 0.00 0.00 2 0.75 41 1.08 1.08 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 42 1.08 1.08 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 2 0.75 43 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 44 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 45 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 3 0.75 46 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 3 0.75 47 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 3 0.75 48 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 49 1.08 1.08 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 50 1.08 1.08 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 3 0.75 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 3 1 MIN_SNOW 2 1 1.00 2 1.00 2 ElUNB_SL_L 3 3 0.30 4 1.00 5 0.54 3 ESUNB_SL_R 3 4 0.30 3 1.00 6 0.54 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co D11 D12 Dist 9 1 2 U_SNOW D -0.32 -0.32 0.04 0.00 65.06 U 2 3 _SNOW D -0.32 -0.32 -0.04 0.00 65.06 3 3 U_SNOW D -0.22 -0.22 -0.04 0.00 65.06 4 2 U_SNOW D -0.22 -0.22 0.04 0.00 65.06 5 2 U_SNOW D -0.22 -0.22 0.04 29.72 65.06 6 3 U_SNOW D -0.22 -0.22 -0.04 0.00 35.33 7 2 DRIFT D -0.33 -0.33 0.04 0.00 65.06 8 3 DRIFT D -0.33 -0.33 -0.04 0.00 65.06 9 3 DRIFT D 0.00 -0.62 -0.04 53.65 65.06 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI 2 2 55.00 1.00 65.06 0.57 WINDRI 3 2 10.06 0.57 65.06 1.00 WINDL2 R 2 2 55.00 1.00 65.06 0.39 WINDR2 R 3 2 10.06 0.39 65.06 1.00 WINDL2 C 2 2 55.00 1.00 65.06 0.57 WINDR2 C 3 2 10.06 0.57 65.06 1.00 RIGHT ENDWALL: -------------- BASIC LOADS: ----Edge_Strip_Ratio---- Page 5 U16RO597A Page166 of189 DesCalc.Out Dead Coll Live Snow Rain Basic Wind-Load-Ratio Zane Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 3.5 5.0 20.0 17.5 0.0 24.1 0.65 0.60 8.80 1.11 1.23 1.11 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 3.00 0.00 3.82 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 21.1 -23.2 Column 21.1 -23.2 Girt/Header 21.1 -23.0 Jamb 26.0 -28.2 Panel 44.8 -36.9 Parapet 37.4 -25.0 Transverse bracing, Facia/Parapet WIND COEFFICIENTS! Column/Rafter Rafter Column/Brace Surf Wind 1 Wind 2 Wind_2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.31 -0.53 0.67 -0.17 0.31 -0.53 -0.66 0.00 2 -1.03 -0.62 -0.67 -0.26 -1.03 -0.62 -1.25 0.00 3 -0.62 -1.03 -0.26 -0.67 -0.62 -1.03 -0.71 0.00 4 -0.53 0.31 -0.17 0.67 -0.53 0.31 -0.66 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live--- --Add_Snow- Wind-1 Wind_2 Long Wind Column_Wind Long Tran Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 90 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 Page 6 U16RO597A Page167 of189 DesCa1c.Out 47 1.00 1.00 0.00 0.00 0.7S 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 49 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 50 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 51 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 52 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 53 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 54 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 55 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 56 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 57 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 58 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 59 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 61 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 62 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 63 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 64 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 65 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 66 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 67 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 68 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 69 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 70 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 71 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 72 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 73 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 74 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 75 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 76 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 77 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 78 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 79 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 80 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 81 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 2 0.75 82 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 2 0.75 83 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 84 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 85 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 86 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 87 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 88 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 89 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 3 0.75 90 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 3 0.75 RAFTER DESIGN LOADS: Load --Add_Snow- Wind-1 Wind-2 Long Aux-Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 50 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.4S 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.75 0.7S 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 16 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 21 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 22 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 23 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 24 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 25 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 26 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 27 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 28 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 29 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 Page 7 U16RO597A Page 168 of 189 DesCalc.Out 30 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 31 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 32 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 33 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 34 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 35 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 36 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 37 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 2 0.75 38 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 2 0.75 39 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 2 0.75 40 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 41 1.08 1.08 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.75 42 1.08 1.08 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 2 0.75 43 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 44 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 45 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 3 0.75 46 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 3 0.75 47 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 3 0.75 48 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 49 1.08 1.08 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.75 50 1.08 1.08 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 3 0.75 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 3 1 MIN_SNOW 2 1 1.00 2 1.00 2 E2UNB_SL_L 3 3 0.30 4 1.00 5 0.54 3 E2UNB SL R 3 4 0.30 3 1.00 6 0.54 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co D11 D12 Dist 7 1 2 U_SNOW D -0.13 -0.13 0.04 0.00 65.06 2 3 U_SNOW D -0.13 -0.13 -0.04 0.00 65.06 3 3 U_SNOW D -0.09 -0.09 -0.04 0.00 65.06 4 2 U_SNOW D -0.09 -0.09 0.04 0.00 65.06 5 2 U_SNOW D -0.09 -0.09 0.04 29.72 65.06 6 3 U_SNOW D -0.09 -0.09 -0.04 0.00 35.33 7 2 DRIFT D -0.25 0.00 0.04 0.00 11.40 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2 55.00 1.00 65.06 0.60 WINDRI - 3 2 10.06 0.60 65.06 1.00 WINDL2 R 2 2 55.00 1.00 65.06 0.38 WINDR2 R 3 2 10.06 0.38 65.06 1.00 WINDL2 C 2 2 55.00 1.00 65.06 0.60 WINDR2 C 3 2 10.06 0.60 65.06 1.00 ROOFDES: BASIC LOADS: Dead Coll Live Snow Rain Basic Wind-Load-Ratio Surface Seis % Load Load Load Load Load Wind Deflect Factor Friction Factor Snow 3.5 5.0 20.0 17.5 0.0 24.1 0.65 0.60 0.00 1.000 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct-Roof 16.0 -26.0 Purlins 0.0 -40.3 .. Gable Extensions 16.0 -28.5 Panels 14.0 -2.7 -26.0 Long Bracing, Building 19.1 -6.0 .. Long Bracing, Wall Edge Zone 37.4 -25.0 20.0 Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin--- ---Panel--- Id Id Zone Id Width Length Press Suct Press Suct 1 2 6 1 0.00 0.00 1.00 1.00 1.00 1.00 Page 8 U16RO597A Page169 of189 DesCalc.Out 3 0.00 8.80 1.00 1.18 1.00 1.68 4 8.80 0.00 1.00 1.18 1.00 1.68 5 0.00 8.80 1.00 1.18 1.00 1.68 7 8.80 8.80 1.00 1.18 1.00 2.53 8 8.80 8.80 1.00 1.18 1.00 2.53 3 6 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 8.80 1.00 1.18 1.00 1.68 5 0.00 8.80 1.00 1.18 1.00 1.68 6 8.80 0.00 1.00 1.18 1.00 2.68 9 8.80 8.80 1.00 1.18 1.00 2.53 10 8.80 8.80 1.00 1.18 1.00 2.53 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 2 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf --Load- --Add-Snow- Wind Wind Aux Load Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 30 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 14 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0 0.00 15 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 18 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 4 1.00 19 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 5 1.00 20 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 6 1.00 21 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 7 1.00 22 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 8 1.00 23 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 9 1.00 24 1.00 1.00 9.90 0.50 0.00 0.00 0.00 0.00 0.00 10 1.00 25 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 11 1.00 26 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 27 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 28 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 29 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 3 -1.00 30 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 12 1.00 3 30 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 9.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 14 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0 0.00 15 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 18 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 4 1.00 19 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 5 1.00 20 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 6 1.00 21 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 7 1.00 22 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 8 1.00 23 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 9 1.00 24 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 10 1.00 Page 9 U16RO597A Page 170 of 189 DesCalc.Out 25 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 11 1.00 26 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 27 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 28 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 29 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 3 -1.00 30 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 12 1.00 BRACING DESIGN LOADS: --Load- --Add_Snow- Wind Wind Seis Aux_Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coef 18 1 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.00 8.00 0.00 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 O,OO 0.00 0:00 0.00 0.60 0,00 0 0-00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 14 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 15 1.08 1.08 0.00 0.75 0.75 0.00 0.00 0.00 0.00 -0.52 0 0.00 16 1.08 1.08 0.00 0.75 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 17 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 18 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add Load Aux Id Name Load Id Coef 12 1 MIN_SNOW 2 1 1.00 2 1.00 2 PAT_SL_1 1 3 8.50 3 PAT_SL_2 1 11 8.50 4 PAT_SL_3 2 3 0.50 4 0.50 5 PAT_SL_4 2 4 0.50 5 0.50 6 PAT_SL_5 2 5 0.50 6 6.50 7 PAT_SL_6 2 6 0.50 7 0.50 8 PAT_SL_7 2 7 0.50 8 0.50 9 PAT SL_8 2 8 0.50 9 0.50 10 PAT_SL_9 2 9 0.50 10 0.50 11 PAT_SL10 2 10 0.50 11 0.50 12 UNB_SL 4 15 1.00 16 0.54 17 1.00 18 0.54 ADDITIONAL LOADS: No. Add Surf Basic Load Fy Dx Conc Add Id Id Load Type W1 W2 Dx1 Dx2 Dist 18 1 2 U_SNOW D -25.0 -25.0 0.0 65.1 2 3 U_SNOW D -25.0 -25.0 0.0 65.1 3 0 U_SNOW D -17.5 -17.5 0.0 25.0 4 0 U_SNOW D -17.5 -17.5 25.0 40.0 5 0 U_SNOW D -17.5 -17.5 40.0 65.5 6 0 U_SNOW D -17.5 -17.5 65.5 91.0 7 0 U_SNOW D -17.5 -17.5 91.0 115.0 8 0 U_SNOW D -17.5 -17.5 115.0 140.5 9 0 U SNOW D -17.5 -17.5 140.5 166.0 10 0 U_SNOW D -17.5 -17.5 166.0 190.0 11 0 U_SNOW D -17.5 -17.5 190.0 200.0 12 2 DRIFT D -51.5 0.0 0.0 16.1 13 3 DRIFT D -51.5 0.0 0.0 16.1 14 3 DRIFT D 0.0 -49.1 53.7 65.1 15 2 U_SNOW D -17.5 -17.5 0.0 65.1 16 2 U_SNOW D -17.5 -17.5 29.7 65.1 17 3 U SNOW D -17.5 -17.5 0.0 65.1 Page 10 U16RO597A Page 171 of 189 DesCalc.Out 18 3 U SNOW D -17.5 -17.5 0.0 35.3 RIGID FRAME # 1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.5 5.0 12.0 17.5 0.0 24.1 0.65 0 BASIC LOADS AT EAVE: Seismic Weak Axis_L Weak Axis R --Torsion-- Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 4.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind_1--- --Wind_2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.24 -0.51 0.63 -0.12 -0.63 -0.63 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 4 -0.51 0.24 -0.12 0.63 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live--- --Add_Snow- --Wind_l- --Wind-2- Long_Wind --Seismic- Aux-Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 92 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 10 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 6.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 11 U16RO597A Page 172 of 189 DesCalc.Out 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 55 0.60 0.00 0.00 0.00 0.00 0.00 6.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 56 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 57 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.70 0.00 0 0.00 58 1.11 1.11 0.00 0.00 0.00 0.00 8.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.40 -0.70 0.00 0 0.00 59 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 60 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 61 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 62 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 63 1.08 1.08 0.00 0.00 0.00 0.00 9.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 64 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 65 9.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 66 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 67 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 0.21 0.00 0 0.00 68 0.49 0.00 0.00 0.00 0.00 0.00 9.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.35 -0.21 0.00 0 0.00 69 I.Oe 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 70 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 71 1.00 1.00 0.00 0.00 0.01 0.90 9.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0_00 0,a0 0.00 4 0.75 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 73 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 74 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 75 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 4 0.75 76 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 4 0.75 77 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 4 0.75 78 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 9.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 4 0.75 79 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 80 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 81 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 82 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 83 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 84 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 85 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 5 0.75 86 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 5 0.75 87 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 5 0.75 88 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 5 0.75 89 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 e.00 0.00 0.00 0.00 2 1.00 90 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 91 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 9.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 92 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 5 1 MIN_SNOW 2 1 1.00 2 1.00 2 F1PAT_LL_1 2 3 1.00 4 1.00 3 F1PAT_LL_2 1 5 1.00 4 F1UNB_SL_L 3 6 0.30 7 1.00 8 0.54 5 F1UNB SL_R 3 7 0.30 6 1.00 9 0.54 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co D11 D12 .. Dist 12 1 2 U_SNOW D -0.50 -0.50 0.040 0.00 65.06 2 3 U_SNOW D -0.50 -0.50 -0.040 0.00 65.06 3 2 U_LIVE D -0.24 -0.24 0.040 0.00 65.06 4 3 U_LIVE D -0.24 -0.24 -0.040 0.00 4.00 5 3 U_LIVE D -0.24 -0.24 -0.040 4.00 65.06 6 3 U_SNOW D -0.35 -0.35 -0.040 0.00 65.06 7 2 U_SNOW D -0.35 -0.35 0.040 0.00 65.06 8 2 U_SNOW D -0.35 -0.35 0.040 29.72 65.06 9 3 U_SNOW D -0.35 -0.35 -0.040 0.00 35.33 10 2 DRIFT D -0.09 -0.09 0.040 0.00 65.06 11 3 DRIFT D -0.09 -0.09 -0.040 0.00 65.06 12 3 DRIFT D 0.00 -0.98 -0.040 53.65 65.06 STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- _____________ _____________ No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 55.00 1.00 65.06 0.63 WINDRI 3 2 10.06 0.63 65.06 1.00 Page 12 U16R0597A Page 173 of 189 WINDL2 2 2 55.00 1.00 65.06 0.37 DesCalc.Out WINDR2 3 2 10.06 0.37 65.06 1.00 RIGID FRAME # 2: -BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.5 5.0 12.0 17.5 0.0 24.1 0.65 0 BASIC LOADS AT EAVE: Seismic Weak_Axis L Weak_Axis R --Torsion-- --EW Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 5.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind_1--- --Wind_2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.24 -0.51 0.63 -0.12 -0.63 -0.63 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 4 -0.51 0.24 -0.12 0.63 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live--- --Add-Snow- --Wind_l- --Wind_2- LogLWind --Seismic- Aux Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 92 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.B0 1.00 0.00 0.00 0.00 0.00 0.00 9.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 10 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0." 1 1.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08 0 0.00 12 1.00 1.00 0.75 0.00 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 8.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 22 1.00 0.00 0.00 0.00 0.09 0.00 0.00 0.00 9. 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 24 1.00 .00 0 23 1.00 0.00 1 .0 9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 -0.69 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.7755 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 26 1.80 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.7S 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.80 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 36 2.00 1.00 0.00 0.00 6.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 1.00 1.08 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.09 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 47 1.00 1.00 0.90 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.90 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.0B 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.Be 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 8.08 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 13 U16RO597A Page 174 of 189 DesCalc.Out 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 55 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 56 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 57 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.70 0.00 0 0.00 58 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.40 -0.70 0.00 0 0.00 59 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 60 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 61 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 62 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 63 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 64 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 65 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 66 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 67 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 0.21 0.00 0 0.00 68 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.35 -0.21 0.00 0 0.00 69 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 70 1.00 1.00 0.00 0.00 0.01 0.00 O.OR B,RO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 71 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 73 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 74 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 75 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 5 0.75 76 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 -0.52 0.00 0.00 5 0.75 77 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 5 0.75 78 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 5 0.75 79 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 80 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 81 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 0.75 82 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 0.75 83 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 0.75 84 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 0.75 85 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 6 0.75 86 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 6 0.75 87 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 6 0.75 88 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 6 0.75 89 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 90 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 91 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 92 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 6 1 MIN SNOW 3 1 1.00 2 1.00 15 1.00 2 MIN SNOW 2 1 1.00 2 1.00 3 F2PAT LL 1 2 19 1.00 20 1.00 4 F2PAT_LL_2 0 5 F2UNB_SL_L 4 21 0.30 22 1.00 23 0.54 17 1.00 6 F2UNB_SL_R 4 22 0.30 21 1.00 24 0.54 18 1.00 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co D11 D12 .. Dist 25 1 2 U_SNOW D -0.62 -0.62 0.040 0.00 65.06 2 3 U_SNOW D -0.62 -0.62 -0.040 0.00 65.06 3 1 DEAD C -6.77 -6.09 0.00 1.00 22.00 4 1 COLLAT C -5.22 -3.29 0.00 1.00 22.00 5 1 LIVE C -12.52 -7.88 0.00 1.00 22.00 6 1 SNOW C -18.26 -11.49 0.00 1.00 22.00 7 1 WINDLI C 19.37 12.69 0.00 1.00 22.00 8 1 WINDRI C 13.96 9.08 0.00 1.00 22.00 9 1 WINDL2 C 10.26 6.99 0.00 1.00 22.00 10 1 WINDR2 C 4.85 3.38 0.00 1.00 22.00 11 1 LWINDI C 18.92 13.02 0.00 1.00 22.00 12 1 LWIND2 C 20.57 9.62 0.00 1.00 22.00 Page 14 U16R0597A Page175 of189 DesCa1c.Out 13 1 SEIS C 4.48 0.14 0.00 1.00 22.00 14 1 DRIFT C -0.32 -0.02 0.00 1.00 22.00 15 1 MIN_SN C -26.07 -16.40 0.00 1.00 22.00 16 1 F3PAT C -12.50 -7.86 0.00 1.00 22.00 17 1 F3UNB_ C -14.05 -12.35 0.00 1.00 22.00 18 1 F3UNB_ C -16.93 -5.63 0.00 1.00 22.00 19 2 U_LIVE D -0.30 -0.30 0.040 0.00 65.06 U 20 3 LIVE D -0.30 -0.30 -0.040 0.00 65.06 21 3 Li-SNOW D -0.43 -0.43 -0.040 0.00 65.06 22 2 Li-SNOW D -0.43 -0.43 0.040 0.00 65.06 23 2 U_SNOW D -0.43 -0.43 0.040 29.72 65.06 24 3 U_SNOW D -0.43 -0.43 -0.040 0.00 35.33 25 3 DRIFT D 0.00 -1.21 -0.040 S3.65 65.06 STEPPED LOAD COEFFICIENTS: Basic Surf No. ----- .... ............. No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 55.00 1.00 65.06 0.63 WINDRI 3 2 10.06 0.63 65.06 1.00 WINDL2 2 2 55.00 1.00 65.06 0.37 WINDR2 3 2 10.06 0.37 65.06 1.00 RIGID FRAME # 3: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.5 5.0 12.0 17.5 0.0 24.1 0.65 0 BASIC LOADS AT EAVE: Seismic Weak_Axis L Weak Axis R --Torsion-- --EWBrace- Load Wind Seis Wind Seis Wind Seis Win-d Seis 5.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind_1--- --Wind_2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 4 -0.47 0.22 -0.11 0.58 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live--- --Add-Snow- --Wind l- --Wind 2- Long_Wind --Seismic- Aux Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt �Rt Lt Rt Long Tran Temp Id Coef 92 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 e.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.80 0.00 0.00 0.00 0.00 0.0e 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.09 0.00 ().Be 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 S 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 e.00 0.00 1.00 1.00 0.00 0.00 6.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.80 1.00 0.00 0.00 0.00 0.00 0.00 0.e0 e.e0 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.60 0.00 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 10 1.00 1.00 0.00 0.00 0.01 0.00 0.e0 8.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 it 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.ee 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.e0 0.ee 0.00 0.75 0.75 0.Oe 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 2.80 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 9.00 0.00 0.00 0.00 0.00 0.06 0.00 e.00 0.00 0.00 0 0.00 26 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 e.00 0.00 B.ee 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.ee 0.e0 0.00 e.00 0.00 0.00 0.00 0.00 0.60 0.00 e.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.e0 0.00 0.00 0.00 0.0e 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.60 19 1.00 0.00 0.08 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.6a 0.00 e.ee 0.00 0.00 0.00 0.00 0.00 0.0e 0.00 0.00 e.60 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.00 0.e0 0.00 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 22 1.00 0.00 0.00 0.00 0.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.0e 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 24 1.90 0.09 0.90 0.00 0.00 0.00 0.00 me 0.ee 0.00 0.00 0.0e 0.00 -0.60 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.80 0.00 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 27 1.e0 1.00 0.75 0.00 0.00 0.00 0.00 0.80 0.00 0.45 0.06 0.00 0.00 0.00 0.00 0.09 0.00 0 0.00 28 1.00 1.00 0.75 0.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 S. 0 0.00 29 1.00 1.00 0.75 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.08 0.00 0.00 0.00 0.80 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 "0 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 Page 15 U16RO597A Page176 of189 DesCalc.Out 33 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,60 0.00 OiOO 0.00 0.00 0,00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 55 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 56 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 57 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.70 0.00 0 0.00 58 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.40 -0.70 0.00 0 0.00 59 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 60 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 61 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 62 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 63 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 64 1.09 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 65 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 66 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 67 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 0.21 0.00 0 0.00 68 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.35 -0.21 0.00 0 0.00 69 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 70 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 71 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 73 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 74 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 75 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 4 0.75 76 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 4 0.75 77 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 4 0.75 78 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 4 0.75 79 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 80 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 81 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 82 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 83 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 84 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 85 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 5 0.75 86 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 5 0.75 87 1.09 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 5 0.75 88 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 5 0.75 89 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 90 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 91 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 92 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 5 1 MIN_SNOW 2 1 1.00 2 1.00 2 F3PAT_LL_1 2 3 1.00 4 1.00 3 F3PAT_LL_2 0 4 F3UNB_SL_L 3 5 0.30 6 1.00 7 0.54 5 F3UNB_SL_R 3 6 0.30 5 1.00 8 0.54 ADDITIONAL LOADS: Page 16 U16RO597A Page177 of189 DesCalc.Out No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co D11 D12 .. Dist 13 1 2 U SNOW D -0.64 -0.64 0.040 0.00 65.06 2 3 Li SNOW D -0.64 -0.64 -0.040 0.00 65.06 3 2 U_LIVE D -0.31 -0.31 0.040 0.00 65.06 4 3 U LIVE D -0.31 -0.31 -0.040 0.00 65.06 5 3 U_SNOW D -0.44 -0.44 -0.040 0.00 65.06 6 2 U SNOW D -0.44 -0.44 0.040 0.00 65.06 7 2 U SNOW D -0.44 -0.44 0.040 29.72 65.06 8 3 U SNOW D -0.44 -0.44 -0.040 0.00 35.33 9 2 WINDLI C 1.49 0.00 0.00 0.00 -0.67 10 2 WINDRI C -3.18 0.00 0.00 0.00 -0.67 11 2 WINDL2 C 3.92 0.00 0.00 0.00 -0.67 12 2 WINDR2 C -0.74 0.00 0.00 0.00 -0.67 13 3 DRIFT D 0.00 -1.25 -0.040 53.65 65.06 STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- ---------• ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 55.00 1.00 65.06 0.63 WINDRI 3 2 10.06 0.63 65.06 1.00 WINDL2 2 2 55.00 1.00 65.06 0.37 WINDR2 3 2 10.06 0.37 65.06 1.00 RIGID FRAME # 4: --------------- BASIC LOADS: Basic Defl Temperature Dead Call Live Snow Rain Wind Ratio Change 3.5 5.0 12.0 17.5 0.0 24.1 0.65 0 BASIC LOADS AT EAVE: Seismic Weak Axis_L Weak_Axis R --Torsion-- --EW Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 3.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind 1--- --Wind 2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.24 -0.51 0.63 -0.12 -0.63 -0.63 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 4 -0.51 0.24 -0.12 0.63 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live--- --Add-Snow- --Wind_1- --Wind-2- Long-Wind --Seismic- Aux Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 92 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 9.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 10 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 Page 17 U16RO597A Page 178 of 189 DesCalc.Out 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.7S 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.7S 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.7S 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 49 0.60 0.00 R_00 A-AA 0,00 R,OR 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 55 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 56 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 57 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.70 0.00 0 0.00 58 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.40 -0.70 0.00 0 0.00 59 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 60 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 61 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 62 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 63 1.OR 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 64 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 65 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 66 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 67 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 0.21 0.00 0 0.00 68 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.35 -0.21 0.00 0 0.00 69 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 70 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 71 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7S 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7S 73 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7S 74 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.7S 75 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 4 0.7S 76 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 4 0.75 77 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 4 0.75 78 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 4 0.75 79 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 80 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 81 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 82 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 83 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 84 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 85 2.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 5 0.75 86 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 5 0.75 87 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 5 0.75 88 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 5 0.75 89 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 90 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 91 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 92 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 5 1 MIN SNOW 2 1 1.00 2 1.00 2 F4PAT LL_1 2 3 1.00 4 1.00 3 F4PAI LL_2 0 4 F4UNR_SL_L 3 5 0.30 6 1.00 7 0.54 5 F4UN8 SL R 3 6 0.30 5 1.00 8 0.S4 Page 18 U16RO597A Page179 of189 DesCalc.Out ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co D11 D12 .. Dist 9 1 2 U SNOW D -0.42 -0.42 0.040 0.00 65.06 2 3 U SNOW D -0.42 -0.42 -0.040 0.00 65.06 3 2 U LIVE D -0.20 -0.20 0.040 0.00 65.06 4 3 U LIVE D -0.20 -0.20 -0.040 0.00 65.06 5 3 U SNOW D -0.30 -0.30 -0.040 0.00 65.06 6 2 U SNOW D -0.30 -0.30 0.040 0.00 65.06 7 2 U SNOW D -0.30 -0.30 0.040 29.72 65.06 8 3 U SNOW D -0.30 -0.30 -0.040 0.00 35.33 9 3 DRIFT D 0.00 -0.83 -0.040 53.65 65.06 STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 55.00 1.00 65.06 0.63 WINDRI 3 2 10.06 0.63 65.06 1.00 WINDL2 2 2 55.00 1.00 65.06 0.37 WINDR2 3 2 10.06 0.37 65.06 1.00 RIGID FRAME # 5: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.5 5.0 12.0 17.5 0.0 24.1 0.65 0 BASIC LOADS AT EAVE: Seismic Weak_Axis_L Weak-Axis R --Torsion-- --EW_Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 5.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind 1--- --Wind_2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.24 -0.51 0.63 -0.12 -0.63 -0.63 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 4 -0.51 0.24 -0.12 0.63 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live--- --Add Snow- --Wind_1- --Wind_2- Long_Wind --Seismic- Aux Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 92 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 10 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 Page 19 U16RO597A Page 180 of 189 DesCalc.Out 33 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 51 0,60 0.00 0,00 0,R0 0,00 0.00 0.00 0.00 0,00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 55 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 56 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 57 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.70 0.00 0 0.00 58 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.40 -0.70 0.00 0 0.00 59 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 60 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 61 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 62 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 63 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 64 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 65 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 66 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 67 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 0.21 0.00 0 0.00 68 0,49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.35 -0.21 0.00 0 0.00 69 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 70 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 71 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 73 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 74 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.75 75 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 4 0.75 76 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 4 0.75 77 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 4 0.75 78 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 4 0.75 79 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 80 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 81 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 82 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 83 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 84 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.75 85 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 5 0.75 86 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 5 0.75 87 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 5 0.75 88 1.08 1.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 5 0.75 89 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 2 1.00 90 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 91 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 92 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 5 1 MIN_SNOW 2 1 1.00 2 1.00 2 F5PAT_LL 1 2 3 1.00 4 1.00 3 F5PAT_LL_2 1 5 1.00 4 FSUNB_SL_L 3 6 0.30 7 1.00 8 0.54 5 F5UNB_SL_R 3 7 0.30 6 1.00 9 0.54 ADDITIONAL LOADS: Page 20 U16R0597A Page 181 of 189 DesCalc.Out No. Add Surf Basic Load Fx Fy mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co D11 D12 .. Dist 10 1 2 U_SNOW D -0.64 -0.64 0.040 0.00 65.06 2 3 U_SNOW D -0.64 -0.64 -0.040 0.00 65.06 3 2 U_LIVE D -0.31 -0.31 0.040 0.00 65.06 4 3 U_LIVE D -0.31 -0.31 -0.040 0.00 4.00 5 3 U_LIVE D -0.31 -0.31 -0.040 4.00 65.06 6 3 U_SNOW D -0.44 -0.44 -0.040 0.00 65.06 7 2 U_SNOW D -0.44 -0.44 0.040 0.00 65.06 8 2 U_SNOW D -0.44 -0.44 0.040 29.72 65.06 9 3 U_SNOW D -0.44 -0.44 -0.040 0.00 35.33 10 3 DRIFT D 0.00 -1.25 -0.040 53.65 65.06 STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 55.00 1.00 65.06 0.63 WINDRI 3 2 10.06 0.63 65.06 1.00 WINDL2 2 2 55.00 1.00 65.06 0.37 WINDR2 3 2 10.06 0.37 65.06 1.00 Page 21 U16RO597A Page182 of189 DesCalc.Out Nucor Building Systems P.O. Box 907 1050 North Watery Lane Brigham City, UT 84302 STRUCTURAL DESIGN CALCULATIONS FOR HCI Steel Buildings LLC 17833 59th Ave NE, Suite C Arlington, WA 98223 Top Cub Aircraft 17922 59th DR NE Arlington, WA 98223 U16RO5978 BUILDING LAYOUT Width (ft)= 6.7 Length (ft)= 16.0 Eave Height (ft)= 26.3/ 26.0 Roof Slnpa (rise/12 )= 0.58 BUILDING LOADS Roof Dead Load (psf )= 3.5 Wall Dead Load Left Endwall (psf )= 3.0 Right Endwall (psf )= 3.0 Front Sidewall(psf )= 3.0 Back Sidewall(psf )= 3.0 Live Load (psf )= 20.0 Collateral Load (psf )= 5.0 Snow Load (psf )= 17.5 Wind Speed (mph )= 110.0 Wind Code = IBC 15 Closed/Open = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa*Ss) = 1.13 ------------------------------- Designer TWB Detailer TWB 9/27/16 U16RO5975 Design Loads For Building Components: 9/27/16 11:29am FRONT SIDEWALL: --------------- BASIC LOADS: -----Edge_Strip_Ratio----- Basic Wind_Load_Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb Page 1 U16RO597A Page183 of189 DesCalc.Out 25.0 0.65 0.60 3.00 1.11 1.23 1.11 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 21.9 -24.1 Girt/Header 27.0 -29.3 Panel 21.8 -23.9 lamb 44.9 -37.0 Parapet BACK SIDEWALL: ------------'-- BASIC LOADS: -----Edge_Strip_Ratio----- Basic Wind_Load_Ratio Zone Col/ Wind Deflect Factor Width Girt Panel lamb 25.0 0.65 0.60 3.00 1.11 1.23 1.11 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 21.9 -24.1 Girt/Header 27.0 -29.3 Panel 21.8 -23.9 „ Jamb 44.9 -37.0 Parapet LEFT ENDWALL: -------------- BASIC LOADS: -Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind_Load_Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel lamb 3.5 5.0 20.0 17.5 0.0 25.0 0.65 0.60 3.00 1.11 1.23 1.11 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion— Dead Girt Load Wind Seismic 3.00 0.00 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 21.9 -24.1 .. Column 21.9 -24.1 Girt/Header 21.8 -23.9 lamb 27.0 -29.3 Panel 44.9 -37.0 Parapet 37.5 -25.0 Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind 1 Wind 2 Wind-2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.35 -0.56 0.71 -0.20 0.35 -0.56 -0.65 0.00 2 -0.65 -1.10 -0.29 -0.74 -0.65 -1.10 -1.10 0.00 3 -0-56 0.35 -0.20 0.71 -0.56 0.35 -0.65 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live--- --Add_Snow- Wind-1 Wind_2 Long_Wind Column Wind Long Tran Aux Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 60 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 Page 2 U16RO597A Page 184 of 189 DesCalc.Out 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 34 1,00 1,00 A-AA A_00 0.75 0.0A 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0,60 0,00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 55 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 56 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 57 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 58 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 59 0,49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 60 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 RAFTER DESIGN LOADS: Load --Add_Snow- Wind-1 Wind-2 Long Aux-Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 27 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 4 1.00 1.00 0,75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.08 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 15 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 19 0.60 0.00 0.00 0.00 0.00 me 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 22 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 me 0 0.00 23 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 24 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 25 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 26 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 27 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 Page 3 U16RO597A Page185 of189 AUXILIARY LOADS: DesCalc.Out No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 1 1 MIN SNOW 1 1 1.00 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Cc D11 D12 Dist 1 1 2 U SNOW D -0.21 -0.21 -0.05 0.00 6.67 RIGHT ENDWALL: -------------- BASIC LOADS: -Edge Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind_Load_Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 3.5 5.0 20.0 17.5 0.0 25.0 0.65 0.60 3.00 1.11 1.23 1.11 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 3.00 0.00 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 21.9 -24.1 Column 21.9 -24.1 .. Girt/Header 21.8 -23.9 Jamb 27.0 -29.3 Panel 44.9 -37.0 .. Parapet 37.5 -25.0 .. Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter, Rafter Column/Brace Surf Wind_1 Wind 2 Wind_2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.35 -0.56 0.71 -0.20 0.35 -0.56 -0.65 0.00 2 -1.10 -0.65 -0.74 -0.29 -1.10 -0.65 -1.10 0.00 3 -0.56 0.35 -0.20 0.71 -0.56 0.35 -0.65 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live--- --Add-Snow- Wind-1 Wind-2 Long Wind Column Wind Long Tran Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Id Coef Press Suct Seis Seis 60 1 1.00 1.00 0.00 0,90 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.90 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.00 0.00 0.00 0.00 0.00 0.00 1 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.00 0.00 0.00 0.00 0.00 0.00 .00 0 1 1.00 6 1.00 1.00 0.00 0.00 0,75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0,00 0.60 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 "0 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.09 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0,00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.09 0.00 0 0.00 14 1.00 0.00 0.00 0.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.60 19 1.00 1.00 0.75 0.00 0.00 0.00 0.90 0.09 0.45 0.00 0.09 0.00 0.09 0.00 0.45 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 9.00 0.00 0.90 0.00 0.45 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.90 0.45 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 6.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 9.00 0." 0.00 0.00 0.45 0.00 0.90 0.00 0.45 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.4S 0.45 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 Page 4 U16RO597A Page 186 of 189 DesCalc.Out 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 41 1..00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O,00 0.00 0.60 0,00 0.60 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 55 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 56 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 57 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 58 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 59 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 60 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 RAFTER DESIGN LOADS: Load --Add-Snow- Wind-1 Wind-2 Long Aux-Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 27 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.09 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.80 11 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 15 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 22 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 23 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 24 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 25 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 26 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 27 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coeff 1 1 MIN_SNOW 1 1 1.00 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co D11 D12 Dist 1 1 2 U SNOW D -0.21 -0.21 0.05 0.00 6.67 ROOFDES: BASIC LOADS: Dead Coll Live Snow Rain Basic Wind-Load-Ratio Surface Seis % Load Load Load Load Load Wind Deflect Factor Friction Factor Snow 3.5 5.0 20.0 17.5 0.0 25.0 0.65 0.60 0.00 2.500 0.00 Page 5 U16RO597A Page187 of189 DesCalc.Out WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct-Roof 16.0 -27.0 Purlins 0.0 -41.8 ., Gable Extensions 16.0 -29.5 Panels 14.5 -2.8 -27.0 Long Bracing, Building 19.8 -6.3 Long Bracing, Wall Edge Zone 37.5 -25.0 20.0 Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin--- ---Panel--- Id Id Zone Id Width Length Press Suct Press Suct 1 2 3 1 0.00 0.00 1.00 1.18 1.00 1.68 3 0.00 3.00 1.00 1.18 1.00 2.53 5 0.00 3.00 1.00 1.18 1.00 2.53 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.18 2 2 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf --Load- --Add_Snow- Wind Wind Aux Load Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 15 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 1 1.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 9.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 9 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 11 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 13 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 14 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 15 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 BRACING DESIGN LOADS: --Load- --Add-Snow- Wind Wind Seis Aux_Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coef 15 1 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 11 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 12 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 13 1.08 1.08 0.00 0.75 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 14 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 15 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add-Load Aux Id Name Load Id Coef 2 1 MIN_SNOW 1 1 1.00 2 PAT_SL_1 1 2 0.50 ADDITIONAL LOADS: No. Add Surf Basic Load Fy Dx Conc Add Id Id Load Type W1 W2 Dxl Dx2 Dist 2 1 2 U SNOW D -25.0 -25.0 0.0 6.7 2 0 U SNOW D -17.5 -17.5 0.0 16.0 RIGID FRAME # 1: --------------- BASIC LOADS: Page 6 U16RO597A Page 188 of 189 DesCalc.Out Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 3.5 5.0 20.0 17.5 0.0 25.0 0.65 0 BASIC LOADS AT EAVE: Seismic Weak Axis L Weak AXis_R --Torsion-- --EW Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 0.24 0.00 0.00 0.00 0.00 0.69 0.71 0.00 0.00 WIND COEFFICIENTS: Surf --Wind_1--- --Wind 2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.36 -0.56 0.72 -0.20 -0.65 -0.65 0.00 2 -0.65 -1.12 -0.29 -0.76 -1.10 -1.10 0.00 3 -0.56 0.36 -0.20 0.72 -0.65 -0.65 0.00 DESIGN LOADS: -Load- ---Live--- --Add-Snow- --Wind_1- --Wind-2- Long_Wind --Seismic- Aux-Load No. Id Dead Call Roof Floor Snow Drift Slide Rain It Rt Lt Rt Lt Rt Long Tran Temp Id Coef 56 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 8 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 37 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 40 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 41 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 42 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 45 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.70 0.00 0 0.00 46 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.40 -0.70 0.00 0 0.00 47 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 48 1.11 1.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 49 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 50 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 51 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 52 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 53 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 54 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 55 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 0.21 0.00 0 0.00 56 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.35 -0.21 0.00 0 0.00 AUXILIARY LOADS: Page 7 U16RO597A Page 189 of 189 DesCalc.Out No. Aux Aux No. Add—Load Aux Id Name Load Id Coeff 1 1 MIN SNOW 1 1 1.00 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co D11 D12 .. Dist 1 1 2 U_SNOW D -0.20 -0.20 -0.050 0.00 6.67 Page 8 Permit#: 1284 Permit Date: 01/12/17 Permit Type: COMMERCIAL BUILDING Project Name: Top Cub Aircraft Applicant Name: HCI Buildings Applicant Address: 17833 59th Ave NE, Suite C Applicant, City, State, Zip: Arlington,WA 98223 Contact: Emily Vanderwielen Phone: 360-403-4900 Email: emily@hcisteelbuilding.com Scope of Work: New Commercial Building Valuation: 1900000.00 Square Feet: 26000 Number of Stories: 1 Construction Type: Occupancy Group: ID Code: Permit Issued: 09/06/2017 Permit Expires: 02/20/2019 Form Permit Type: Status: LASERFICHE Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31052200300100 17922 59th Drive NE City of Arlington Contractors Contractor Primary Contact Phone Address Contractor Type License License# HCI Steel Buildings Ted Wheeler 360-403-4900 17833 59th CONSTRUCTION HCISTSB864DE Avenue NE,#C CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 10/30/2017 FS07.FIRE Approved SPRINKLER FINAL 08/28/2017 C20.BUILDING Approved FINAL Approved foundation 08/25/2017 Inspection alteration to avoid fuel 08/25/2017 BUILDING Approved transfer pipes. Plan Reviews Date Review Type Description Assigned To Review Status 01/12/2017 BLD z.Rick Karns Fees Fee Description Notes Amount Building Permit Table 4-1 $16,762.28 Building Plan Review Table 4-2 $10,895.48 Processing/Technology $25.00 State Surcharge- 1st DU Residential- 1st Unit $4.50 Traffic Mitigation-C/MF Commercial/Multi-family $21,807.50 Total $49,494.76 Attached Letters Date Letter Description 07/10/2017 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 07/19/2017 HCI Steel Buildings,LLC Check#6446 Kristin Foster $49,494.76 Outstanding Balance $0.00 Notes Date Note Created By: 12/23/2020 Emailed Airport for a copy of the lease. Kristin Foster 07/20/2017 Received letter of approval from dahp.KF Kristin Foster 07/10/2017 Valuation=2,727,954.40 Type 11-B Construction with F-1 Occupancy Group 28,785 square feet Kristin Foster @ 94.77 per square foot 06/30/2017 Revised plans received Launa Black 06/07/2017 Do not issue until review is completed by Department of Archeological and Historic Kristin Foster preservation. Uploaded Files Date File Name 09/30/2021 9798626-1284 IC 11.30.2020.pdf 09/06/2017 2584384-1284 Issued Permit.pdf 07/20/2017 2464683-Top Cub DAHP Approval Letter.pdf 06/07/2017 2346457-1284 DAHP Letter.pdf 04/17/2017 2220320-Review..Ton Cub.docx 01/26/2017 2068534-1284 Structural Calcs Foundation Part3.pdf 01/26/2017 2068535-1284 Structural Calcs Foundation Partl.pdf 01/26/2017 2068536-1284 Structural Calcs Foundation Part2.pdf 01/26/2017 2068531-1284 Plans Part2.pdf 01/26/2017 2068532-1284 Plans Part3.pdf 01/26/2017 2068533-1284 Plans Partl.pdf 01/26/2017 2068528-1284 Mezzanine Construction Plans Part2.pdf 01/26/2017 2068529-1284 Mezzanine Construction Plans Part3.pdf 01/26/2017 2068530-1284 Mezzanine Construction Plans Partl.pAf 01/26/2017 2068527-1284 Construction Plans Partl.pdf 01/26/2017 2068525-1284 Construction Plans Part2.pdf 01/26/2017 2068526-1284 Construction Plans Part3.pdf 01/26/2017 2068503-1284 Structural Calcs.pdf 01/26/2017 2068502-1284 Columns.pdf 01/12/2017 2047333-1284 Application.pdf City of Arlington Community • • Development April 17, 2017 HCI Buildings 17833 591"Ave. NE Suite C Arlington WA, 98223 RE:Top Cub Aircraft Dear HCI Buildings Thank you for your application submittal for the Project known as Top Cub Aircraft. I have reviewed the submittal and offer the following review comments for clarification/correction; 1. RCW, (Revised Code of Washington), §18.08.410 requires a registered design professional to stamp construction documents that exceed four thousand square feet in size. Please provide for this requirement. 2. Sheet G-0-1, provide a code analysis for this proposal per IBC, (International Building Code), 2015 edition, §107. 3. Sheet G-0-1, provide a block to identify the required deferred submittals.These deferred submittals shall include plumbing, mechanical, fire sprinkler and fire alarm.There may be others such as propane, hazardous material storage, high pile storage etc. Please understand that the following identified items are not a conclusive review but only comments on what has been submitted. Additional comments will be generated upon further reviews. 1. Sheet A-0-3, provide cross sections for the proposed demising walls at all restrooms and office separation areas. 2. Sheet A-0-5, provide for ICC A-117-2009, §307.4 at the open stairs first floor. 3. Sheet A-0-6, provide dimensions the depicted "Van accessible Parking space". Provide dimensions on all parking spaces proposed. 4. General comments, provide north arrows on all sheets,to include 5-1.0. Provide a statement of special inspection. Provide a 2015 WSEC non-residential energy code summary. i) In reading through the "Construction Agreement", (C.A.)there are several variations between that document and the submitted drawings. Please review these two submittals and correct the variations. One of which is a stated 6" interior slab while the plans state a 4" slab. ii) The "C.A." states a 6 sack mix but the E.O.R., (Engineer of Record), states only a 5 or 5.5 sack mix.This item drives additional special inspection criteria. iii) You also mention masonry wall element.This is not depicted on the construction drawings submitted. Please provide on renditions for design review. iv) As stated in the "C.A." the 2015 International Building Code has been adopted and all documentation to the 2012 edition of the code needs to be removed from the documents. Please understand that this project is on a "hold" status for the above mentioned issues as well as civil, SEPA and other department review criterion that has been returned to you for review and corrections. Thank you again for the opportunity to comment on your submittal and I look forward to your comments upon their return. Please feel free to contact me should you need clarification on my comments. Sincerely, Richard Karns CBO Building Official, City of Arlington t n LEASE TOPCUB AIRCRAFT LLC (LOT 22) The parties hereto are the CITY OF ARLINGTON, a municipal corporation of the State of Washington, (hereinafter"Arlington"), and TOPCUB AIRCRAFT LLC, a Washington limited liability company, (hereinafter"Lessee"). FOR AND IN CONSIDERATION of the mutual covenants hereinafter contained, there parties agree as follows: 1. LEASE AND DESCRIPTION. Upon the terms and conditions hereinafter set forth, Arlington does hereby lease to Lessee and the Lessee does hereby lease from City those certain premises situated in the City of Arlington, County of Snohomish, State of Washington, being a part of the Arlington Municipal Airport, according to the map thereof filed with the City's Clerk, said airport being situated in Sections 15, 16, 21 and 22 Township 31 North, Range 5 East, W.M., and being described as follows: See legal description and map attached hereto as Exhibit"A" which is incorporated herein by reference, hereinafter called "premises." 2. BUSINESS PURPOSE. The premises are to be used for such purposes as may be allowed under the zoning restrictions for the premises; provided that no use may be made of the premises which can or does interfere with use of the airport by aircraft by reasons of electrical, electronic, or smoke emanations, lighting conditions, height of any structure or appurtenance, or any use which may attract birds. 3. TERM. The term of this lease shall be for fifty (50) years, commencing November 1st 2015, and ending at midnight on October 31 st 2065, subject to the provisions of paragraph 7, below. 4. RENTAL. The annual rental for the period from November 1, 2015 through December 31, 2019, shall be paid in advance on the first day of each rental period, commencing November 1st, and shall be mailed or hand delivered to the Airport Office at 18204 59th Drive N.E., Arlington, Washington 98223, and shall be in the following amounts: First Rental Period: (November 1, 2015 to July 31, 2016), the annual sum Of$-0-. Second Rental Period (August 1, 2016 to December 31, 2016) the annual sum of$5,241.82 (based on 5 months at$0.26 per square foot) Third Rental Period:(January 1 st, 2017 to December 31 st, 2017) the annual sum of$13, 064.22 (based on 2017 rental rate of$0.27 per square foot). LEASE--1 (V.649 SJP) Fourth Rental Period: (January 1, 2018 to December 31st 2018) the annual sum of$13,064.22 (based on 2018 rental rate of$0.27 per square foot). Fifth Rental Period: (January 1, 2019 to December 31st 2019) the annual sum of$ 13,064.22 (based on 2019 rental rate of$0.27 per square foot). Future Rental Periods: An annual sum to be determined by Arlington based upon a reappraisal of land at the Arlington Municipal Airport (including the lease premises) by an MAI appraiser employed by Arlington for that purpose. Said sum shall be computed by the following formula: R=LRR X N Where: R= annual rental sum; LRR = Land Rental Rate, the annual rate per acre fixed by the most current appraisal of land at Arlington Municipal Airport. Appraisal to be conducted by an MAI appraiser employed by Arlington for valuation of land every 5 years; N= number of acres in parcel leased by Lessee (expressed to the third decimal point). (a) FUTURE REAPPRAISALS. Arlington anticipates having a professional reappraisal of the airport land conducted every five years. The reappraisal shall provide the basis for computation of the rents for the five-year period thereafter, using the formula as set forth above. (b) READJUSTMENT AND ARBITRATION 1. The rental sums for the remaining years of the term of this lease shall be readjusted at the commencement of each five- year term thereof, if written request for readjustment is given by either party to the other at least 30 days prior to the commencement of the five-year period concerning which readjustment is requested. If the parties cannot agree upon the Land Rental Rate for the five-year period, the Land Rental Rate for the subsequent five-year Rental Period shall be established by binding arbitration as provided by RCW 14.08.120 (5), as now enacted or subsequently amended. The only issue subject to arbitration is the Land Rental Rate (LRR) that Arlington has established. 2. Within fifteen (15) days after Lessee's written objection to the proposed adjusted rent, Lessee and Arlington will each select one arbitrator. The two selected arbitrators will select a third arbitrator. If the two arbitrators have not selected a LEASE--2 (27-649 SJP) • • third arbitrator within thirty (30) days after the last selection of the two, either Lessee or Arlington will apply to the rSnohomish residin "ud a of the Superior Court of Count presiding 9 pY for the appointment of a third arbitrator. Each arbitrator will hold the MAI designation (or equivalent) with at least five (5) years commercial, industrial, and /or business park appraisal experience and will be a Washington State Certified Appraiser. The three arbitrators will determine the Land Rental Rate (LRR) thereon, and no other matter. The decision of a majority of the arbitrators will bind both Lessee and Arlington. At the conclusion of the arbitration, the arbitrators will submit a written report to Lessee and Arlington containing their decision. The costs of the arbitration will be divided equally between Lessee and Arlington. Each party shall otherwise be responsible for their own legal, consulting, and other costs. 3. In the event resolution of the rental adjustment is not completed prior to the commencement of the Rental Period being considered, Lessee shall, pending resolution of such rental adjustment, continue to pay Arlington the Rent then in effect and Arlington, at its option, may elect to require that interest in the amount of twelve percent (12%) per annum be payable on any sum due as a result of a retroactive rental increase determined under the terms of this lease. (c) LEASEHOLD EXCISE TAX/PERSONAL PROPERTY TAX. In addition to the rent, the lessee shall pay to Arlington at the same time the rent is paid such leasehold excise tax or other taxes as shall have been or may be lawfully levied by the State of Washington or Snohomish County, which leasehold excise tax or other tax may rise or fall as rentals increase or decrease, or as applicable laws may change. (d) LEASEHOLD EXCISE TAX PROVISIONS. In the event that the Lessee does not own the improvements as would be stated in the section 1 of the General Lease Terms and Conditions of this lease, then for the purpose of compliance with the State of Washington leasehold excise tax law, the Lessee shall within five days after demand of Arlington furnish to Arlington all information as to the actual cost of any improvements placed on the premises by the Lessee (and at least annually during the term of the Lease to furnish all information as to the actual cost of any improvements placed on the premises following construction of the building placed thereon), and if demanded, such information shall be in the form of a sworn affidavit. It is understood that said information my be furnished to the Washington State Department of Revenue for the LEASE--3 (27.649 SJP) purpose of auditing and regulating the payment or collection of such tax, and the tax may be based upon the information furnished. If Arlington shall in the future determine that it must adopt some other or different method of securing information to enable it to comply with said law, the Lessee agrees to cooperate fully and promptly in such manner and to furnish all information demanded of it, including but not limited to depreciation schedules used for federal income tax purposes. (e) LATE CHARGES. There shall be assessed and the Lessee shall pay upon any installment of rent or portion thereof not paid within 10 days after such rent installment is due and payable, a late charge penalty for each month or fraction thereof the rent or portion thereof is not paid equal to five percent (5%) of the amount of such rent or portion thereof(plus accrued late charge penalties, if any) due and payable. The amount of such late charge penalty shall be added to the amount due each month, and total thereof shall be subject to a late charge for each succeeding month or fraction thereof in the amount of five percent (5%) of the total. 5. GENERAL TERMS AND CONDITION/INCORPORATION BY REFERENCE. Attached hereto as Exhibit"B" and incorporated herein by this reference is that document entitled "Arlington Municipal Airport General Lease Terms and Conditions" (hereinafter"the General Terms and Conditions"). Compliance with said document is a material element of Lessee's performance under and obligations under this Lease. 6. ENVIRONMENTAL STATUS. Subject to Arlington's representations and warranties, Lessee accepts the property in its present condition. For purposes of determining the Lessee's compliance with environmental laws as set forth in paragraph 13 of the General Terms and Conditions, Lessee warrants that: (a) it has had the opportunity to inspect the premises and conduct at its expense any and all studies, environmental audits, or other examinations of the property; and (b) that no contamination of the soil or other violations of environmental law exists on the site at the commencement of this Lease. 7. REPRESENTATIONS AND WARRANTIES_ 7.1 Representations and warranties of Arlington. Arlington hereby makes the following representations and warranties to Lessee as of the effective date of this Lease: (a) Organization and Authority. Arlington has been duly organized and is validly existing and in good standing under the laws of the State of Washington. Arlington owns the premises in fee simple, title to the premises is marketable, and the premises are not subject to any other lease, service contracts, agreement, lien, charge or encumbrance other than encumbrances and deed LEASE-4 (27-649 SJP) restrictions of record. Subject to the requirements of the Federal Aviation Administration (FAA), Arlington has the full right and authority to enter into this Lease and to lease the premises to Lessee. The person or persons signing this Lease on behalf of Arlington are authorized to do so. (b) No Breach. The execution, delivery and performance of this Lease by Arlington and the consummation of the transaction contemplated herein will not: (i) result in the creation or imposition of any lien, charge or encumbrance, against the premises or any portion thereof, or (ii) constitute or result in the violation or breach by Arlington of any judgment, order, writ, injunction or decree issued against or imposed upon Arlington or result in the violation of any applicable law, rule or regulation of any governmental authority, including, without limitation, the Airport Commission. (c) Litigation/Condemnation. Arlington has not received written notice of any, and there is no, litigation which has been filed (and that is pending) against Arlington that arises out of the ownership of the premises, nor has Arlington received written notice of any eminent domain, condemnation or similar proceedings relating to the premises. To Arlington's knowledge, there is no threatened litigation that arises out of the ownership of the premises. (d) No Violations. Arlington has not received any written notification from any governmental or public authority that the premises is in violation of any applicable fire, health, building, use, occupancy or zoning laws or other statute, ordinance, law or code (including without limitation Environmental Laws) bearing on the construction, operation or use of the premises or any part thereof. (e) No Consents. No consent, approval or action of, filing with or notice to any governmental or regulatory authority or any other person or entity other than approval by the Airport Commission, is required in connection with the execution, delivery and performance of this Lease or the consummation of the transactions contemplated. (f) Environmental. The City has no knowledge of any violation of Environmental Laws or of the presence of Hazardous Materials in, on, under, above or about the premises. 7.2 Representations and warranties of Lessee. Lessee hereby makes the following representations and warranties to Arlington as of the effective date of this Lease: (a) Organization and Authority. Buyer is a duly organized limited liability company authorized to do business in the state of Washington. (b) No breach. This Lease is (1) duly authorized, executed and delivered by Lessee, (2) a legal, valid and binding obligation of Lessee, and (3) in compliance with all provisions of all agreements and judicial orders to which Lessee is a party or to which Lessee is subject. (c) Inspection. Lessee has inspected those aspects of the Property, including, without limitation, its physical condition, that Lessee deems necessary in order to make a determination whether to lease the Property. LEASE--5 (27-641 SJP) f 8. SECURITY DEPOSIT AGREEMENT 1. Deposit. Upon execution of the Lease, Lessee shall post and maintain for the duration of this lease a cash deposit equal in amount to not less than one year's annual rent on the Effective Date (the "Security Deposit"). Said account shall be maintained as a separate account during the term of this lease. 2. Use of Deposit. Upon a default by Lessee and failure to cure by Lessee, Arlington shall have the right to apply so much of the Security Deposit as is necessary to cure such default or pay any expenses incurred as a result of such default. 3. Proof of funds. The Lessee shall at least annually, or upon reasonable request by Arlington, provide to Arlington written evidence satisfactory to Arlington of the existence of the account and the funds balance 9. MODIFICATIONS. This lease constitutes the entire agreement between the parties, and may not be changed or modified except by a written agreement signed by both parties. 10. SEVERABILITY. If any term or provision of this lease or the application of any term or provision to any person or circumstance is declared invalid or unenforceable, the remainder of this Lease, or the application of the term or provision to persons or circumstances other than those as to whom it is held invalid or unenforceable, shall not be affected and will continue in full force and effect. IN ITNES WHEREOF the parties hereto have executed this Lease on the day of 2015. CITY OF ARLINGTON By Mayor Barbara Tolbert ATTEST: 4ris'QR'PBa4nfieId, lerk LEASE--6 (27-649 SJP) TOPCUB AIRCRAFT LLC LESSEE Zhij Qian, C O LEASE--7 (27-649 SJP) STATE OF WASHINGTON ) : ss COUNTY OF SNOHOMISH ) On this day of �� 2015 before me, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared Barbara Tolbert and Kristin Banfield, to me known to be the Mayor and City Clerk, respectively, of the City of Arlington, the municipal corporation that executed the foregoing instrument and acknowledged the said instrument to be the free and voluntary act and deed of said municipal corporation, for the uses and purposes herein mentioned, and on oath stated that they are authorized to execute the said instrument and that the seal affixed (if any) is the corporate seal of said municipal corporation. �,- GIVEN under my hand and official seal this day of 2015. *iav ,( vAry °FR#I,,i NOTARY PUBLIC in and for the .►M"�'�'% ` /i State f ashi ton, residing at 9 g .c y > . '- My commi ion expir s: Name: /// I Nh,l9.18.Nye fill STATE OF WASHIIV�t�q, I�N�`��.�`� �s COUNTY OF SNOHOMISH) On this L.5+- day of ' , 2015, before me, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared Zhjiun Qian, to me known to be the CEO of TOPCUB AIRCRAFT LLC, the limited liability company that executed the foregoing instrument and acknowledged the said instrument to be the free and voluntary act and deed of said company, for the uses and purposes herein mentioned, and on oath stated that he was authorized to execute said instrument on behalf of said limited liability company. IVEN under my hand and official seal this day of 2015. �ig H/^, NOTARY PUBLAD in and for the F Sta a of Washington, residing at - • "� ? My commis ion expires: �'�-i9 'Oue�` o,,= Name: Vv rH 1 LEASE--8 (27.649 SM REVISED LOT 22 LEASE DATE: October 5,2015 THAT PORTION OF THE NORTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 22,TOWNSHIP 31 NORTH,RANGE 5 EAST,W.M., DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTH QUARTER CORNER OF SECTION 22, TOWNSHIP 31 NORTH,RANGE 5 EAST,W.M.; THENCE N00°14'08"W ALONG THE NORTH-SOUTH CENTERLINE OF SAID SECTION FOR 2545.19 FEET; THENCE S89045'52"W FOR 211.61 FEET TO THE TRUE POINT OF BEGINNING, SAID POINT LYING 25.00 FEET SOUTH OF A CHAIN LINK FENCE AS IT EXISTED ON OCTOBER 5, 2015; THENCE N89°3238"W,PARALLEL WITH AND 25.00 FEET SOUTH OF SAID CHAIN LINK FENCE AND ITS PROJECTION WESTERLY FOR 226.72 FEET; THENCE S00°12'27"W FOR 211.82 FEET TO A POINT LYING 0.50 FEET NORTH OF A CHAIN LINK FENCE AND ITS PROJECTION WESTERLY AS IT EXISTED ON OCTOBER 5, 2015; THENCE S89044'40"E TO AND LONG SAID LINE LYING 0.50' NORTH OF SAID FENCE AND ITS PROJECTION WESTERLY FOR 231.01 FEET; THENCE N00057'34"W FOR 211.07 FEET TO THE TRUE POINT OF BEGINNING. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. CONTAINING 48,386 SQUARE FEET. li* .15656 h :a . y N► �� t?J _ \ H N 00'12'27" E 211.82'. :. p _p. ►� : :t�: f: :{. ... .� CONCRETE {m p -sib, tro .: mbar O C Coe N ou' o:� 15' r*r' y 38.7' '�w coo =r- a DCO ur Ori n ►-�L Mn� rnO mm� c,; m� m L=J {...' Nm c_Do DN z 0D of Z oZ� mO _Dm DDN�? ,I m O r- z z Z, N-iW zW om'Z mrn Xmm D GJ O (n ZTi .. n rnmo D u+ 10' {-- -1 ..: -�z _ IV) ty O x :: 37.9' LO'l LZ M „i��,L9.00 N 9 r A0`d813S 0NIOl1(18 O� x >v I z O ++ r� Z m c� I G1 0 (D U'O m 1V�T H Cnc_n ' z rn z m W .��"Po N :0 O :U --- t —'0 r ;� ■; N \ O y S�" ti� m � I •P oo O D p ?�- s,�� :: n m_11 .-0 N c D o c= o ypR fZT1 rn Mcn - <C� - mm > f�I < D I �c0z m �cm j u= rn � cn c n o d3N100 t/L Hinos V40 3 < z rn N ,6 V9V9Z M 80,t WO N :S-W-ZZ 1 � mN01103S AO 3NI12831N30 S-N m — — �m Nz =z � co N D D mF _ M ro O n N D D CITE OF ARLINGTON CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SECTION 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 17922 59th Drive NE Building Permit Number 1284 Name &Address of Owner Occupant Load Number of Stories TOPCUB AIRCRAFT LLC Manufacturing Floor 128 / Main Floor Office 6 / Mezzanine 1 17922 59TH DRIVE NE 28 ARLINGTON,WA 98223 Type of Construction/ Sprinkler System Required Use II-B _Yes Manufacturing THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 ' EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP F-1 / B OCCUPANCY ISSUED December 23, 2020 BY BUILDING OFFICIAL dahp Allyson Brooks Ph.D.,Director State Historic Preservation Officer July 20, 2017 Ms. Amy Rusko City of Arlington 18204 59th Ave NE Arlington, WA 98223 In future correspondence please refer to: Project Tracking Code: 2017-03-01805 Property: #1453 Top Cub Aircraft Re: Review of Construction Plans, No Concerns Dear Ms. Rusko: Thank you for contacting the Washington State Department of Archaeology and Historic Preservation (DAHP). The Top Cub Aircraft facility project has been reviewed on behalf of the State Historic Preservation Officer (SHPO) under provisions of state and federal law. Our review is based upon documentation contained in your communication. Thank you for providing plans for the proposed Top Cub facility to be constructed at Arlington Municipal Airport in Arlington, Washington. Because the property falls within a recognized historic district, our agency had requested to review construction designs prior to construction. Our State Historic Architect, Mr. Nicholas Vann, has reviewed the plans and finds them feels the construction will not affect the historic character of the district. Thank you again for providing the design plans and for the opportunity to review and comment. If you have any questions, please contact me. Sincerely, Matthew Sterner, M.A. Transportation Archaeologist (360) 586-3082 matthew.sterner@dahp.wa.gov STATE o State of Washington • Department of Archaeology& Historic Preservation P.O. Box 48343 • Olympia, Washington 98504-8343 • (360) 586-3065 Q _ www.dahp.wa.gov �H� rsas 9°