Loading...
HomeMy WebLinkAbout19927 67TH AVE NE_BLD2426_2026 CITY OF ARLINGTON r' 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:19927 67th Avenue NE Permit#:2426 Parcel#:31051400200700 Valuation:2998125.00 OWNER APPLICANT CONTRACTOR Name:Gayteway Business Park,LLC Name:Craft Architects Name:SIERRA CONSTRUCTION CO Address:P.O.Box 1727 Address:1200 5th Avenue,Suite 1300 Address: 14800 NE North Woodinville Way City,State Zip:Bellevue,WA 98009 City,State Zip:Seattle,WA 98101 City,State Zip:Woodinville,WA 98072 Phone: Phone:206408-8633 Phone:425-847-5200 LIC:SIERRCC145N8 EXP:03/31/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name:TBD-DEFERRED Name:TBD-DEFERRED Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 1 CONST.TYPE: IIIB DWELLING UNITS: OCCGROUP: F-I/B BUILDINGS: I OCC LOAD: TBD 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 OCCU'ANCY HAS BEEN GRANTED. IBC IO/IRCI10. SA X N TII, I tax relating to onstruction and construction materials in the City of Arlington must be reported on your sales tax return form and co ed li /�. Signaturc Print Name Ibate IQ 1!g Released By Gate CONDITIONS L ADHERE TO APPROVED PLANS. CALL FOR INSPECTIONS. THIS PERMIT AUTHORIZES 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 10/08/2019 Building Permit Fee $19,043.40 10/08/2019 Building Plan Review Fee $12,377.91 10/08/2019 Processing/Technology Fee $25.00 10/08/2019 State Surcharge-Commercial $25.00 10/08/2019 Building Plan Review Fee $0.30 Total Due: $31,471.61 Total Payment: $31,471.61 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 MEMO 0800 TO: Matt Frause DATE: December 4, 2019 Project Manager Sierra Construction Company, Inc FROM: Andy Pflueger PROJECT NO.: 2170821.20 2170892.20 Tacoma-(253)383-2422 PROJECT NAME: Gayteway Building C& B SUBJECT: Rebar Placement in Slab Permit#: BLDG2426, BLDG2850 Address: 19927 67th Ave NE Matt, It is our understanding that it was observed by the Building Inspector(Christina Humphrey with SAFEbuilt)that some of the slab reinforcing at Building C was not placed within the depth of the slab on grade as specified on the structural drawings. Rather, the rebar in the area observed was in direct contact with the capillary break material at the bottom of the slab. The location observed is approximately 4-ft east of grid D, and 28'-6" south of grid 8, in Building C. In general the slab on grade is a non-structural element that may be completely unreinforced (like it is specified in the center bays of the building). The reinforcing specified around the perimeter of the building is provided for additional crack control during the heavy loading conditions of the panel lifting crane around the perimeter of the building. Reinforcing also ties the concrete tilt-up panels into the building foundation system around the perimeter of the building. We estimate that the reinforcing steel is stressed around 20% of capacity and would require significant corrosion and section loss before it indicated a significant structural deficiency. Further, the capillary break material and overexcavation of the site separates the slab from moisture and native soils that would contribute to any corrosion of exposed steel reinforcing. Our understanding is that the contractor uses crew members to lift the rebar into the specified location as they go, to ensure proper placement of the reinforcing steel. This condition may be an isolated area. The contractor has made several cores through the slab in the southwest corner of the building that are able to locate the reinforcing depth within the slab, including the one location identified by the Building Inspector. Our understanding is that the contractor has eight cores that show concrete cover of 2" or more. Some of the cores drilled did not cut through reinforcing. Please see the attached core location plan provided by the contractor. This confirms that the condition reported by the Building Inspector is likely an isolated condition. Our recommendations are as follows: • We do not recommend any remediation of the slab reinforcing with inadequate cover because it appears to be an isolated area and the structural demand on the reinforcing is very low. • We do not believe that the contractor should stop work on further construction of the building, constructing and erecting of panels, etc. Any remediation to the slab, if required, could be executed after the panels are constructed and erected Page 1 of 2 If you have any questions, please call me at (253) 383-2422. Sincerely,ql?k� Andy Pflueger, PE, SE Senior Project Manager AMP/ c: Dan Booth -AHBL Mark Evans - NELSON Q:\2017\2170821\20_STR\NON_CAD\OUTgoing\20191203 Memo(Slab Reinforcement Placement)2170821.20 2170892.20.docx Project Memo Page 2 of 2 Q©OO Gayteway Building C&B 2170821.20 2170892.20 December 4,2019 A9V TLILINE MATCtLINI ------- FOUNDATION NOTES: --------------- 1. SEE SHEET$0.1 FOR GENERAL NOTES.SEE SHEET 80.3 FOR TYPICAL DETAILS.SEE I SHEET SOA FOR TESTING AND INSPECTION NOTES. GAYTEWAY LLC. > --------- ------ Z SEE SOILS REPORT FOR ALL FOUNDATION AND SLAB SUPPORT REQUIREMENTS,THIS INCLUDES ALL EXCAVATION,FILL AND FILL PLACEMENT REQUIREMENTS. 53 TF6.0 3. SEE ARCHITECTURAUMECHANICAL DRAWINGS FOR DRAINS,SLOPES,AND OTHER FLOOR DEPRESSIONS NOT SHOWN. 4. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS,ELEVATIONS,AND WALLS NOT 51 II SHOWN. M. ENELSON ABV 5. VERIFY ALL WINDOW AND DOOR WIDTH AND HEIGHTS WITH ARCHITECTURAL DRAWINGS. I _ 1 �' EQ TYP ED TYP 6. LOCATIONS OF COLUMNS LOCATED IN WALLS ARE SHOWN SCHEMATICALLY ON TYP TYP STRUCTURAL DRAWINGS.THE CONTRACTOR IS TO COORDINATE LOCATION OF COLUMNS a r c h'i t e c t WITH ARCHITECTURAL DRAWINGS. 7. COLUMNS NOT SPECIFICALLY LOCATED BY DIMENSIONS SHALL BE LOCATED ADJACENT 1200 F t -n.. ,7 TO OPENINGS AS DIMENSIONED BY THE ARCHITECT,SEE ARCHITECTURAL DRAWINGS FOR Suite 1300 :8'-0'POUR DETAILS ATALL WINDOW AND DOOR JAMBS. Seattle,WA 98101 STRIP 8. SEE ARCHITECTURAL DRAWINGS FOR STUD SIZE,SPACING,AND rALLOUTS AT 206.408.8500 phone CL L IS 3 COL GRID F NON-STRUCTURAL WALLS. F4 5 9. FOR TYPICAL CONNECTION OF NON-LOAD BEARING WALLS TO SLAB,USE POWER ACTUATED FASTENERS AT 16"O.C. "I------ 3 TYP AT 10. PANEL DIMENSIONS SHOWN ARE TO CENTERLINE OF PANEL JOINT.SEE DOCK ARCHITECTURAL DRAWINGS FOR ADDITIONAL PANEL DIMENSIONS, DOOR R8.0 F75 j- 11. ELEVATIONS OF PANELS ARE SHOWN ON SHEET S5.1 THRU BSA. 3'-V POUR . STRIP • 12. UNLES NOTED OTHERWISE,TILTJJP PANEL ELEVATIONS SHOW PANELS VIEWED FROM TO FTG ELEV INSIDE OF BUILDING LOOKING TOWARDS BUILDING EXTERIOR. IN LEGEND: STEP FOOTING LOCATION-SEE DETAIL WS0.3. A I ---- z 5 1 1 CAST IN PLACE CONCRETE WALL.SEE PLAN AND DETAILS FOR > REINFORCING REQUIREMENTS. CONSTRUCTION OR 0 < M CONTROL JOINT PER 3z T.0 ELEV.FTG TILT-UP CONCRETE WALL.FOR REINFORCING REQUIREMENTS w AND JOINT LOCATIONS,SEE TILT-UP CONCRETE PANEL ELEVATIONS ON SHEETS S5.1 THRU 55.4. P (.0 z PANEL JOINT BETWEEN TILTIJP CONCRETE WALL PANELS. < 0 m 0 TYP AT c\j DOOR TYP T.O.FIG LEV FOOTING SCHEDULE P A Q 14 -41-T T;Y--(-.N 111 .P G MARK SIZE REINFORCING REMARKS --- - ------- F4,0 4!-Wx4exI'-T (4)#5 EACH WAY AT BOTTOM OF FOOTING r8.0 T- L I FTS -------------- F4.5 4!-6"xf-S'x V-0" (4)#5 EACH WAY AT BOTTOM OF FOOTING F5.0 5'-0'x 5'-V x V-v (5)#5 EACH WAY AT BOTTOM OF FOOTING F1,1,1 'P I TO.FTG ELEV F6.0 6-V x 6"0"x I'-v (6)#5 EACH WAY AT BOTTOM OF FOOTING A -C.Ir F6.5 6-6'x S-F x 1'-0' (7)#5 EACH WAY AT BOTTOM OF FOOTING F7.0 7'-0*xr-W x 1-V (7)#5 EACH WAY AT BOTTOM OF FOOTING CONSULTANT FTS 7'-8'x-r-vx1'-2' (8)#5 EACH WAY AT BOTTOM OF FOOTING PV F8.0 8'.Cmx8'-Vx 1'-T (8)95 EACH WAY AT BOTTOM OF FOOTING e STRIP POUR G'UNREINI GRADE- SEE G CHNICAL ENGINEERING REPORT E? FOOTINGS SCHEDULE NOTES: TYP FOR SLOBGTRADE PREPARATION CAPILLARY BREAK,AND VAPOR BARRIER 1. TOP OF FOOTING ELEVATION -9-T UNLESS NOTED OTHERWISE ON PLAN. TALOW-SEATTLE-SPOKANE-TRWTIES 2215 Norlh 30th &ft300 T.-AWAgM f2 2. FOOTING DESIGN BASED ON 2000 PSF ALLOWABLE SOIL BEARING PRESSURE. S%M25n -.W.. T.O.FTG ELEV 2M.M&2422 -7-V 3. EQUALLY SPACE REINFORCING IN EACH DIRECTION. 4. PROVIDE 3"CLEAR TO REINFORCING AT BOTTOM OF FOOTING. :6'-V POUR STRIP AT COL 7.6 F8.0 F8.( �4 ONAL L----- ABV S,2' TYP AT OPNG Submittals/Revisions: r A. 31 PERMIT SUBMITTAL I ZI8/19 REINF SLAB IN HATCHED- T-0"POUR I STRIP AREA FOR CRANE PATH W/ TYP #4 AT 16'OC EA WAY AT CL OF SLAB 6 ABV T.O.FTG ELEV. r 4 -------ABV A. - ----------- - -- - - -- - ------ - -- - Sheet Title: ---------- ---------------- -------------- ---- ------------- TO.FTG ELEV 33 FOUNDATION PLAN CL COLS Date: 01/11/19 TYP AT 40'e 501-T oPNc40'-U' 40'-T Design: AMP 210'-0* Drawn: SSO Project No: 2170821.20 Approved: )LB FOUNDATION PLAN �� D 3/32"=11-01, Building No: Sheet No: S1.2 COPYRIGHT CRAFT ARCHITECTS 2016 d a zl M _ t � 5 CD ou fyD �p N V] O V r" y C7 z I tz � rA n "d m 1p y O� n Z ICI o ° 0 � zd � � y c a � vb •-� o9O b -3 z rA v o ° a C xb n Q CD y z �' d n ~ GC cr � n r M z Cz7 N `C l 7 M M �1 , v � -3CD o y x F•a tz �` O tz C a N z z y cr d n z 2 ►T] O N ..y ~, n n ~ CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:19927 67th Avenue NE Permit#:2426 Parcel#:31051400200700 Valuation:2998125.00 OWNER APPLICANT CONTRACTOR Name:Gayteway Business Park,LLC Name:Craft Architects Name:SIERRA CONSTRUCTION CO Address:P.O.Box 1727 Address:1200 5th Avenue,Suite 1300 Address: 14800 NE North Woodinville Way City,State Zip:Bellevue,WA 98009 City,State Zip:Seattle,WA 98101 City,State Zip:WoodinviIle,WA 98072 Phone: Phone:206-408-8633 Phone:425-847-5200 LIC:SIERRCC145N8 EXP:03/31/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name:TBD-DEFERRED Name:TBD-DEFERRED 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: IIIB DWELLING UNITS: OCC GROUP: F-1B BUILDINGS: I OCC LOAD: TBD 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 OCCU ANCY HAS BEEN GRANTED. IBC110/IRC110. SALE&ZAX N T E: I tax relating to onstruction and construction materials in the City of Arlington must be reported on your sales tax return form and co ed li , `l Signature Print Name bate g Released By 4.t CONDITIONS ADHERE TO APPROVED PLANS. CALL FOR INSPECTIONS. THIS PERMIT AUTHORIZES 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 10/08/2019 Building Permit Fee $19,043.40 10/08/2019 Building Plan Review Fee $12,377.91 10/08/2019 Processing/Technology Fee $25.00 10/08/2019 State Surcharge-Commercial $25.00 10/08/2019 Building Plan Review Fee $0.30 Total Due: $31,471.61 Total Payment: $31,471.61 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 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 following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. / One(1) City of Arlington Commercial/Multi-Family Permit Application (One(1) permit application per building or structure is required) © One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form + 04,I X❑ Two (2)Architectural Drawings L- ANwee, X❑ Two(2) Structural Drawings © Two (2) Structural Calculations ❑ One(1) Project Specification Manuals(if applicable) X❑ One(1) NREC Code Compliance Forms X❑ One (1) Special Inspection Requirements Forms ❑ One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360) 403 3551 or by email to cedo_arlingtonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 ,,; `'I - COMMERCIAL APPLICATION PERMIT SUBMITTAL I\G Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following International Codes 1. 2015 International Building Code(IBC) 2 2015 International Residential Code(IRC) 3 2015 International Mechanical Code (IMC) 4 2015 International Fuel Gas Code(IFGC) 5 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7 2015 International Property Maintenance Code(IPMC) 8 2015 International Existing Property Code(IEBC) 9 2015 Washington State Energy Code (WESC) 10. 2009 Accessible& Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1 WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4 WAC 51-54 Washington State Fire Code 5 WAC 51-56&51-57 Washington State Plumbing Code and Standards 6 WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design Frost Line Depth: 12 inches Soil Bearing Capacity 1,500 psf unless a Geo-Technical Report is provided (IBC Table 1804 2 & IRC R401 4 1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper. All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line, or other professional media Plans will not be accepted that are marked preliminary or not for construction,that have red lines, cut and paste details or those that have been altered after the design professional has signed the plans Please Note:A separate submittal of plans is required for each building or structure REV 2015 Page 2 of 9 r Y �' COMMERCIAL APPLICATION PERMIT SUBMITTAL �lING,` Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided Please submit this checklist as part of your submittal documents A. ❑X SITE PLAN—REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1 Drawing shall be prepared at scale not to exceed 1"=20 feet. 2 Show building outline and all exterior improvements 3 Provide property legal description and show property lines 4 Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes) 5 Show building setbacks,easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines 9 Show the location of all existing underground utilities, including water, sewer, gas and electrical 10 Flood hazard areas, floodways, and design flood elevations as applicable B. XX ARCHITECTURAL DRAWINGS 1 ® Cover Sheet a) Building Information 1 Specify model code information 2 Construction Type. 3 Number of stories and total height in feet 4 Building square footage(per floor and total) 5 IBC Occupancy Type(show all types by floor and total). 6 Mixed-use ratio(if applicable) 7 Occupant load calculation(show by occupancy type and total) 8 List work to be performed under this permit b) Design Team Information 1 Design Professional in Responsible Charge 2 Architects 3 Structural Engineers 4 Owner 5 Developer 6 Any other Design Team Members 2. LX1 Floor Plan a) Plan view 1/8"minimum scale. Details a minimum %-inch scale b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan (on every floor, in all rooms and spaces) e) Show ALL exits on the plans; include new, existing or eliminated f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms, walls and shafts. h) Note the uses in the adjacent tenant spaces, if applicable. i) Provide a door and door hardware schedule REV 2015 Page 3 of 9 I I �, ' COMMERCIAL APPLICATION PERMIT SUBMITTAL ��lji G10 Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 j) Show the location of all new walls, doors, windows; etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls, doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls 3 ❑N/A Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum %-inch scale b) Provide ceiling construction details c) Provide suspended ceiling details complying with IBC 803 9 1 1 Show seismic bracing details d) Show the location of all emergency lighting and exit signage e) Detail the seismic bracing of the fixtures f) Include a lighting fixture schedule 4 ® Framing Plan a) Specify the size, spacing, span and wood species or metal gage for all stud walls b) Indicate all wall, beam and floor connections c) Detail the seismic bracing for all walls d) Include a stair section showing rise, run, landings, headroom, handrail and guardrail dimensions 5 ❑N/A Storage Racks (if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls NOTE: High pile storage shall meet the requirements of current International Building and Fire Codes C. [ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704, the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1 D. X❑ WASHINGTON STATE ENERGY CODE 1. One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms E. OCCUPANT'S STATEMENT OF INTENDED USE 1 The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 r i, I COMMERCIAL APPLICATION PERMIT SUBMITTAL IN GAO 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 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 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 Applications. To determine 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@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. REV 2015 Page 5 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL GIN(: 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: Gayteway Business Park-Building C Valuation: $2,998,125.00($45'/SF) Project Address: 20015 67th Ave NE,Arlington,WA Parcel ID#: 31051400200700 Legal Description Section 14 Township 31 Range 05 Quarter NW-See civil for full description Owner: Chris Gayle Phone Number: (206)240-9739 Address: 845 106th Ave NE,Suite 102 City: Bellevue State: WA Zip Code: 98004 Engineer: Andy Pflueger Phone Number: (253)383-2422 Cell Phone: (253)383-2422 E-mail: apflueger@ahbl.com Address: 2215 North 30th Street, Suite 300 City: Tacoma State: WA Zip Code: 98403 General Contractor: TBD Phone Number: Cell Phone E-mail: Address City State: Zip Code Contractor's License Number:_ _ _ Expiration Contact Person: Errol Ramirez Phone Number: (206)408-8633 Cell Phone: (206)408-8633 E-mail: errol craftarchitects.com Address: 1200 5th Ave,Suite 1300 City: Seattle State: WA Zip Code: 98101 Proposed Scope of Work: Construction of a new tilt-up concrete 24'clear,semi-conditioned shell building. REV 2015 Page 6 of 9 i COMMERCIAL APPLICATION s • PERMIT SUBMITTAL -IN�`, Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 Project Name/Tenant Gayteway Business Park-Building C/Tenant TBD Site Address 20015 67th Ave NE,Arlington,WA Bldg/Unit/Suite IBC Construction Type IIIB,fully sprinklered IBC Occupancy Type F-1 &F-2 Description of Use For factory/industrial use,tenant TBD Building Square Footage 66,625 SF Number of Stories 1 Square Footage Per Floor 66,625 SF 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 ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents(>200sq ft)or canopies(>400 sq ft) Provide details 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 of 9 •'A � ?: � I 1' Yo� 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: Gayteway Business Park-Building C Project Address: 20015 67th Ave NE,Arlington,WA Special Inspection Firm: TBD Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of 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 ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified 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 resolution.A weekly shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming 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 shall maintain all daily inspections reports, on site, for review. REV 2015 Page 8 of 9 y O f COMMERCIAL APPLICATION ���`o PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • 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 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 may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement Owner: Date: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accorda with the laws, rules and regulation of the State of Washington c Applicants Signature V&(l C-'A' 6 Print Applicants Name Date FOR STAFF USE ONLY `c 2`Iu-P � Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 SAFEbUilt, PLAN REVIEW COMMENTS DATE: 8/6/2019 TO: GAYTEWAY BUILDING B FROM: Lou Whitford PHONE: 253-383-2422 PHONE: 206-503-5948 EMAIL: apflueger@ahbl.com EMAIL: Iwhitford@safebuilt.com PERMITS#: BLDG-2580 OCCUPANCY GROUP: F-1 PROJECT: GAYTEWAY BUILDING B TYPE OF CONSTRUCTION: III-B ADDRESS: 20015 67T" AVE NE NUMBER OF STORIES: 1 SAFEbuilt Inc. has reviewed the projects below documents for conformance to the provisions of the 2015 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The permits referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lou"W kuffo-ral Senior Plans Examiner 1621 114th Ave SE, Ste 219 Bellevue, WA 98004 Iwhitford@safebuilt.com i e� SAFEbuilt , 1621 1141h Avenue SE,Suite 219 • Bellevue,WA 98004 • www.SAFEbuilt.com DEFERRED SUBMITTAL AGREEMENT The undersigned has been issued a permit for construction prior to final approval of the following.The following items shall be considered deferred submittals and shall be submitted AND approved prior to installation. Applicant's Name Errol Ramirez, Project Manager- NELSON Phone (206)408-8633 I E-Mail eramirez@nelsonww.com I Primary Contact Errol Ramirez, Project Manager- NELSON Phone (206)408-8633 E-Mail eramirez@nelsonww.com Project Name Gateway Building C Permit Number BLD-2426 Project Construction of a new tilt-up concrete 24' Description clear, semi-conditioned shell building Tax ID Number Site Address 20015 67th Avenue NE Contractor i I I Deferred Item I-Pre-Engineereu Steel Joists and Joist Girders Date Deferred Item Date Deferred Item Date Deferred Item Date Deferred Item Date Deferred Item I Date I hereby assume all risk, financially and otherwise,for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate. I understand that approval for the above deferred submittal(s) may take up to ten working days (or longer if there are problems with the submittal) from the date of submission. I understand that certain inspections will NOT be performed until the submissions are accepted. I understand additional fees will be required based on the additional time spent for plan review. All deferred submittal must be submitted to the design professional in responsible charge of the above project for written approval prior to submittal so SAFEbuilt. Architect/Engineer of Record Printed Adam Segalla - NELSON Worldwide Name A h Architect/Engineer of Record Signature _ V Date 5/17/2019 Owner Printed DANIEL B. TAYLOR, OWNERSHIP REPRESENTATIVE Name l /� Owner Signature rDate MAY 17, 2019 ACCEPTED ON BEHALF OF THE BUILDING DEPARTMENT SAFEbuilt Printed Name SAFEbuilt Signature Date i U7J -;� V" o City of ArlinnPublic Works 238 N. Olympic•Arlington, WA 98223 DATE JoB,No. f —I 7-40 ❑Administration ❑Maintenance & Operations ATTENTION ❑Engineering ❑Utilities 4p2v1 TO RE: j `/� `� 1 skf2�i WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION v THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO j/ SIGNED: If enclosures are not as noted,kindly notify us at once. vow ONW-- SAFEbui1t ,.,, RETURN SUBMITTAL DATE: 5/2/2019 The following projects have been reviewed per City of Arlington Ordinances and have been deemed complete. Separate document lists are included for each permit for your use in quality control. Invoicing will be done separately and will be pursuant to the services contract. TYPE OF BUILDING ORIGINAL DATE PERMIT# PERMIT REVIEWER OF RECEIPT COMMENTS 1 BLD2426 Building _ A.Green 5/3/2019 Review Complete 2 3 4 5 SAFEbuilt Contact Information: Amber Green agreen@safebuilt.com 206-718-7659 RECEIVED: CITY OF ARLINGTON Si n ture Date Printed Name Received MAY 0 3 2019 � r m O (D y • G Q G 3 CD (D • r m a a C) m a m - n CD a Cl) O C C- Cn D -0 Cn -u N G) Cn — Z Cl) a) m 7 =5 --I ZF �10 --), w (D N m rt �i D < Q 2. (D Rl v a) O r m a) m 00 rn �� CD 0(C o `m m � n n CD co �(Q C n (D m -n CD v Q oo (D m CD m (� N m n U U m CD CD m w ern o a �-' 0 O y C• OCD 1 ® C sx rage L OT 410-1 Structural Calculations OV For 0�- Hj • ] L, Gayteway Building C j Arlington, WA Project # 2170821.20 Project Principal Dan Booth, PE, SE Project Manager Andy Pflueger, PE, SE Project Engineer Shengnan Zhao I Design Criteria I Design Codes and Standards Codes and Standards: Structural design and construction shall be in accordance with the applicable sections of the following codes and standards as adopted and amended by the local building authority: International Building Code, 2015 Edition. Structural Design Criteria: Live Load Criteria: Roof(Min Blanket Snow) 25 psf o xas����7' Slab on Grade 250 psf Wind Load Criteria: 1 Ultimate Wind Speed 110 mph Risk Category II o,�, G�r►�xAL VS, lWind Exposure C �SSI�MAL r Topographic Factor 1.0 01/17/2019 1 Seismic Criteria: Risk Category II Seismic Importance Factor 1.0 SS = 1062 S, = 0.413 Sds = 0.761 Sd, = 0.437 Site Class = D (per Geotech) Seismic Design Category = D Response Modification Coeff. (R): 5 Seismic Response Coeff. (CS): 2 _1 i rage J oT 401 Soil Criteria: Based on Geotechnical Engineering Report by: Sondergaard Geoscience, PLLC, dated February 9, 2018. Allowable Soil Bearing Capacity: 1500 psf allow 33% increase for loads from wind or seismic origin. Active Earth Pressure = 35 pcf with level backfill or 55 pcf with sloping backfill at max 2H:1 V At Rest Earth Pressure = 50 pcf with level backfill or 75 pcf with sloping backfill at max 2H:1V Seismic Earth Pressure = 8H psf for active or 1 OH psf for at rest earth pressures Friction Coefficient = 250 pcf Passive Pressure = 0.35 Project Description The project consists of a single story, approximately 66,100 sf, concrete tilt-up building rage 4 OT 413-1 Table of Contents Section Description Page (s) 1.0 Design Criteria 2.0 Foundation Design 5-39 3.0 Roof Framing Design 40-47 4.0 Column Design 48-73 5.0 Wall Design 74-209 I6.0 Lateral Design 210-261 7.0 Shearwall Design 262-399 8.0 Canopy Design 400-420 9.0 Miscellaneous 421-461 ,V J. J _a J J J r3 / I rage 5 oT 40-1 pr 1 b �i � 'I- ❑ a of Pa L Project � Project No.�� � 9 Subject Phone _ l ❑ Calculations [I Fax With/To Fax# O —� El Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers co N Structural Engineers Landscape Architects P4. N L =-� "1 Community Planners Land Surveyors Z S AMC A-c- 2�B S ►^� P S 2-� v F#r'� 3 _ B 5'6'-V-ve s 3-c, — P1 Ills d -L sus #,4r, i i If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage o T 40 1 1 , Iq �1 Z : Pao of ��'' project 6 A VM;- S! C _ Project No. ` � � � Subject _. Phone ❑ Calculations _ WithlTo Fax# ❑ Fax Q ❑ Memorandum Address #Faxed Pages. ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers Landscape Architects Community Planners kVA P,5 2_u Land Surveyors S-2S, 4-� SArwt E A-s 2 �-�;b F •G 'PO Ps -C 8 b -5b3 S`�.� �6°4b3 .. -�-© F $.o t3 _4& Bksk0 oN Ctre Art,r-rf (ISPff o 25 its-4 4 �•° t 5.0 L q— 4-t'0' X A-'-v" x -o 9 w l C 4-)*-5 w(_ "-r- �,�' >,tl-o u ../, C ,4 aQ, FXQ1C- fckar r- �•s �I,� S 2 f � �¢,� Z�—�,'' k �'-�" a�2 6%1/ (13 5 ITV @ PAT I% $ , d ;6.o G o, o 6. 0 Fi`-o u X %0" X I'•/!." ga-�- . If this does not meet with your understanding,please contact us In writing within seven days. THANK YOU. rage / OT 410-1 �1'■ AHBL Engineers Inc. Project Title: 2215 N/30th Street,Suite 300 Engineer:AV A Project ID: A Tacoma WA,98403 Project Descr: 10 Ifffi Frined:lzr=Arzzot 5.1,:Pna General Footing File=0:1201N170821ti20_STRINON_CADICALCs1AOEUw3—N112ZANE3—K.EC6 g ENERCALC,INC.1963-2017,Build:10.17.12.10,Ver:10.17.12.10 f r :00 ' Description: F4.0 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties _ Soil Design Values fc:Concrete 28 day strength 3.0 ksi Allowable Soil Bearing 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance(for Sliding) 250.0 pcf Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. 0.30 cp Values Flexure 0.90 Shear = 0.750 Increases based on footing Depth 1 Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. _ Allow press.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 1 Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of depth - Use ftg wt for stability,moments&shears Yes ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft 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 t I Footing Thickness = 12.0 in - 1 Pedestal dimensions... o x px:parallel to X-X Axis - 8.0 in pz:parallel to Z-Z Axis _ 8.0 in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing - 3.0 in . f Reinforcing W J Bars parallel to X-X Axis Number of Bars = 4.0 I Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 F Reinforcing Bar Size # 5 Bandwidth Distribution Check (ACI 15A.4.2) Direction Requiring Closer Separation n/a "" """"'' "`°•w•" #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E iH P:Column Load _ 9 — 15.0 k OB:Overburden ksf M-xx k-ft M-zz k-ft V-x k V-z k rage 6 or 413-I ■�r• AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: W Tacoma WA,98403 Project Descr: AVA Printed:12 MAR 201 P. FJ 1 NJ File=Q:120r712170827120_STRIN4N_CAD'1CALCsW0EUW3-M2ZANE3-KEC6 General Footing ENEKLALC,INC.t983-2017,Build,1017.12,10.Vert10.171210 Description: F4.0 DESIGN SUMMARY _ Design • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9441 Soil Bearing 1.553 ksf 1.645 ksf +D+S 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 nla Uplift 0.0 k 0.0 k No Uplift PASS 0.2488 Z Flexure(+X) 3.018 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.2488 Z Flexure(-X) 3.018 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.2488 X Flexure(+Z) 3.018 k-f/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.2488 X Flexure(-Z) 3.018 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.2253 1-way Shear(+X) 18.512 psi 82.158 psi +1.20D+1.60S PASS 0.2253 1-way Shear(-X) 18,512 psi 82.158 psi +1.20D+1.60S PASS 0.2253 1-way Shear(+Z) 18.512 psi 82.158 psi +1.20D+1.60S PASS 0.2253 1-way Shear(-Z) 18.512 psi 82,158 psi +1.20D+1.60S PASS 0.3010 2-way Punching 49.452 psi 164.317 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left, X Right,+X Ratio X-X,D Only 1.645 n/a 0.0 0.6160 0.6160 n/a n/a 0.375 X-X,+D+S 1.645 n/a 0.0 1.553 1.553 n/a n/a 0.944 X-X,+D+0.750S 1.645 n/a 0.0 1.319 1.319 n/a n/a 0.802 X-X,+0.60D 1.645 n/a 0.0 0.3696 0.3696 n/a n/a 0.225 Z-Z,D Only 1.645 0.0 n/a n/a n/a 0.6160 0.6160 0.375 Z-Z,+D+S 1.645 0.0 n/a nla n/a 1.553 1.553 0.944 Z-Z,+D+0.750S 1.645 0.0 n/a n/a n/a 1.319 1.319 0.802 Z-Z,+0.60D 1.645 0.0 n/a n/a n/a 0.3696 0.3696 0.225 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure _ Flexure Axis 8 Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D 1.091 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.40D 1.091 -Z Bottom 0,2592 Min Temp% 0.310 12.131 OK X-X,+1.20D 0.9349 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D 0.9349 -Z Bottom 0.2592 Min Temp% 0.310 12,131 OK X-X,+1.20D+0.50S 1.586 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50S 1.586 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60S 3.018 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60S 3.018 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.70S 1.846 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.70S 1.846 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+0.90D 0.7012 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+0.90D 0,7012 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.40D 1.091 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.40D 1.091 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D 0.9349 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D 0.9349 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK rage y OT 40-1 AHBL Engineers Inc. Project Title: V 2215 N 30th Street,Suite 300 Engineer: / Project ID: Tacoma WA,98403 Project Descr: OPfinted:12 MAR 20M,5:; PM General Footing File=0:1201712170821�20_STR�NON_CADICALCs1A0EUW3-N12ZANE3-K.EC6 g ENERCALC,INC.1963-2017,Build:10 17 12.10.Ver:10.171210 6001735 Licensee:AHBL,INC Description: F4.0 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft Z-Z,+1.20D+0.50S 1.586 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50S 1.586 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60S 3.018 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60S 3.018 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.70S 1.846 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.70S 1.846 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+0.90D 0.7012 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+0.90D 0.7012 +X Bottom 0.2592 Min Temp% 0.310 12.131 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 6.69 psi 6.69 psi 6.69 psi 6.69 psi 6.69 psi 82.16 psi 0.08 0.00 +1.20D 5.73 Psi 5.73 psi 5.73 psi 5.73 psi 5.73 psi 82.16 psi 0.07 0.00 +1.20D+0.50S 9.73 psi 9.73 psi 9.73 psi 9.73 psi 9.73 psi 82.16 psi 0.12 0.00 1I +1.20D+1.60S 18.51 psi 18.51 psi 18.51 psi 18.51 psi 18.51 psi 82.16 psi 0.23 0.00 +1.20D+0.70S 11.33 psi 11.33 psi 11.33 psi 11.33 psi 11.33 psi 82.16 psi 0.14 0.00 +0.90D 4.30 psi 4.30 psi 4.30 psi 4.30 psi 4.30 psi 82.16 psi 0.05 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status J +1.40D 17.87 psi 164.32osi 0.1088 OK +1.20D 15.32 psi 164.32psi 0.09322 OK +1.20D+0.50S 25.99 psi 164.32psi 0.1581 OK +1.20D+1.60S 49.45 psi 164.32psi 0.301 OK +1.20D+0.70S 30.25 psi 164.32psi 0.1841 OK +0.90D 11.49 psi 164.32psi 0.06992 OK 1 - 1 t 1 .l .J rage I U OT 4b-1 AHBL Engineers Inc. Project Title: po 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: dWA © - Printed:12 MARV$,6:12PM General Footing �=0�2017�;7a8z»srRwoN_cac�ao -N12zNr►n-icEcs , 9 ENERCALC.INC 1983.2017,Budd:10,171210.Ver10171210 i6i0 Description: F4.5 Code References - Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Intormatlon Material Properties Soil Design Values f c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.5 ksf fy:Robar Yiold = 60.0 ksi Increase Rearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. - 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel',�Bending Reinf. - Allow press,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 No Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - ft 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 Thickness = 12.0 in - Pedestal dimensions... px:parallel to X-X Axis = 8,0 in pz:parallel to Z-Z Axis = 8.0 in Height - in Rebar Centerline to Edge of Concrete... ' at Bottom of footing = 3.0 in 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 Reinforcing Bar Size = # 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 = 11.40 19.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k rage l I OT 4bl ■1'■ AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr; © - - - - � F-fnted:l2MaR2018,=:129ns General Footing File=Q:120171217U821�STHWUN_CA�CALCsa0EUW3-M2TJINI KEo ' 9 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 0,00 Description: F4.5 DESIGN SUMMARY • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9453 Soil Bearing 1.555 ksf 1,645 ksf +D+S 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 nla 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 0.3691 Z Flexure(+X) 3.995 k-ft/ft 10.825 k-ft/ft +1.20D+1.60S PASS 0.3691 Z Flexure(-X) 3.995 k-ft/ft 10,825 k-ft/ft +1.20D+1.60S PASS 0.3691 X Flexure(+Z) 3.995 k-ft/ft 10.825 k-ft/ft +1.20D+1.60S PASS 0.3691 X Flexure(-Z) 3.995 k-ft/ft 10.825 k-ft/ft +1.20D+1.60S PASS 0.2868 1-way Shear(+X) 23.566 psi 82.158 psi +1.20D+1.60S PASS 0.2868 1-way Shear(-X) 23.566 psi 82.158 psi +1.20D+1.60S PASS 0.2868 1-way Shear(+Z) 23.566 psi 82.158 psi +1.20D+1.60S PASS 0.2868 1-way Shear(-Z) 23.566 psi 82.158 psi +1.20D+1.60S PASS 0.3932 2-way Punching 64.608 psi 164.317 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Searing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 1.645 n/a 0.0 0.6168 0.6168 n/a n/a 0.375 X-X,+D+S 1.645 n/a 0.0 1.555 1.555 n/a n/a 0.945 X-X,+D+0.750S 1.645 n/a 0.0 1.320 1.320 n/a n/a 0.802 X-X,+0.60D 1.645 n/a 0.0 0.3701 0.3701 n/a n/a 0.225 Z-Z,D Only 1.645 0.0 n/a n/a n/a 0.6168 0.6168 0.375 Z-Z,+D+S 1.645 0.0 n/a n/a n/a 1.555 1.555 0.945 Z-Z,+D+0.750S 1.645 0.0 n/a n/a n/a 1.320 1.320 0.802 Z-Z,+0.60D 1.645 0.0 n/a n/a n/a 0.3701 0.3701 0.225 Overturning Stability Rotation Axis& t 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 Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd G As Actual As Phi"Mn Status k-ft Surface in^2 inAn^2 in^2 k-ft ` X-X,+1.40D 1.444 +Z Bottom 0.2592 Min Temp% 0.2756 10,825 OK X-X,+1.40D 1.444 -Z Bottom 0.2592 Min Temp% 0.2756 10.825 OK X-X,+1.20D 1.238 +Z Bottom 0.2592 Min Temp% 0.2756 10.825 OK X-X,+1.20D 1.238 -Z Bottom 0.2592 Min Temp% 0.2756 10.825 OK X-X,+1.20D+0.50S 2.10 +Z Bottom 0.2592 Min Temp% 0.2756 10.825 OK X-X,+1.20D+0.50S 2.10 -Z Bottom 0.2592 Min Temp% 0.2756 10.825 OK X-X,+1.20D+1.60S 3.995 +Z Bottom 0.2592 Min Temp% 0.2756 10.825 OK X-X,+1.20D+1.60S 3.995 -Z Bottom 0.2592 Min Temp% 0.2756 10.825 OK l X-X,+1.20D+0.70S 2.444 +Z Bottom 0.2592 Min Temp% 0.2756 10.825 OK X-X,+1.20D+0.70S 2.444 -Z Bottom 0.2592 Min Temp% 0,2756 10.825 OK X-X,+0.90D 0.9286 +Z Bottom 0.2592 Min Temp% 0.2756 10.825 OK X-X,+0.90D 0.9286 -Z Bottom 0.2592 Min Temp% 0.2756 10.825 OK Z-Z,+1.40D 1.444 -X Bottom 0.2592 Min Temp% 0.2756 10.825 OK Z-Z,+1.40D 1.444 +X Bottom 0.2592 Min Temp% 0.2756 10.825 OK _} Z-Z,+1.20D 1.238 -X Bottom 0.2592 Min Temp% 0.2756 10.825 OK Z-Z,+1.20D 1.238 +X Bottom 0.2592 Min Temp% 0.2756 10.825 OK .I rage-I L oT 410-1 AHBL Engineers Inc. Project Title: �1 22,15 N 30th Street,Suite 300 Enyiiiev!. Project ID: V Tacoma WA,98403 Project Descr: Mid id ©wu- 0 ­ __ - - Fri nted:l2MH?2c,18,5:`2PG•1 Fide=a:12017v2t7682R20_STRWON_CADrXCS%AOEUW3-P1QME3-K.EC6 General Footing ENERCALC,INC.1983-2017,Build:10.17.12,10,Ver:10.17 12 10 KW-06001735 Licensee: AHBL,INC Description: F4.5 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 in^2 in^2 k-ft Z-Z,+1.20D+0.50S 2.10 -X Bottom 0.2592 Min Temp% 0.2756 10.825 OK Z-Z,+1.20D+0.50S 2.10 +X Bottom 0.2592 Min Temp% 0.2756 10.825 OK Z-Z,+1.20D+1.60S 3.995 -X Bottom 0.2592 Min Temp% 0.2756 10.825 OK Z-Z,+1.20D+1.60S 3.995 +X Bottom 0.2592 Min Temp% 0.2756 10.825 OK Z-Z,+1.20D+0.70S 2.444 -X Bottom 0.2592 Min Temp% 0.2756 10.825 OK Z-Z,+1.20D+0.70S 2.444 +X Bottom 0.2592 Min Temp% 0.2756 10.825 OK Z-Z,+0.90D 0.9286 -X Bottom 0.2592 Min Temp% 0.2756 10.825 OK Z-Z,+0.90D 0.9286 +X Bottom 0.2592 Min Temp% 0.2756 10.825 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 8.52 psi 8.52 psi 8.52 psi 8.52 psi 8.52 psi 82.16 psi 0.10 0.00 +1.20D 7.30 psi 7.30 psi 7.30 psi 7.30 psi 7.30 psi 82.16 psi 0.09 0.00 +1.20D+0.50S 12.39 psi 12.39 psi 12.39 psi 12.39 psi 12.39 psi 82.16 psi 0.15 0.00 +1.20D+1.60S 23.57 psi 23.57 psi 23.57 psi 23,57 psi 23.57 psi 82.16 psi 0.29 0.00 +1.20D+0.70S 14.42 psi 14.42 psi 14.42 psi 14,42 psi 14.42 psi 82.16 psi 0.18 0,00 +0.90D 5.48 psi 5.48 psi 5.48 psi 5,48 psi 5.48 psi 82.16 psi 0.07 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 23.36 psi 164.32psi 0.1422 OK +1,20D 20.02 psi 164.32psi 0.1218 OK +1.20D+0.50S 33.95 psi 164.32osi 0.2066 OK +1,20D+1.60S 64.61 psi 164.32psi 0.3932 OK +1.20D+0.70S 39.53 psi 164.32osi 0.2406 OK +0.90D 15.02 psi 164.32psi 0.09138 OK rage-13 OT 40-1 AHBL Engineers Inc. Project Title: `I 2215 N 30th Street,Suite 300 Engineer: Project ID: - Tacoma WA,98403 Project Descr: � Printed:12lo1.AR2016,5:'<:PR•9 General Footing File=o..i2OlY 7M'2D s> -CAD C9%MUW3-N 2ANE3-KEC6 ' g ENERCALC,INC.1983-2017,BuiId:10.17.12.10,Ver:10.17.12.10 Description: F5.0 r Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information 1 Material Properties - Soil Design Values ' fc:Concrete 28 day strength 3.0 ksi Allowable Soil Bearing 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth ksf I 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 : No Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than - - ft Use Pedestal wt for stability,mom&shear No 1 Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thickness = 12.0 in 1 i Pedestal dimensions... III x px parallel to X-X Axis = 8.0 in pz:parallel to Z-Z Axis = 8.0 in 1 Height in Rebar Centerline to Edge of Concrete... at Bottom of footing - 3.0 in 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 Size = # 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 14.10 23.40 k OB:Overburden ksf M-xx = k-ft M-zz k-ft I V-x = k _J V-z = k J rage 14 Or 410 1 ■,/■ AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: m Tacoma WA,98403 Project Descr: MAimman - -_ - -1 ­­ ­­____ Printed:121MAR 2011,V:2PM File=0:1201712170821120_SMNON_CADCALCtMEUW3-N12ZANE3-K.ECB General Footing ENERCALC,INC,1983.2017,Build:10.171210,Ver:101712.10 KW-06001735 Licensee:AHBL, INC Description: F5.0 DESIGN SUMMARY • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9447 Soil Bearing 1.554 ksf 1.645 ksf +D+S 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-7-7 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4205 Z Flexure(+X) 5.101 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.4205 Z Flexure(-X) 5.101 k-ft/ft 12.131 k-ftlft +1.20D+1.60S PASS 0.4205 X Flexure(+Z) 5.101 k-ft/ft 12,131 k-ft/ft +1.20D+1.60S PASS 0.4205 X Flexure(-Z) 5.101 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.3429 1-way Shear(+X) 28.171 psi 82.158 psi +1.20D+1.60S PASS 0.3429 1-way Shear(-X) 28.171 psi 82.158 psi +1.20D+1.60S PASS 0.3429 1-way Shear(+Z) 28.171 psi 82.158 psi +1.20D+1.60S PASS 0.3429 1-way Shear(-Z) 28.171 psi 82.158 psi +1.20D+1.60S PASS 0.4979 2-way Punching 81.816 psi 164,317 psi +1.20D+1.60S Detailed Results _ Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Beadng Stress Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 1.645 n/a 0.0 0.6180 0.6180 n/a n/a 0.376 X-X,+D+S 1.645 n/a 0.0 1.554 1.554 n/a n/a 0.945 X-X,+D+0.750S 1.645 n/a 0.0 1.320 1.320 n/a n/a 0.802 X-X,+0.60D 1.645 n/a 0.0 0.3708 0.3708 n/a n/a 0.225 Z-Z,D Only 1.645 0.0 n/a n/a n/a 0.6180 0.6180 0,376 Z-Z,+D+S 1.645 0.0 n/a n/a n/a 1.554 1.554 0.945 Z-Z,+D+0.750S 1.645 0.0 n/a n/a n/a 1.320 1.320 0.802 Z-Z,+0.60D 1.645 0.0 n/a n/a n/a 0.3708 0.3708 0.225 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.40D 1.850 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.40D 1.850 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D 1.586 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D 1.586 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50S 2.684 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50S 2.684 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60S 5.101 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60S 5.101 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.70S 3.124 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.70S 3.124 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+0.90D 1.189 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+0.90D 1.189 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.40D 1.850 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.40D 1.850 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D 1.586 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D 1.586 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK rage l b OT 410-1 ' AHBL Engineers Inc. Project Title: V'■ 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma W`A,98403 Project Descr: ffffh - F!inied:12F.1AR2(i19,`,:'2PA4 General Footin File=Q.'1201712170a21120 STMN CAUMCOAOaW3*h122.ANE3-K.EC6 9 ENERCALC,INC.1983-2017.Build:10.17,12.10,Ver:10.17.12.10 rKW-060011735 Licensee AIIBL,INC i Description: F5.0 Footing Flexure Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status Flexure Axis 8 Load Combination I k-ft Surface in^2 in 2 in^2 k-ft Z-Z,+1.20D+0.505 2.684 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.501 2.684 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60S 5.101 -X Bottom 0,2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60S 5.101 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.70S 3.124 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.70S 3,124 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK 1 Z-Z,+0.90D 1.189 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+0.90D 1.189 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK One Way Shear Load Combination... Vu -X Vu +X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status 1 +1.40D 10.22 psi 10.22 psi 10.22 psi 10.22 psi 10.22 psi 82.16 psi 0.12 0.00 +1.20D 8.76 psi 8.76 psi 8.76 psi 8.76 psi 8.76 psi 82.16 psi 0.11 0.00 +1.20D+0.50S 14.83 psi 14.83 psi 14.83 psi 14.83 psi 14.83 psi 82.16 psi 0.18 0.00 +1.20D+1.605 28.17 psi 28.17 psi 28.17 psi 28.17 psi 28.17 psi 82.16 psi 0.34 0.00 +1.20D+0.70S 17.25 psi 17.25 psi 17.25 psi 17.25 psi 17.25 psi 82.16 psi 0.21 0.00 +0.90D 6.57 psi 6.57 psi 6.57 psi 6.57 psi 6.57 psi 82.16 psi 0.08 0,00 Two-Way"Punching"Shear i All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 29.68 psi 164.32psi 0.1806 OK +1.20D 25.44 psi 164.32osi 0.1548 OK +1.20D+0.50S 43.05 psi 164.32Psi 0.262 OK +1.20D+1,60S 81.82 psi 164.32psi 0.4979 OK +1.20D+0.70S 50.10 psi 164.32psi 0.3049 OK +0.90D 19.08 psi 164.32psi 0.1161 OK I I �1 .J rage lb oT 40-1 ■ L AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: _ Tacoma WA,98403 Project Descr: r'rinted:12,1 AR 201.,5:12PINA General Footing File=0:12017�2170821120_STRINON_CADICALCs1A0EUW3-N12ZANE3-K,EC6 9 ' ENE11i INC 1983-2017,BuiId:1017 12.10,Ver:10.17.12.10 KW-06001736 Licensee:AHBL, INC Description: i Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. - Allow press.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 No Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft 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 x Footing Thickness = 12.0 in i Pedestal dimensions... - px:parallel to X-X Axis = 8.0 in pz:parallel to Z-Z Axis = 8 0 in ` Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in w 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 Size = # 5 Bandwidth Distribution Check (ACI 15A ,2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone nla Applied Loads D Lr L S W E H P:Column Load = 20.30 33.70 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k rage 11 oT 40-1 AHBL Engineers Inc. Project Title: W 2215 N 30th Street,Suite 300 Engineer: ti Project ID Tacoma WA,98403 Project Descr: D - � - P!inied:12 MAR 2018,5:12PP•;9 General Footing 1ile=Q:22017\2170821120_STRWON_CADICALCs1AOEUW3-NVZANE3-K.ECB 9 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.1712.10 KW-06001735 Licensee:AMBIL,INC Description: F6.0 i DESIGN SUMMARY • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9447 Soil Bearing 1.554 ksf 1.645 ksf +D+S 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 0.6370 Z Flexure(+X) 7.728 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.6370 Z Flexure(-X) 7.728 k-ft/ft 12,131 k-ft/ft +1.20D+1.60S PASS 0.6370 X Flexure(+Z) 7.728 k-ft/ft 12,131 k-ft/ft +1.20D+1.60S PASS 0.6370 X Flexure(-Z) 7.728 k-ftlft 12,131 k-ft/ft +1.20D+1.60S PASS 0.4703 1-way Shear(+X) 38.642 psi 82.158 psi +1.20D+1.60S PASS 0.4703 1-way Shear(-X) 38.642 psi 82.158 psi +1.20D+1.60S PASS 0.4703 1-way Shear(+Z) 38.642 psi 82.158 psi +1.20D+1.60S PASS 0.4703 1-way Shear(-Z) 38.642 psi 82.158 psi +1.20D+1.60S PASS 0.7333 2-way Punching 120.496 psi 164.317 psi +1.20D+1.60S Detailed Results Soil Bearing - Rotation Axis& Xecc Zeoc Actual Soil Bearing Stress&Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z UK-X Right,+X Ratio X-X,D Only 1.645 n/a 0.0 0.6182 0.6182 n/a n/a 0,376 X-X,+D+S 1.645 n/a 0.0 1.554 1.554 n/a n/a 0.945 X-X,+D+0.750S 1.645 n/a 0.0 1.320 1.320 n/a n/a 0.802 X-X,+0.60D 1.645 n/a 0.0 0.3709 0.3709 n/a n/a 0.226 Z-Z,D Only 1.645 0.0 n/a n/a n/a 0.6182 0.6182 0.376 Z-Z,+D+S 1.645 0.0 n/a n/a n/a 1,554 1.554 0.945 Z-Z,+D+0.750S 1.645 0.0 n/a n/a n/a 1.320 1.320 0.802 Z-Z,+0.60D 1.645 0.0 n/a n/a n/a 0.3709 0.3709 0.226 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning 1 Sliding Stability All units k •. Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status i Footing Has NO Sliding 11 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd GnA As Actual As Phi Status k-ft Surface in^2 in^2 in^2 k-ft-ft I X-X,+1.40D 2.803 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.40D 2.803 -Z Bottom 0,2592 Min Temp% 0.310 12.131 OK X-X,+1.20D 2.403 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D 2.403 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50S 4.067 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50S 4.067 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60S 7.728 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60S 7.728 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK _ X-X,+1.20D+0.70S 4.732 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.70S 4.732 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+0.90D 1.802 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+0.90D 1.802 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.40D 2.803 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.40D 2.803 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D 2.403 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.201) 2.403 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK rage-i z OT 40 1 ■ AHBL Engineers Inc. Project Title: 2215 N 30[h Sheet,Suite 300 Engineer: Project ID: v Ow, Tacoma WA,98403 project Descr: IMEWT -O • - _ 1rinted:12 MAR 2015,5:2F'ty1 �e It1Z011t217t1821 0_STRMN-CAWALCOOEUW3-N'�2ZA2ZAN 3-4 EC6 General Footing ENERCALC.INC.1983-2017,Build:10171210,Ver:101Z12.10 Description: F6.0 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 in^2 in^2 k-ft Z-Z.+1.20D+0.50S 4.067 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50S 4,067 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60S 7.728 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60S 7.728 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.70S 4.732 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.70S 4.732 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+0.90D 1.802 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+0.90D 1.802 +X Bottom 0.2592 Min Temp% 0.310 12.131 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 14.02 psi 14.02 psi 14.02 psi 14.02 psi 14.02 psi 82.16 psi 0.17 0.00 +1.20D 12.02 psi 12.02 psi 12.02 psi 12.02 psi 12.02 psi 82.16 psi 0.15 0.00 +1.20D+0,50S 20.34 psi 20.34 psi 20.34 psi 20.34 psi 20.34 psi 82.16 psi 0.25 0.00 +1.20D+1.60S 38.64 psi 38.64 psi 38.64 psi 38.64 psi 38.64 psi 82.16 psi 0,47 0.00 +1.20D+0.70S 23.67 psi 23.67 psi 23.67 psi 23.67 psi 23.67 psi 82.16 psi 0.29 0.00 +0.90D 9.01 psi 9.01 psi 9.01 psi 9.01 psi 9.01 psi 82.16 psi 0.11 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 43.71 psi 164.32osi 0,266 OK +1.20D 37.47 psi 164.32psi 0.228 OK +1.20D+0.50S 63.41 psi 164.32psi 0.3859 OK +1.20D+1,60S 120.50 psi 164.32psi 0.7333 OK +1.20D+0.70S 73.79 psi 164.32psi 0.4491 OK +0.90D 28.10 psi 164.32psi 0.171 OK rage-1 y OT 410-1 AHBL Engineers Inc. Project Title: V 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: Cal ffi rrin?ea:12rxaR2018,a:sPna General F o of i n FJe=d.dbi712ttt1821120 STMON CADCCMCslaoeuws-NMNE3-KEC6 g ENERCALC,INC-1983-2017,Build:10.17.12,10,Ver:10 17 12-10 KW-06001735 Licensee:AHBL,INC Description: F6.5 Code References _ Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties _ Soil Design Values fc:Concrete 28 day strength 3.0 ksi Allowable Soil Bearing 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf 1 Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 J (p Values Flexure 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft j Min Steel%Bending Reinf. _ Allow press.increase per foot of depth _ ksf l Min Allow%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 Ftg Wt for Soil Pressure No Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft 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 Z Footing Thickness = 12.0 in Pedestal dimensions... px:parallel to X-X Axis = 10.0 in pz:parallel to Z-Z Axis = 10.0 in Height = in Rebar Centerline to Edge of Concrete... at Bottom of footing 3.0 in 1 Reinforcing 6 w Bars parallel to X-X Axis Number of Bars = 7.0 J Reinforcing Bar Size = 5 Bars parallel to Z-Z Axis Number of Bars = 7.0 Reinforcing Bar Size = # 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 _ 23.80 39.60 k OB:Overburden ksf M-xx = k-ft I M-zz = k-ft l V-x _ k V-z k �.1 rage zu oT 4UA AHBL Engineers Inc. Project Title: =1'= 2215 N 30th Street,Suite 300 Engineer. Project ID: Tacoma WA,98403 Project Descr: O F!inied:l2 MAR 201 S;:PG4 File=�.'1201712110921120_STRIIVON CADICAt.CsU0.0EUW3-tJi27J1NE3-K.EC6 General Footing ENERCALC,INC 19a20l7,Build:10,1712.10,Ver:10.17.12.10 I Description: F6.5 DESIGN SUMMARY ' Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9453 Soil Bearing 1.555 ksf 1,645 ksf +D+S 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-7-7 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6699 Z Flexure(+X) 8.728 k-ft/ft 13.029 k-ft/ft +1.20D+1.60S PASS 0.6699 Z Flexure(-X) 8.728 k-ft/ft 13.029 k-ft/ft +1.20D+1.60S PASS 0.6699 X Flexure(+Z) 8.728 k-ft/ft 13.029 k-ft/ft +1.20D+1.60S PASS 0.6699 X Flexure(-Z) 8.728 k-ft/ft 13.029 k-ft/ft +1.20D+1.60S PASS 0.5097 1-way Shear(+X) 41.880 psi 82.158 psi +1.20D+1.60S PASS 0.5097 1-way Shear(-X) 41.880 psi 82.158 psi +1.20D+1.605 PASS 0.5097 1-way Shear(+Z) 41.880 psi 82.158 psi +1.20D+1.60S PASS 0.5097 1-way Shear(-Z) 41.880 psi 82.158 psi +1.20D+1.60S PASS 0.7704 2-way Punching 126,582 psi 164.317 psi +1.20D+1.60S Detailed Results Soil Bearing _ _ Rotation Axis& Xecc Zece Actual Soil Seating Stress Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Le_,-X Right,+X Ratio X-X,D Only 1.645 n/a 0.0 0.6174 0.6174 n/a n/a 0,375 X-X,+D+S 1.645 n/a 0.0 1.555 1,555 n/a n/a 0.945 X-X,+D+0.750S 1.645 n/a 0.0 1.320 1.320 n/a n/a 0.802 X-X,+0.60D 1.645 n/a 0.0 0.3704 0.3704 n/a n/a 0.225 Z-Z,D Only 1.645 0.0 n/a n/a n/a 0.6174 0.6174 0.375 Z-Z,+D+S 1.645 0.0 nla n/a n/a 1.555 1.555 0.945 Z-Z,+D+0.750S 1.645 0.0 n/a n/a n/a 1.320 1.320 0.802 Z-Z,+0.60D 1.645 0.0 n/a n/a n/a 0.3704 0.3704 0.225 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure _ Flexure Axis&Load Combination Mu Silo Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in^2 in"2 inA2 k-ft X-X,+1.40D 3.160 +Z Bottom 0.2592 Min Temp% 0.3338 13.029 OK X-X,+1.40D 3.160 -Z Bottom 0.2592 Min Temp% 0.3338 13.029 OK X-X,+1.20D 2,709 +Z Bottom 0.2592 Min Temp% 0,3338 13.029 OK X-X,+1.20D 2.709 -Z Bottom 0.2592 Min Temp% 0.3338 13.029 OK X-X,+1.20D+0.50S 4.590 +Z Bottom 0.2592 Min Temp% 0.3338 13.029 OK X-X,+1.20D+0.50S 4.590 -Z Bottom 0.2592 Min Temp% 0.3338 13.029 OK X-X,+1.20D+1.60S 8.728 +Z Bottom 0.2592 Min Temp% 0.3338 13.029 OK X-X,+1.20D+1.60S 8.728 -Z Bottom 0.2592 Min Temp% 0.3338 13.029 OK X-X,+1.20D+0.70S 5.342 +Z Bottom 0.2592 Min Temp% 0.3338 13.029 OK X-X,+1.20D+0.70S 5.342 -Z Bottom 0,2592 Min Temp% 0.3338 13.029 OK X-X,+0.90D 2.032 +Z Bottom 0.2592 Min Temp% 0.3338 13.029 OK X-X,+0.90D 2.032 -Z Bottom 0.2592 Min Temp% 0.3338 13.029 OK Z-Z,+1.40D 3.160 -X Bottom 0.2592 Min Temp% 0.3338 13.029 OK Z-Z,+1.40D 3.160 +X Bottom 0.2592 Min Temp% 0.3338 13.029 OK Z-Z,+1.20D 2.709 -X Bottom 0.2592 Min Temp% 0.3338 13.029 OK Z-Z,+1.20D 2.709 +X Bottom 0.2592 Min Temp% 0.3338 13.029 OK rage ct oT 40 AHBL Engineers Inc. Project Title: =i/= 2215 N 30th Street,Suite 300 Engineer: Prc ect ID: Tacoma WA,98403 Project Descr; t O � Printed:12 hiAF?2(!18,5:`:3Ptr1 General Footing File=Q:1201712170821120_STRINON-CADICALCsVAOEUW3-N12ZANE3-K.EC6 9 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 KW-06001735 Licensee AHBL,INC Description: F6.5 Footing Flexure ' I Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft Z-Z,+1.20D+0.50S 4.590 -X Bottom 0.2592 Min Temp% 0.3338 13.029 OK ` Z-Z,+1.20D+0.50S 4.590 +X Bottom 0.2592 Min Temp% 0.3338 13.029 OK I{ Z-Z,+1.20D+1,60S 8.728 -X Bottom 0.2592 Min Temp% 0.3338 13.029 OK Z-Z,+1.20D+1.60S 8.728 +X Bottom 0.2592 Min Temp% 0.3338 13.029 OK Z-Z,+1.20D+0.70S 5.342 -X Bottom 0.2592 Min Temp% 0.3338 13.029 OK Z-Z,+1.20D+0.70S 5.342 +X Bottom 0.2592 Min Temp% 0,3338 13.029 OK Z-Z,+0.90D 2.032 -X Bottom 0.2592 Min Temp% 0.3338 13.029 OK Z-Z,+0.90D 2.032 +X Bottom 0.2592 Min Temp% 0.3338 13.029 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status 1 +1.40D 15.16 psi 15.16 psi 15.16 psi 15.16 psi 15.16 psi 82.16 psi 0.18 0.00 +1.20D 13.00 psi 13.00 psi 13.00 psi 13.00 psi 13.00 psi 82.16 psi 0,16 0.00 +1.20D+0.50S 22.02 psi 22.02 psi 22.02 psi 22.02 psi 22.02 psi 82.16 psi 0.27 0.00 +1.20D+1.60S 41.88 psi 41.88 psi 41.88 psi 41.88 psi 41.88 psi 82.16 psi 0.51 0.00 +1.20D+0.70S 25.63 psi 25.63 psi 25.63 psi 25.63 psi 25.63 psi 82.16 psi 0.31 0.00 +0.90D 9.75 psi 9.75 psi 9.75 psi 9.75 psi 9.75 psi 82.16 psi 0.12 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 45.83 psi 164.32psi 0.2789 OK +1.20D 39.29 psi 164.32psi 0.2391 OK +1.20D+0.50S 66.57 psi 164.32psi 0.4051 OK +1.20D+1.60S 126.58 psi 164.32psi 0.7704 OK +1.20D+0.70S 77.48 psi 164.32osi 0.4715 OK +0.90D 29.47 psi 164.32psi 0.1793 OK I l t 9 1 . 1 l rage LL oT 40-1 �1'■ AHBL Engineers Inc. PI oject Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: O • Pfinted:12 MAR2018.5,14Fr:i General Footin File=0:2017217Q82 S7RU N CADMCsXA0ft V3-M2ZANE3-K.EC6 9 ENERCALC,INC 1983-2017,Build:1017 12,10,Ver:10.17.12.10 i 00 Description: F7.0 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Sail Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing 1.50 ksf fy:Rebar Yield = 6n 0 ksi Increase Bearing By Footing Weight Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(far Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.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 No Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft 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 Thickness = 12 in — Pedestal dimensions... x px:parallel to X-X Axis = 10.0 in pz:parallel to Z-Z Axis = 10.0 in Height - In Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in , Reinforcing r� w Bars parallel to X-X Axis Number of Bars = 7.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 7.0 Reinforcing Bar Size = # 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 = 27.60 45.90 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k rage zo Or 410-1 ■t'■ AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: D • Printed:12 MAR 2019. 5:4P:1 General Footing File=0a201712170821120_STRWON_CADICALCs1A0EUW3-N12ZANE3-K.EC6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 KW-06001735 Licensee: AHBL, INC Description: F7.0 DESIGN SUMMARY a ' _ 1 Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9447 Soil Bearing 1.554 ksf 1.645 ksf +D+S 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 0.8518 Z Flexure(+X) 10.333 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.8518 Z Flexure(-X) 10.333 k-ft/ft 12,131 k-ft/ft +1.20D+1.60S PASS 0.8518 X Flexure(+Z) 10.333 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.8518 X Flexure(-Z) 10.333 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.5659 1-way Shear(+X) 46.494 psi 82.158 psi +1.20D+1.60S PASS 0,5659 1-way Shear(-X) 46.494 psi 82.158 psi +1.20D+1.60S PASS 0.5659 1-way Shear(+Z) 46.494 psi 82.158 psi +1.20D+1.60S PASS 0.5659 1-way Shear(-Z) 46.494 psi 82.158 psi +1.20D+1.60S PASS 0.9018 2-way Punching 148.186 psi 164.317 psi +1.20D+1.60S Detailed Results l Soil Bearing 1 Rotation Axis& XBCC Zecc Actual Soil Bearing Stress Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z L�,-X Right,+X Ratio X-X,D Only 1.645 n/a 0.0 0.6175 0.6175 n/a n/a 0.375 X-X,+D+S 1.645 n/a 0.0 1.554 1,554 n/a n/a 0.945 X-X,+D+0.750S 1.645 n/a 0.0 1.320 1.320 n/a n/a 0.802 X-X,+0.60D 1.645 n/a 0.0 0.3705 0.3705 n/a n/a 0.225 Z-Z,D Only 1.645 0.0 n/a n/a n/a 0.6175 0.6175 0.375 Z-Z,+D+S 1.645 0.0 n/a n/a n/a 1.554 1.554 0.945 Z-Z,+D+0.750S 1.645 0.0 n/a n/a n/a 1.320 1.320 0,802 Z-Z,+0.60D 1.645 0.0 n/a n/a n/a 0.3705 0.3705 0,225 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning l Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Surface in12 in^2 102 k-ft f� X-X,+1.40D 3.743 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK �y X-X,+1.40D 3.743 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D 3.209 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D 3.209 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK I X-X,+1.20D+0.50S 5.435 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50S 5.435 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60S 10.333 +Z Bottom 0.2626476239069 Min for Bendinq 0.310 12.131 OK X-X,+1.20D+1.60S 10.333 -Z Bottom 0.2626476239069 Min for Bendinq 0.310 12.131 OK , X-X,+1.20D+0.70S 6.325 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK r Ij X-X,+1.20D+0.70S 6.325 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK �4 X-X,+0.90D 2.406 +Z Bottom 0.2592 Min Temp% 0,310 12.131 OK X-X,+0.90D 2.406 -Z Bottom 0.2592 Min Temp% 0.310 12.131 0K Z-Z,+1.40D 3.743 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK 1 Z-Z,+1.40D 3.743 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D 3.209 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK �'' Z-Z,+1.20D 3.209 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK rage L4 OT 4b-1 ■ AHBL Engineers Inc. Project Title: 2216 N 301h Street,Suite 300 Engineer: Project ID: a' _ Tacoma WA,98403 Project Uescr: 0 Printed:12 MAR 2018,5:t.1PM Fk c Q 1&17 i1708'21120_S1RV4lON_cn&cfiLbs-W-EUW'--uwp=K.EC6 General Footing ENERCALC,INC 19a20l7,Build:10.17.12.10,Ver:10.17.i2.10 Description: F7.0 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in^2 1n^2 in^2 k-ft Z-Z,+1.20D+0.50S 5.435 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50S 5.435 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60S 10,333 -X Bottom 0.2626476239069 Min for Bendinq 0.310 12.131 OK Z-Z,+1.20D+1.60S 10.333 +X Bottom 0.2626476239069 Min for Bendinq 0.310 12,131 OK Z-Z,+1.20D+0.70S 6.325 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.70S 6.325 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+0.90D 2.406 -X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+0.90D 2.406 +X Bottom 0.2592 Min Temp% 0.310 12.131 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 16.84 psi 16.84 psi 16.84 psi 16.84 psi 16.84 psi 82.16 psi 0.21 0.00 +1.20D 14.44 psi 14.44 psi 14.44 psi 14.44 psi 14.44 psi 82.16 psi 0.18 0,00 +1.20D+0.50S 24.46 psi 24,46 psi 24.46 psi 24.46 psi 24.46 psi 82.16 psi 0.30 0.00 +1.20D+1.60S 46.49 psi 46.49 psi 46.49 psi 46.49 psi 46.49 psi 82.16 psi 0.57 0.00 +1.20D+0.70S 28.46 psi 28.46 psi 28.46 psi 28.46 psi 28.46 psi 82.16 psi 0.35 0.00 +0.90D 10.83 psi 10.83 psi 10.83 psi 10.83 psi 10.83 psi 82.16 psi 0.13 0,00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 53.68 psi 164.32osi 0.3267 OK +1.20D 46.01 psi 164.32psi 0.28 OK +1.20D+0.50S 77.94 psi 164.32osi 0.4743 OK +1.20D+1,60S 148.19 psi 164.32osi 0.9018 OK +1.20D+0.70S 90,71 psi 164.32osi 0.5521 OK +0.90D 34.51 psi 164.32psi 0.21 OK rage L5 OT 410'1 AHBL Engineers Inc. Project Title: '■ 2215 N 30th Street,Suite 300 Engineer: Project ID: W Tacoma WA,98403 Project Descr: O - Primed:12 MAR 2018,5:141'M General Footing File=Q:12017�2170621120_STFt1NON__CAD�CALCsW ZAN 0EUW3-M2E3-K.EC6 g ENERCALC,INC 1983-2017,Build:10.17.12 10,Ver:10 17 1210 KW-06001736 Licensee:AHBL,INC Description: F7.5 Code References _ 1 Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information 1 Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing - 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. _ Allow press.increase per foot of depth _ 0.0 ksf Min Allow%Temp Reinf. 0 00180 when footing base is below 0.0 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 No Allowable pressure increase per foot of depth - Use ftg wt for stability,moments&shears Yes 0-0 ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - 0.0 ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 7.5 ft Length parallel to Z-Z Axis = 7.50 ft Footing Thickness = 14.0 in Pedestal dimensions... a px:parallel to X-X Axis = 10.0 in pz:parallel to Z-Z Axis = 10.0 in Height - 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in ` Reinforcing Bars parallel to X-X Axis Number of Bars = 8 l Reinforcing Bar Size = # 5 1 Bars parallel to Z-Z Axis Number of Bars = 8 Reinforcing Bar Size = # 5 p Bandwidth Distribution Check (ACI 15A.4.2) ` Direction Requiring Closer Separation n/a #Bars required within zone n/a 1 #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load _ 31.70 0.0 0.0 52.70 0.0 0.0 0.0 k OB:Overburden 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 00 0.0 0.0 0.0 0.0 k-ft M-zz = 00 0.0 0.0 0.0 0.0 0.0 0.0 k-ft y� V-x _ 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k .J rage zu of +u i AHBL Engineers Inc. Project Title: `I 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: OP'IntBd:12I'M 2018,,.VN1 General Footing File=0:1201112170821120_STFBNON_CAUICALCsVA0EUW3-N12ZANE3-K.EC6 y ' ENERCALC,INC 1983-2017,Build:10.17.12.10,Ver:10.17.12.10 KW-06001735 Licensee: AHBL, INC Description: F7.5 DESIGN SUMMARY • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9208 Soil Bearing 1.537 ksf 1.669 ksf +D+S 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 0.7605 Z Flexure(+X) 12,081 k ft/ft 15,886 k-ftlft +1.20D+1.60S PASS 0.7605 Z Flexure(-X) 12.081 k-ftlft 15.886 k-ft/ft +1.20D+1.60S PASS 0.7605 X Flexure(+Z) 12.081 k-ft/ft 15.886 k-ft/ft +1.20D+1.60S PASS 0.7605 X Flexure(-Z) 12.081 k-ft/ft 15.886 k-ft/ft +1.20D+1.60S PASS 0.4813 1-way Shear(+X) 39.541 psi 82.158 psi +1.20D+1.60S PASS 0.4813 1-way Shear(-X) 39.541 psi 82.158 psi +1.20D+1.60S PASS 0.4813 1-way Shear(+Z) 39.541 psi 82.158 psi +1.20D+1.60S PASS 0.4813 1-way Shear(-Z) 39.541 psi 82.158 psi +1.20D+1.60S PASS 0.7593 2-way Punching 124.765 psi 164,317 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Xe c Zecc Actual 11 Bearing Stress Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left.-X Right,+X Ratio X-X,D Only 1.669 n/a 0.0 0.5998 0.5998 n/a n/a 0.359 X-X,+D+S 1.669 n/a 0.0 1.537 1.537 n/a n/a 0,921 X-X,+D+0.750S 1.669 n/a 0.0 1.302 1.302 n/a n/a 0.780 X-X,+0.60D 1.669 n/a 0.0 0.3599 0.3599 n/a n/a 0.216 Z-Z,D Only 1.669 0.0 n/a n/a n/a 0.5998 0.5998 0.359 Z-Z,+D+S 1.669 0.0 n/a n/a n/a 1.537 1.537 0.921 Z-Z,+D+0.750S 1.669 0.0 n/a n/a n/a 1.302 1.302 0.780 Z-Z,+0.60D 1.669 0.0 n/a n/a n/a 0.3599 0.3599 0.216 Overturning Stability _ Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in"2 n12 inA2 k-ft X-X,+1.40D 4.379 +Z Bottom 0.3024 Min Temp% 0.3307 15.886 OK X-X,+1.40D 4.379 -Z Bottom 0.3024 Min Temp% 0.3307 15.886 OK X-X,+1.20D 3,754 +Z Bottom 0.3024 Min Temp% 0,3307 15.886 OK X-X,+1.20D 3.754 -Z Bottom 0.3024 Min Temp% 0.3307 15.886 OK X-X,+1.20D+0.50S 6.356 +Z Bottom 0.3024 Min Temp% 0.3307 15.886 OK X-X,+1.20D+0.50S 6.356 -Z Bottom 0.3024 Min Temp% 0.3307 15.886 OK X-X,+1.20D+1.60S 12.081 +Z Bottom 0.3024 Min Temp% 0.3307 15.886 OK X-X,+1.20D+1.60S 12.081 -Z Bottom 0.3024 Min Temp% 0.3307 15.886 OK X-X,+1.20D+0.70S 7,397 +Z Bottom 0.3024 Min Temp% 0.3307 15.886 OK X-X,+1.20D+0.70S 7.397 -Z Bottom 0.3024 Min Temp% 0.3307 15.886 OK X-X,+0.90D 2,815 +Z Bottom 0.3024 Min Temp% 0,3307 15.886 OK X-X,+0.90D 2.815 -Z Bottom 0.3024 Min Temp% 0.3307 15.886 OK Z-Z,+1.40D 4,379 -X Bottom 0.3024 Min Temp% 0.3307 15.886 OK Z-Z,+1.40D 4.379 +X Bottom 0.3024 Min Temp% 0.3307 15.886 OK Z-Z,+1.20D 3.754 -X Bottom 0.3024 Min Temp% 0.3307 15.886 OK Z-Z,+1.20D 3.754 +X Bottom 0.3024 Min Temp% 0.3307 15.886 OK rage LI OT 40 1 AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID Tacoma WA,98403 Project Descr: D - - Printed:12 MAR 201 ,=:aria General Footing Re=Qi2 1M170821QD STM0N_CAV-LcswflEuw3 tA2ZANE3-KEC6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 KW-06001735 Licensee AHBL, INC Description: F7.5 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft Z-Z,+1.20D+0.50S 6.356 -X Bottom 0,3024 Min Temp% 0.3307 15.886 OK Z-Z,+1.20D+0.50S 6.356 +X Bottom 0,3024 Min Temp% 0.3307 15.886 OK Z-Z,+1.20D+1.60S 12.081 -X Bottom 0.3024 Min Temp% 0.3307 15.886 OK j Z-Z,+1.20D+1.60S 12,081 +X Bottom 0.3024 Min Temp% 0.3307 15.886 OK Z-Z,+1.20D+0.70S 7.397 -X Bottom 0.3024 Min Temp% 0.3307 15.886 OK Z-Z,+1.20D+0.70S 7,397 +X Bottom 0.3024 Min Temp% 0.3307 15.886 OK Z-Z,+0.901) 2.815 -X Bottom 0.3024 Min Temp% 0.3307 15.886 OK Z-Z,+0.90D 2.815 +X Bottom 0.3024 Min Temp% 0,3307 15.886 OK One Way Shear Load Combination... Vu @-X Vu @_+X Vu Ca -Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 14.33 psi 14.33 psi 14.33 psi 14.33 psi 14.33 psi 82.16 psi 0.17 0.00 +1.20D 12.29 psi 12.29 psi 12.29 psi 12.29 psi 12.29 psi 82.16 psi 0.15 0.00 +1.20D+0.50S 20.80 psi 20.80 psi 20.80 psi 20.80 psi 20.80 psi 82.16 psi 0.25 0.00 +1.20D+1.605 39.54 psi 39.54 psi 39.54 psi 39.54 psi 39.54 psi 82.16 psi 0.48 0.00 J! +1.20D+0.70S 24.21 psi 24.21 psi 24.21 psi 24.21 psi 24.21 psi 82.16 psi 0.29 0.00 +0.90D 9.21 psi 9.21 psi 9.21 psi 9.21 psi 9.21 psi 82.16 psi 0.11 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn _ Status ti +1.40D 45.23 psi 164.32psi 0.2752 OK ' +1.20D 38.77 psi 164.32psi 0.2359 OK +1.20D+0.50S 65.64 psi 164.32psi 0.3995 OK +1.20D+1.60S 124.77 psi 164.32psi 0.7593 OK +1.20D+0.70S 76.39 psi 164.32psi 0.4649 OK +0.90D 29.08 psi 164.32psi 0.1769 OK �1 1 J J J J rage Zd OT 410-1 AHBL Engineers Inc. Project Title: V 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: p - - - - r=ln,ea:lzrla=�aole.e: TM Flie=:a�zoi�_ EC8 General Footing ENERCALC,INC.INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 i.ri Description: F8.0 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rehar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. Allow press.increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. 0.00180 when footing base is below = 0.0 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 No Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = 0.0 ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than 0.0 ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 8 ft Length parallel to Z-Z Axis = 8.0 ft Z Footing Thickness = 14.0 in Pedestal dimensions... b -- - px:parallel to X-X Axis = 10.0 in pz:parallel to Z-Z Axis = 10.0 in Height - 0.0 in i Rebar Centerline to Edge of Concrete... - at Bottom of footing = 3.0 in - - w Reinforcing 'P 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 Size = # 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 = 36.0 0.0 0.0 60.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k rage zv oT 4b_1 . AHBL Engineers Inc. Project Title: W 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: - ■ P!iqted:1264.A£?2018,5:19F'A1 General Footing File=C:1201712170t321�STRwON__CAtnCALCsUWEUW3-iV12UNE3-KEC6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 KW-06001735 Licensee: AHBL,INC Description: F8.0 DESIGN SUMMARY • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9202 Soil Bearing 1.536 ksf 1,669 ksf +D+S 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 0.9356 Z Flexure(+X) 13.960 k-ft/ft 14.921 k-ft/ft +1.20D+1.60S PASS 0.9356 Z Flexure(-X) 13.960 k-ft/ft 14.921 k-ft/ft +1.20D+1.60S PASS 0.9356 X Flexure(+Z) 13.960 k-ftlft 14.921 k-ft/ft +1.20D+1.60S PASS 0.9356 X Flexure(-Z) 13.960 k-ft/ft 14.921 k-ft/ft +1.20D+1.60S PASS 0.5293 1-way Shear(+X) 43.490 psi 82.158 psi +1.20D+1.60S PASS 0.5293 1-way Shear(-X) 43.490 psi 82.158 psi +1.20D+1.60S PASS 0.5293 1-way Shear(+Z) 43.490 psi 82.158 psi +1.20D+1.60S PASS 0.5293 1-way Shear(-Z) 43.490 psi 82.158 psi +1.20D+1.60S PASS 0.8723 2-way Punching 143.326 psi 164.317 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @Locatlon Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Le -X Right,+X Ratio X-X,D Only 1.669 n/a 0.0 0.5988 0.5988 n/a n/a 0.359 X-X,+D+S 1.669 n/a 0.0 1.536 1.536 n/a n/a 0.920 X-X,+D+0.750S 1.669 n/a 0.0 1.302 1.302 n/a n/a 0.780 X-X,+0.60D 1.669 n/a 0.0 0.3593 0.3593 n/a n/a 0,215 Z-Z,D Only 1.669 0.0 n/a n/a n/a 0.5988 0.5988 0,359 Z-Z,+D+S 1.669 0.0 n/a n/a n/a 1.536 1.536 0.920 Z-Z,+D+0.750S 1.669 0.0 n/a n/a n/a 1.302 1.302 0.780 Z-Z,+0.60D 1.669 0.0 n/a n/a n/a 0.3593 0,3593 0.215 Overturning Stability Rotation Axis& j Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Surface in12 n112 in"2 k-ft X-X,+1.40D 5.052 +Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.40D 5.052 -Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D 4.330 +Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D 4.330 -Z Bottom 0.3024 Min Temp% 0.310 14,921 OK X-X,+1.20D+0.50S 7.340 +Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+0.50S 7.340 -Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+1.60S 13.960 +Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+1.60S 13.960 -Z Bottom 0.3024 Min Temp% 0.310 14.921 OK ` X-X,+1.20D+0.70S 8.544 +Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+1.20D+0.70S 8.544 -Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+0.90D 3.248 +Z Bottom 0.3024 Min Temp% 0.310 14.921 OK X-X,+0.90D 3.248 -Z Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.40D 5.052 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.40D 5.052 +X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D 4.330 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D 4.330 +X Bottom 0.3024 Min Temp% 0.310 14.921 OK �1 rage 3U OT 40'1 �1'■ AHBL Engineers Inc. Project Title: 2215 N 30th Street,suite 300 Enginecr: Project ID. Tacoma WA,98403 Project Descr: © - - Hntad:12 MAR 2018,5:5PM Fde=O:IZ01712170821t20_SMON_CADICALCs1 UW3-M E3-KE08 General Footing ENERCALC,INC.19n2017,Build:10.17,12.10,Ver:10.17.12.10 r 11 Description: F8.0 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 in"2 k-ft Z-Z,+1.20D+0.50S 7,340 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+0.50S 7.340 +X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+1.60S 13.960 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+1.60S 13.960 +X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+0.70S 8.544 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+1.20D+0.70S 8,544 +X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+0.90D 3.248 -X Bottom 0.3024 Min Temp% 0.310 14.921 OK Z-Z,+0.90D 3.248 +X Bottom 0.3024 Min Temp% 0.310 14.921 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 15.74 psi 15.74 psi 15.74 psi 15.74 psi 15.74 psi 82.16 psi 0.19 0.00 +1.20D 13.49 psi 13.49 psi 13.49 psi 13,49 psi 13.49 psi 82.16 psi 0.16 0.00 +1.20D+0.50S 22.87 psi 22.87 psi 22.87 psi 22.87 psi 22.87 psi 82.16 psi 0.28 0.00 +1.20D+1.60S 43.49 psi 43.49 psi 43.49 psi 43.49 psi 43.49 psi 82.16 psi 0.53 0.00 +1.20D+0.70S 26.62 psi 26.62 psi 26.62 psi 26.62 psi 26.62 psi 82.16 psi 0.32 0.00 +0.90D 10.12 psi 10.12 psi 10.12 psi 10.12 psi 10.12 psi 82.16 psi 0.12 0,00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 51.87 psi 164.32psi 0.3157 OK +1.201) 44.46 psi 164.32psi 0.2706 OK +1.20D+0.50S 75.36 psi 164.32psi 0.4586 OK +1.20D+1.60S 143.33 psi 164.32osi 0.8723 OK +1.20D+0.70S 87.71 psi 164.32psi 0,5338 OK +0.90D 33.34 psi 164.32psi 0.2029 OK rage o i or 4n-1 G a C/ 0*Z� ❑ Pa Project ��___ Project No. � ,a of Subject Phone_ ❑ Calculations ❑ Fax With/To Fax# Q = ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers Landscape Architects 4- 2, t J-P,� Vj^-kL �ztS5 :X Ib 0 (o$J 0 Community Planners �z Land Surveyors C� 4-3 � & L�ti y x►n aye r� Q Iz.s' o c, . - >;7- 1 13 0 0 P 0 -Ft- e'T oN WPw GPI d 0%5 I2.S TWAIR, "Oil" � 1 x, 25 l yoo psF u C7n E K c , If this does not meet with your understanding,please contact us in writing within seve << J rage 3L OT 40-1 �•z Project ��"'►'�(MA'"( C Protect No. n � t ❑ Page of MfiWA _ Subject Phone. _` �_, ❑ Calculations ElFax With/To Fax# a El 13 d Address #Faxed Pages _ ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers IN Art&, r—t-` WCkf,N Structural Engineers F-4 -0 r.; r"V3 0` 5 1 J - `1ca5 I J Landscape Architects pNL Community Planners f 4rnC W/ f o , w ` p�jpp Land Surveyors T► A __ (, 3afl3r 6Z5� kJcai� 2 �u pL-f .Pro F 1376l bz9 ANC x 1�°'t a� C 39 14 0 ) 5 49 14;/4 7 2Z - If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. e oo - �-t-fo't P1To rage JJ oT 40l W Ci 2 n 6?��20 ❑ Page of mil'_ Project �� _ Project No._ � 9 Subject Phone ❑ Calculations WA _ Q With/To Fax — Fax# ❑ Memorandum Address #Faxed Pages_ ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers Landscape Architects 2qt X 0 4,/)5,0 0) 2 TP Community Planners ` Land Surveyors j 'e7t Z Io $75 rT GA-N`9Y+'"{ A 2-CJ �I _ S If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. 'age 04 OT 410 1 AHBL Engineers Inc. Project Title: V 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: D - Printed:12 M.wt 261;i,,:osC'rO Wall Footing File=C:�201742170921t20-STMNON_CADCAI.Cs4AOEEUW3-M2W1E3-KEC6 9 ' ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17 12.10 r.ri Description: TYPICAL 2'-6"WALL FOOTING Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values - rc:Concrete 28 day strength 3.0 ksi Allowable Soil Bearing 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance(for Sliding) 250.0 pcf Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. 0.30 cp Values Flexure 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = 0.0 ft 1 Min Steel%Bending Reinf. Allow.Pressure Increase per foot of depth 0.0 ksf Min Allow%Temp Reinf. = 0.0 when base footing is below 0.0 ft Min.Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min.Sliding Safety Factor - 1.0: 1 Allow.Pressure Increase per foot of width - 0.0 ksf AutoCalc Footing Weight as DL Yes when footing is wider than _ 0.0 ft I Adjusted Allowable Bearing Pressure 1.645 ksf Dimensions Reinforcing Footing Width 2.50 ft Footing Thickness = 12.0 in Bars along X-X Axis Wall Thickness 7.25 in Rebar Centerline to Edge of Concrete... Bar spacing 60.00 Wall center offset at Bottom of footing = 3.938 in Reinforcing Bar Size = # 4 from center of footing = Din 1 1r4' • V t� A i r - ZZ_ J .- •ors.®[L-o. � 1°-- x-x s«w•wdwo•z j Applied Loads D Lr L S W E H P:Column Load = 3.125 0.0 0.0 .625 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf _ V-x 0.0 0.0 00 0.0 0.0 0.0 0.0 k M-zz - 0.0 0.0 00 0.0 0.0 0.0 0.0 k-ft Vx applied = 0.0 in above top of footing I rage 3b oT 4b-1 ■ AHBL Engineers Inc. Project Title: 2215 N 301h Street,Suite 300 Engineer: Project ID: L Tacoma WA,98403 Project Descr � H'inted:12 iv1Ai?2018,7:OSPM File=012017\2170P 1120_8iRINON_CAffit'.ALC s'WdH�JVV3^M2ZAME3-K.EC6 Wall Footing ENi RCALC,INC.1983-2017.Build:10,17.12.10,Ver.10.17.12.10 Description: TYPICAL 2'-6"WALL FOOTING DESIGN SUMMARY Design • Factor of Safety Item Applied Capacity Governing Load Combination PASS nla Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS nla Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 1.0 Soil Bearing 1.645 ksf 1.645 ksf +D+S PASS 0.6461 Z Flexure(+X) 0.9316 k-ft 1.444 k-ft +1.20D+1.60S PASS 0,3905 Z Flexure(-X) 0.5639 k-ft 1.444 k-ft +0.90D PASS 0.06958 1-way Shear(+X) 5.717 psi 82,158 psi +1.20D+1.60S PASS 0.06958 1-way Shear(-X) 5.717 psi 82.158 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc •X _ +X _ Ratio _- D Only 1.645 ksf 0.0 in 1.395 ksf 1.395 ksf 0.848 +D+S 1.645 ksf 0.0 in 1.645 ksf 1.645 ksf 1.000 +D+0.750S 1.645 ksf 0.0 in 1.583 ksf 1.583 ksf 0,962 +0.60D 1.645 ksf 0.0 in 0.8370 ksf 0.8370 ksf 0.509 Overturning Stability Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gvrn.As Actual As Phi*Mn k-ft Side? or Top? in"2 in"2 in^2 _ k-ft Status +1.40D 0.8772 -X Bottom 0.0323 Min ACI 9.6 0.04 1.444 OK +1.40D 0.8772 +X Bottom 0.0323 Min ACI 9.6 0.04 1.444 OK +1,20D 0.7519 -X Bottom 0.0277 Min ACI 9.6 0.04 1.444 OK ,+1.20D 0.7519 +X Bottom 0.0277 Min ACI 9.6 0.04 1.444 OK +1.20D+0.50S 0.8081 -X Bottom 0.0298 Min ACI 9.6 0.04 1.444 OK +1,20D+0.50S 0.8081 +X Bottom 0,0298 Min ACI 9.6 0.04 1.444 OK +1.20D+1.60S 0.9316 -X Bottom 0.0343 Min ACI 9.6 0.04 1.444 OK ,+1.20D+1,60S 0.9316 +X Bottom 0.0343 Min ACI 9.6 0.04 1.444 OK ,+1,20D+0.70S 0.8305 -X Bottom 0.0306 Min ACI 9.6 0.04 1.444 OK ,+1.20D+0.70S 0.8305 +X Bottom 0.0306 Min ACI 9.6 0.04 1.444 OK ,+0.90D 0.5639 -X Bottom 0.0208 Min ACI 9.6 0.04 1.444 OK ,+0.90D 0.5639 +X Bottom 0.0208 Min ACI 9.6 0.04 1.444 OK One Way Shear Units:k Load Combination.,, Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.401) 5.383 psi 5.383 psi 5.383 psi 82.158 psi 0.06552 OK +1.20D 4.614 psi 4.614 psi 4.614 psi 82.158 psi 0,05616 OK +1.20D+0.50S 4.959 psi 4.959 psi 4.959 psi 82.158 psi 0.06036 OK +1.20D+1.60S 5.717 psi 5.717 psi 5.717 psi 82.158 psi 0.06958 OK +1.20D+0.70S 5.097 psi 5.097 psi 5.097 psi 82.158 psi 0.06203 OK +0.90D 3.461 psi 3.461 psi 3.461 psi 82.158 psi 0.04212 OK rage an oT 410-1 ■''■ AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: M12 IS alwu- _ Printed:17.MAR 7A18,7:69Ph9 Wall Footing Fl�e'0 01712178821120_STRMN_CADCALCsMaW3-N12TANE3-K.EC6 9 ENERCALC,NC 1983.2017.8udd:10.1712.10.Ver:10 17 12210 ' l.11 1 Description: TYPICAL T-0"WALL FOOTING Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength 3.0 ksi Allowable Soil Bearing 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus _ 3,122.0 ksi Soil Passive Resistance(for Sliding) 250.0 pcf Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. 0.30 f cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface _ ft Min Steel Bending Reinf. _ Allow.Pressure Increase per foot of depth ksf Min Allow%Temp Reinf. when base footing is below It Min.Overturning Safety Factor = 1.0:1 Increases based on footing Width Min.Sliding Safety Factor = 1,0:1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure 1.645 ksf Dimensions Reinforcing Footing Width = 3.0 ft Footing Thickness = 12.0 in Bars along X-X Axis y Wall Thickness 7.250 in Rebar Centerline to Edge of Concrete... Bar spacing 42.00 Wall center offset at Bottom of footing = 3.938 in Reinforcing Bar Size = # 4 from center of footing = 0 in 1 ra• - 1 s ..n... 4-11< I _ Applied Loads D Lr L S W E H P:Column Load = 3.875 0.6250 k OB:Overburden ksf V-x k M-zz = k-ft lVx applied = in above top of footing J rage it OT 40"1 ■ AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: D - • Frinfed:l2 MAR 2018,7:09PP,•9 File=Q 1017121Ti1S21120_STRfNON_CAMCALCsiA0EUVV3-t�A2ZNVE3-K EC6 Wall Footing ENERCALC,INC 1983-2017,Build:10.1712.10,Ver:10.17.12.10 r 00 Description: TYPICAL T-0"WALL FOOTING DESIGN SUMMARY • Factor of Safety Item Applied Capacity Governing Load Combination 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 Slidina PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 1.0 Soil Bearing 1.645 ksf 1.645 ksf +D+S PASS 0.7170 Z Flexure(+X) 1.476 k-ft 2.059 k-ft +1.20D+1.60S PASS 0.4506 Z Flexure(-X) 0.9277 k-ft 2.059 k-ft +0.90D PASS 0.1346 1-way Shear(+X) 11.058 psi 82.158 psi +1.20D+1.60S PASS 0.1346 1-way Shear(-X) 11.058 psi 82.158 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc -X +X Ratio D Only 1.645 ksf 0.0 in 1,437 ksf 1.437 ksf 0.873 +D+S 1.645 ksf 0.0 in 1.645 ksf 1.645 ksf 1.000 +D+0.750S 1.645 ksf 0.0 in 1.593 ksf 1.593 ksf 0.968 +0.60D 1.645 ksf 0.0 in 0 8620 ksf 0.8620 ksf 0,524 Overturning Stability _ Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gvrn,As Actual As Phi*Mn k-ft Side? or Top? in^2 in^2 in^2 k-ft Status +1.40D 1.443 -X Bottom 0.0533 Min ACI 9.6 0.0571 2.059 OK +1.40D 1.443 +X Bottom 0.0533 Min ACI 9.6 0.0571 2.059 OK +1.20D 1,237 -X Bottom 0.0457 Min ACI 9.6 0.0571 2.059 OK +1.20D 1.237 +X Bottom 0.0457 Min ACI 9.6 0.0571 2.059 OK +1.20D+0.50S 1.312 -X Bottom 0.0484 Min ACI 9.6 0.0571 2.059 OK +1.20D+0.50S 1.312 +X Bottom 0.0484 Min ACI 9.6 0.0571 2.059 OK ,+1.20D+1.60S 1.476 -X Bottom 0.0545 Min ACI 9.6 0.0571 2,059 OK ,+1.20D+1.60S 1.476 +X Bottom 0.0545 Min ACI 9.6 0.0571 2.059 OK ,+1.20D+0.70S 1.342 -X Bottom 0.0495 Min ACI 9.6 0.0571 2.059 OK +1.20D+0.70S 1.342 +X Bottom 0.0495 Min ACI 9.6 0.0571 2.059 OK +0.90D 0.9277 -X Bottom 0.0342 Min ACI 9.6 0.0571 2.059 OK ,+0.90D 0.9277 +X Bottom 0.0342 Min ACI 9.6 0.0571 2.059 OK One Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 10.811 psi 10.811 psi 10.811 psi 82.158 psi 0.1316 OK +1.20D 9.267 psi 9.267 psi 9.267 psi 82.158 psi 0.1128 OK +1.20D+0.50S 9.826 psi 9.826 psi 9.826 psi 82.158 psi 0.1196 OK +1.20D+1.60S 11.058 psi 11.058 psi 11.058 psi 82.158 psi 0.1346 OK +1.20D+0.70S 10.05 psi 10.05 psi 10.05 psi 82.158 psi 0.1223 OK +0.90D 6.95 psi 6.95 psi 6.95 psi 82,158 psi 0.08459 OK rage 5o OT 4bl AHBL Engineers Inc. Pr, ect Title: W'� 2215 N 30th Street,Suite 300 En ineer: Project ID: Tacoma WA,98403 Pr( ect Descr: AWA M ©I Printed:12 MAR 2010,7:08P A Wall Footing File=QA2017t217W120_STRW0l4 CADICALGS1J40EUVM3 M27M EC6 ' g ENERCALC.INC.1983-2017.Build:10.17.12.10,Ver:10.17.12.10 r:0r Description: TYPICAL 4'-6"WALL FOOTING r Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Reber Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface 0.0 ft Min Steel%Bending Reinf. Allow.Pressure Increase per foot of depth - 0.0 ksf Min Allow%Temp Reinf. when base footing is below 0.0 ft Min.Overturning Safety Factor = 1.0:1 Increases based on footing Width Min.Sliding Safety Factor = 1.0:1 Allow.Pressure Increase per foot of width = 0.0 ksf j AutoCalc Footing Weight as DL Yes when footing is wider than 0.0 ft l Adjusted Allowable Bearing Pressure 1.645 ksf Dimensions Reinforcing Footing Width = 4.5 ft Footing Thickness = 12.0 in Bars along X-X Axis i Wall Thickness = 7.250 in Rebar Centerline to Edge of Concrete... Bar spacing = 16.00 Wall center offset at Bottom of footing = 3.875 in Reinforcing Bar Size = # 4 Jfrom center of footing = Din j Applied Loads _ 1 D Lr L S W E H P:Column Load = 6.125 0.0 0.0 0.6250 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf V-x 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k M-zz - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft Vx applied = 0.0 in above top of footing I I . d . 1 rage J&OT 40-1 AHBL Engineers Inc. Project Title: V OA 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: P!inted:12 MAR 2016,7:08PM FBe O.�t2011f2t709211245TRW0l�C.4DICIU.Gs1IWE,l1W3-NI?ZANE3-iCEOG Wall Footing ENERCALC.INC_1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Licensee:AHBL,INC Description: TYPICAL 4'-6"WALL FOOTING DESIGN SUMMARY Design • Factor of Safely Item Applied Capacity Governing Load Combination 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 Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 1.0 Soil Bearing 1.645 ksf 1.645 ksf +D+S PASS 0.7427 Z Flexure(+X) 4.0 Ic-ft 5.385 k-ft +1.40D PASS 0.4774 Z Flexure(-X) 2.571 k-ft 5.385 k-ft +0.90D PASS 0.3317 1-way Shear(+X) 27.249 psi 82.158 psi +1.40D PASS 0.3317 1-way Shear(-X) 27.249 psi 82.158 psi +1.40D Detailed Results Soil Bearing _ Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc -X +X Ratio D Only 1.645 ksf 0.0 in 1.506 ksf 1.506 ksf 0.916 +D+S 1.645 ksf 0.0 in 1.645 ksf 1.645 ksf 1,000 +D+0.750S 1.645 ksf 0.0 in 1.610 ksf 1.610 ksf 0,979 +0.60D 1.645 ksf 0.0 in 0.9037 ksf 0,9037 ksf 0.549 Overturning Stability Unitsk-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gvrn.As Actual As Phi*Mn k-ft Side? or Top? in^2 in^2 in^2 k-ft Status +1.40D 4 -X Bottom 0.1478 Min ACI 9.6 0.15 5.385 OK ,+1.40D 4 +X Bottom 0.1478 Min ACI 9.6 0.15 5.385 OK +1.20D 3.428 -X Bottom 0.1265 Min ACI 9.6 0.15 5.385 OK ,+1.20D 3.428 +X Bottom 0.1265 Min ACI 9.6 0.15 5.385 OK ,+1.20D+0.50S 3.56 -X Bottom 0.1314 Min ACI 9.6 0.15 5.385 OK +1.20D+0.50S 3.56 +X Bottom 0.1314 Min ACI 9.6 0.15 5.385 OK +1.20D+1.60S 3.85 -X Bottom 0.1422 Min ACI 9.6 0.15 5.385 OK ,+1.20D+1.60S 3.85 +X Bottom 0.1422 Min ACI 9.6 0.15 5.385 OK ,+1.20D+0.70S 3.613 -X Bottom 0.1333 Min ACI 9.6 0.15 5.385 OK ,+1.20D+0.70S 3.613 +X Bottom 0.1333 Min ACI 9.6 0.15 5.385 OK ,+0.90D 2.571 -X Bottom 0.0946 Min ACI 9.6 0.15 5.385 OK ,+0.90D 2.571 +X Bottom 0.0946 Min ACI 9.6 0.15 5.385 OK One Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu f Phi*Vn Status +1.40D 27.249 psi 27.249 psi 27.249 psi 82,158 psi 0.3317 OK +1.20D 23.356 psi 23.356 psi 23.356 psi 82.158 psi 0.2843 OK +1.20D+0.50S 24.254 psi 24.254 psi 24.254 psi 82.158 psi 0.2952 OK +1.20D+1.60S 26.228 psi 26.228 psi 26.228 psi 82.158 psi 0.3192 OK +1.20D+0.70S 24.613 psi 24.613 psi 24.613 psi 82.158 psi 0.2996 OK +0.90D 17.517 psi 17.517 psi 17.517 psi 82.158 psi 0.2132 OK rage 4l OT 40 1 c0. Project 14 Ct p�^���W(k•( Ci Project No. ZI b Z _ ❑ Page of_ 14 Subject Phone ❑ Calculations Nth/To Fax# ❑ Fax [a❑ Memorandum Address # Faxed Pages _ All ❑ Meeting Minutes Office Location: Date By ❑ Telephone Memo Civil Engineers (2-0017- IN G Ke7 Structural Engineers Lan dscepe Architects Jfi Community Planners FN Zo ►' I�I Natural Resource Ecologists 1—_ L LP I11iy' C2 I� / 6 ? Land Surveyors Neighbors IM�1P• 0 . .9. USE 17 CSF r`O2 SDI. u S� 1u psF --— — - — 'OPr )NGIL. d0ISrS. IUtAs MIN frPa 3vtLLP ow ort. In R,�o>% a o t� ' 'I � (.o`` pv rr d x �o ��o �� �•u �� ?.� _y�fl P'�� � r-y- L-H o2 C i o ptf) 9,+O �n P-r 3 v 1.4-t 0.6 64'PL.F-J �6412s'o 3 2 LA b A Z5�9 r--T `�P P r•l LIu aG C (-�p ) 976 A- 11,5 J 1 or �,r ►� z �H ov {(Ap1�� �caF Burl.-kolhr5 . ?)G� P ;,-- �3_ 0 �Si= IIvC-Lgo �J0,e. GlhnE7aC If this does not meet with your understanding,please contact us In writing within seven days. THANK YOU. GE-F-002 Rev.0: 07/11/2011 rage 4.1 OT 4b-1 Z Project k/A-t-I tiC! Project No. 2—t ZD j � � � ❑ Page of NIFS Subject Phone ❑ Calculations SO A _ I—i Fax With/To Fax# ❑ Memorandum IBM W Address # Faxed Pages ❑ Meeting Minutes Office Location: Date _ By — ❑ Telephone Memo Civil Engineers Structural Engineers Landscape Architects Community Planners Natural Resource Ecologists Land Surveyors Neighbors 2-q Git ro.� f ' -F04t. If this does not meet with your understanding,please contact us in writing wlthin seven days. THANK YOU. GE-F-002 Rev.0: 07/11/2011 rage 4L or 4b-i �v r� —1 d Page of �i/�- ProjeC AM T�tn/ l G Project No. y I d S 7i1-ZO ❑ 9 Subject Phone ❑ Calculations ,m With/To Fax# ❑ Fax ❑ Memorandum Address # Faxed Pages ❑ Meeting Minutes Office Lotdtlon: Date By ❑ Telephone Memo _ Civil Engineers Structural Engineers �y & Landscape Architects i;0 1 '7 5 O t y p t J -O Community Planners 1 Natural Resource Ecologists I Land Surveyors Neighbors G 03 ° Gni - P I ! 401 GPI U 0 �D2 �D2 {� Gig �/2 O Z o ►� h Ok go f r 1v . ' j'►1-19, = � 2 vF S� IDOD� (r os PSr= ,nt 0 2 - So P rl 1;t-4 45 1 V2-t 0�7 0 DV 5 00 If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. GE-F-002 Rev.0: 07/11/2011 rage 43 OT 4b-I Project �i�TAW� �, Project No. 2)7 � Z j 710 ❑ Page of V Subject Phone ❑ Calculations _ With/To Fax# ❑ Fax ❑ Memorandum Address # Faxed Pages ❑ Meeting Minutes Office Location: Date By — _ ❑ Telephone Memo Civil Engineers Aooy j,1� A-Ni)>v 6 A-6574.N Structural Engineers 4(r Landscape Architects Community Planners Natural Resource Ecologists P Land Surveyors N �a V Neighbors 4-0 PV b �z `F S 'I CT �20O0 Iol.: '(0 715n �Z-(oo 67 st4 c1 0 _ a cr , 7-57 D L SOS" — Yd ' sp�►'� ?� �=�� ��uT��y sw- 2�n 133ti r!r.DG 0 Sp N ►. bl- /iq •� U �N �/� mac, �.�P� 4� 6 SN G �N lo,c L' CP qa6 If this does not meet with your understanding,please contact us In writing within seven days. THANK YOU. GE-F-002 Rev.0: 07/11/2011 rage 44 OT 4b-1 Protect (R'y TC-WA-,I (� - — Project No. ry_/'7_ y�-W _- ❑ Page of Subject Phone ❑ Calculations 1Nith/To Fax# ❑ Fax Q - - El memorandum � Address # Faxed Pages — --- El Meeting Minutes Office Location: Date By ❑ Telephone Memo Civil Engineers Structural Engineers 7 6 Landscape Architects Community Planners 00 Natural Resource Ecologists Lend Surveyors %8 G p/N 2 G 1A. C-)- �l 2 f SGJ 7 Neighbors (rl 3 s o �L s 7 4-0 vv - 20v // 3ov If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. GE-F-002 Rev.0: 07/11/2011 rage 45 OT 4W 2 _,'' Project 4Ag j' w"I G Project No. 0 ?i/. Z-0 ■ Page of Subject Phone _ ❑ Calculations M _ Withrro Fax# ❑ Fax ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Office Location: Date By ❑ Telephone Memo Civil Engineers Structural Engineers � � / S��N 3� � Tom!� ^�_ �L O Landscape Architects O Aa Community Planners S` S D 0 Natural Resource Ecologists 360 !! �f 6 o Lend surveyors Neighbors � pry 50i yr.�►-,u �7'� 4 �l�t�L�r�rn�y s r.✓ � � b o df V z z 5 C61 a 5p .) 50 rn-t to OD D �� ¢ram zn' ,r 'v �}� Pr�rs �t✓ � 17i5 0 0 P 2n -(-t,+&4-ease conN If this does not meet with your un e-Rl nding,pl ct us in writing with seven days. THANK YOU. GE-F-002 Rev,0: 07/11/2011 rage 40 OT 410-1 =''= AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: _ Tacoma WA,98403 Project ID: Project Descr: Printed:16 JAN 2319, 3:22Pf41 Wood Beam fife=C 1120171Z110821128_STR"-CAMMCMOELJW3-N12170821GaytewayC.ec6. SoftwareOopyApAl ENERCALC,INC.1963-2018,Build:10.16.12.12 ' i.00 Description: 2x STIFFENERS CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity I Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-Prll 1350 psi Eminbend-xx 580ksi Wood Species Douglas Fir- Larch Fc-Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase 1 D(0.018)L(0.04)S(0.05) 1 2x6 Span=9.542 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0090, L=0.020, S=0.0250 ksf, Tributary Width=2.0 ft S DESIGN SUMMARY Maximum Bending Stress Ratio 0.99& 1 Maximum Shear Stress Ratio_ _ ' • 0.324 : 1 Section used for this span 2x6 Section used for this span 2x6 fb :Actual = 1,543.99psi fv:Actual = 67.13 psi FIB :Allowable 1,547.33psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 4.771 It Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.282 in Ratio= 406>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.482 in Ratio= 237>=180 r Max Upward Total Deflection 0.000 in Ratio= 0<180 1 _ s Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FIV C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=9.542 ft 1 0.268 0.087 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.20 325.05 1210,95 0.08 14.13 162.00 +D+L 1.300 1.00 1.15 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=9.542 ft 1 0.778 0.253 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.66 1,047.38 1345.50 0.25 45.54 180.00 +D+S 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.542 ft 1 0,794 0.258 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.77 1,227.97 1547.33 0.29 53.39 207.00 +D+0.750L 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.542 ft 1 0.515 0.167 1.25 1.300 1.00 1,15 1.00 1.00 1.00 0.55 866.80 1681,88 0.21 37.69 225.00 +D+0.750L+0.750S 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.542 ft 1 0.998 0.324 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.97 1,543.99 1547.33 0.37 67.13 207.00 +0.60D 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.542 ft 1 0.091 0.029 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.12 195.03 2152.80 0.05 8.48 288.00 rage 4( OT 40"1 AHBL Engineers Inc. Project Title: V 2215 N 30th Street,Suite 300 Engineer: Tacoma WA,98403 Project ID: Project Descr: M � Printed: 16 JAN 2019, 3:22PM Wood Beam �=Q01nzl�i�STRkNWCADCALc LW3-W170921G*ewayr,.eas ' SoRware oopy*1 ENERCALC.INC.19a2018,Build-10 18.12.12 !6!! Description: 2x STIFFENERS Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S 1 0.4820 4.806 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MUmum 0.408 Overall MINimum 0.239 0.239 D Only 0.086 0.086 +D+L 0.277 0,277 +D+S 0.324 0.324 +D+0.750L 0.229 0.229 +D+0.750L+0.750S 0.408 0.408 +0.60D 0.052 0.052 L Only 0.191 0.191 S Only 0.239 0.239 rage 4o oT 4bl .2t7 project ro�jG-W� project No. El Page of M Subject Phone— El Calculations _ El Fax WithiTo Fax# Q [I Memorandum � Address �— #Faxed Pages ❑ Meeting Minutes Date By.. ❑ Telephone Memo Civil Engineers Structural Engineers qqs ky Landscape Architects G{�►0 fro r.N. f�1,r '(ivig to G s� V �� Community Planners Z�t_ZI3/fb 1000 SF lSra ZS-��► 4-0.0 ton aC'C4 }-o bG1j111e( C MA��G•) I I Land Surveyors I 2-0 �,� 2v�o 33,4� Sb-'J � o,o _ J'w r(55 !n k ►o x' + 2-G �* P 2.0 0 0 Solo 90-0 4 6.0 PIS 11000 ij 0 .0 `7�Or 0 Q O .'0 I �4'v,� t-5 2 1.25 0 3<Z rj l.3k qv o,ot� SAr-� E -P I -(, '24 '163 'o 1.5.3 k -2.v k I; 1.6 il5o 2g14 [50o 22,E � `�''� �d,a 5A,-k6, 1,50 3,�_c ��-� ' �b 3 �•� ��_ � �,s u�� Kos � n� z31►� ?X 00 ;ro.o go,v S A�-W- hs Z-E o Irl6 .3 0. 0 gArKC� A,5 'L-0 i 1-0 0 0 3 o.o lL t;o p y- rg o,n(L S P�E; •P-S 2- 5 " 4 A•r- e �o `� ?.� (� `L2�'D 3 3 •'Q� b .�j Gl;o. a pc+`�, frs ` If this does not meet with your understanding,please contact us in writiy within seven days. THANK YOU. rage 4y OT 4b-1 2 ,2 V Project GE�MtN AM C project No. ��,� ❑ Page of V Subject Phone ElCalculatlons � _ ❑ Fax e With/To Fax# ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers ooLo Mo K-�,G60 ry� Structure!Engineers CI v'40R Landscape Architects Community Planners `� 111I v "0o Coro 5V_o1L. $v-0 b� q&y-ve A-s Z`► l^L to 3 3 s (� 6 ,3 q o ko N►G Z,p Land surveyors Z .4 1-40 r� S4 LL? 2.? . 114 4--5. oO W i e ass X-0 70(=lb= 60, �g�l 31,1 t; 3 �5� S � Pre 2-� q11.) ?61(0 q 99,0 11�'q N5s tex rr�l� (lam -A b -, L7 I�ZI yl 0.01D 13-b� ZZ,< \3 6 -0 w we-� a e 64LJ C000fcr r I L rpa-C,Q,L4 QU/ ,i r If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage ou oT 413 1 1 ■ AHBL Engineers Inc. Project Title: W 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: OW9 IS IN � Prnied:24.1.AN 2018,6:29PP,1 Steel Column File=0:1201712170821120_STRINON_CADICALCs1 OEUW3-NMNE3-K.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 KW-06001735 Licensee: AHBL, INC Description: GRID 2-E COLUMN 1 Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information 1 Steel Section Name: HSS10x10x1/4 Overall Column Height 29.5 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns 1 Fy:Steel Yield 46 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=29.5 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=29.5 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:962.59 Ibs*Dead Load Factor AXIAL LOADS... Axial Load at 29.50 ft,D=30.0,S=50.0 k DESIGN SUMMARY Bending &Shear Check Results 1 PASS Max.Axial+Bending Stress Ratio = 0.5877 :1 Maximum Load Reactions.. Load Combination +D+S Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 80.963 k Bottom along Y-Y 0.0 k Pn I Omega:Allowable 137.761 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... M Along Y Y 0.0 in at O.Oft above base n-x/Omega:Allowable 61.297 k-ft for load combination 1 Ma-y:Applied 0.0 k-ft Mn-y I Omega:Allowable 61.297 k-ft Along X-X 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio= 0.0 :1 j Load Combination II Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn I Omega:Allowable 0.0 k 1 Load Combination Results Maximum Axial+Bendjnq Stress Ratios Maximum Shear Ratios ` Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.225 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S 0.588 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750S 0.497 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D 0.135 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 30.963 -� +D+S 80.963 +D+0.750S 68.463 9 +0.60D 18.578 S Only 50.000 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial fiv Base Maximum 80.963 " Minimum 18,578 rage o-i OT 4W ■''■ AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: w Tacoma WA,98403 Project Descr: p Ef& Printed:24 JAN 204:Pi.CAN FAe=0:12017t217062f�S1RWaNSADtCAlCs1A0EUW3-N11ZANE3-K.ECb Steel Column ENERCALC.INC.19832017,Build:10.17.1210,Ver:10.17.12.10 r0 Description: GRID 2-E COLUMN Extreme Reactions _ Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Reaction, X-X Axis Base Maximum 30,963 1. Minimum 30.963 Reaction, Y-Y Axis Base Maximum 30,963 1. Minimum 30.963 Reaction, X-X Axis Top Maximum 30.963 Minimum 30.963 Reaction, Y-Y Axis Top Maximum 30.963 1. Minimum 30.963 Moment, X-X Axis Base Maximum 30.963 " Minimum 30.963 Moment, Y-Y Axis Base Maximum 30,963 Minimum 30.963 Moment, X-X Axis Top Maximum 30.963 1. Minimum 30.963 Moment, Y-Y Axis Top Maximum 30.963 11 Minimum 30.963 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0,000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS10x10x114 _ Depth = 10.000 in I xx = 141.00 inA4 J = OU00 in^4 Design Thick = 0.233 in S xx = 28.30 inA3 Width = 10.000 in R xx = 3.970 in Wall Thick = 0.250 in Zx = 32,700 in^3 Area = 8.960 inA2 1 yy = 141,000 inA4 C = 44.400 inA3 Weight = 32.630 plf S yy = 28.300 inA3 R yy = 3.970 in Ycg - 0.000 In rage 0z oT 4e-1 AHBL Engineers Inc. Project Title: W 2215 N 30th Street,Suite 300 Engineer: Project ID: MImm Tacoma WA,98403 Project Descr: M — - � Primed:24 JAN 201$,$:2�JP61 Steel Column File-O:aIM1708rflzo_SffWN_CADiGUCS%OEM3�-MMNEs-K.EC6 ENERCALC,INC.1983-2017,Bui 00.17.12A0,Ver:10.17.12.10 KW-06001735 Licensee:AHBL, INC Description: GRID 2-E COLUMN Sketches y 1 • Load 1 X o � o 1 10,00in J �1 J J J J J J J J J rage 5,J OT 410"1 ■1/■ AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: Mid imm� Tacoma WA,98403 Project Descr: lowu 0 Pnmed.24JA11 2M,a:2Pv Steel Column File=0:1201712170821120_STRWON_CADICALCs1A0EUW3-M2ZANE3-K.EC6 ENERCALC,INC.1983-2017,Build:10.1712.10.Ver:10.17-12.10 KW-06001735 Licensee:AHBL,INC Description: GRID 2-D COLUMN Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name: HISS10x10x1/4 Overall Column Height 29.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=29.50 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=29.50 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:962.59 Ibs"Dead Load Factor AXIAL LOADS... Axial Load at 29.50 ft,D=33,80,S=56,30 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6610 :1 Maximum Load Reactions.. Load Combination +D+S Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 91.063 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 137.761 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 61.297 k-ft Along Y Y 0.0 in at O.Oft above base for load combination Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 61.297 k-ft Along X-X 0.0 in at O.O ft above base for load combination PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.252 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S 0.661 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750S 0.559 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D 0.151 PASS 0.00 ft 0,000 PASS 0.00 ft Maximum Reactions Note: Only non-zero reactions are listed Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top -D-only 34.763 +D+S 91.063 +D+0.750S 76.988 +0.60D 20.858 S Only 56.300 Extreme Reactions _ Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @Base Maximum 91.063 Minimum 20.858 rage 54 OT 410-1 AHBL Engineers Inc. Project Title: V 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: II � Prn:ed:24JAN20'8,(i32Ptr1 Steel Column File=0:1201 7121 7 0 8 2 112 0_STRWON_C/�ICALCsW6EUVP3-N12Z,4N-E3-K.EC6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 i.fi Description: GRID 2-D COLUMN Extreme Reactions 1 Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Reaction, X-X Axis Base Maximum 34.763 " Minimum 34,763 } Reaction, Y-Y Axis Base Maximum 34.763 Minimum 34,763 Reaction, X-X Axis Top Maximum 34.763 " Minimum 34.763 1 Reaction, Y-Y Axis Top Maximum 34.763 I1. Minimum 34.763 Moment, X-X Axis Base Maximum 34.763 11 Minimum 34.763 l Moment, Y-Y Axis Base Maximum 34.763 I11Minimum 34.763 Moment, X-X Axis Top Maximum 34.763 Minimum 34,763 I Moment, Y-Y Axis Top Maximum 34.763 Minimum 34.763 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance 1 D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0,000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS10x10x1l4 Depth = 10.000 in I xx = 141.00 in^4 J = 220.000 in^4 Design Thick _ 0.233 in S xx _ 28.30 in^3 Width 10.000 in R xx 3.970 in Wall Thick 0.250 in Zx 32.700 in^3 Area 8.960 in^2 I yy = 141.000 in^4 C = 44.400 in^3 I Weight = 32.630 plf S yy 28.300 in^3 JI R yy 3.970 in Ycg = 0.000 in J rage oo OT 4b"1 ■1 r■ AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer. Project ID: Tacoma WA,98403 Project Descr: ■ U- Printed:24,JAN2018,6:32P6A File=Q:12017T217=120 STRWON_CADIMCOAOEUW3�-N12ZANE3-K.EC6 ' Steel Column ENERCALC.INC.19a2017,BuId:10.17,12.10.Ver:10.17.12.10 r rr Description: GRID 2-D COLUMN Sketches Y c o . Load 1 : 10.001n rage ob OT 4b-1 AHBL Engineers Inc. Project Title: W 2215 N 30th Street,Suite 300 Engineer: Project ID: Mid imm Tacoma WA,98403 Project Descr: lowu- 3 — - i'nn:ed 24.1kN20':P,6:34P6A Steel Column File=0:1201712170821120_STRINON_CADICALCsWOEUW3-N12ZANE3-K.EC6 ENERCALC.INC.1983-2017,Build:10.1712,10,Ver:10.17.12.10 KW-06001735 Licensee:AHBL,INC Description: GRID 2-A COLUMN Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information 1 Steel Section Name: HSS8x8x3/16 Overall Column Height 26.750 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns I Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=26.750 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=26.750 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:525.10 Ibs`Dead Load Factor AXIAL LOADS... I Axial Load at 26.750 ft,D=15.0,S=25.0 k DESIGN SUMMARY Bending&Shear Check Results 1 PASS Max.Axial+Bending Stress Ratio = 0.5744 :1 Maximum Load Reactions.. Load Combination +D+S Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 40.525 k Bottom along Y-Y 0.0 k 1 Pn I Omega:Allowable 70.551 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... M Along Y Y 0.0 in at O.Oft above base n-x I Omega:Allowable 28.434 k-ft for load combination 1 Ma-y:Applied 0.0 k-ft Mn-yl Omega:Allowable 28.434 k-ft Along X-X 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k J Vn I Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios _ Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.220 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S 0.574 PASS 0.00 ft 0.000 PASS 0.00 It +D+0.750S 0.486 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D 0.132 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments J Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 15.525 +D+S 40.525 +D+0.750S 34.275 +0.60D 9.315 S Only 25,000 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments I Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top .:J Axial @ Base Maximum 40.525 Minimum 9.315 J rage o/ OT 4b-1 ■ AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Uescr: O • Prn?ed:24 Ja'N 2010.6:3anrri Fite=012U1n21T082fl20_STRMN CAXALCs1A/QEUW3-N1 ME3-K.ECS Steel Column ENERCALC,INC 1983-2017 Build:10.17.12.10,Ver:10.1712.10 , 0o Description: GRID 2-A COLUMN Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Reaction, X-X Axis Base Maximum 15.525 Minimum 15.525 Reaction, Y-Y Axis Base Maximum 15,525 Minimum 15.525 Reaction, X-X Axis Top Maximum 15.525 1. Minimum 15.525 Reaction, Y-Y Axis Top Maximum 15.525 Minimum 15.525 Moment, X-X Axis Base Maximum 15.525 11 Minimum 15.525 Moment, Y-Y Axis Base Maximum 15.525 11 Minimum 15.525 Moment, X-X Axis Top Maximum 15.525 Minimum 15.525 Moment, Y-Y Axis Top Maximum 15.525 Minimum 15.525 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max,Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0,000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0,000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS8x8x3116 Depth - 8.000 in I xx = 54,40 in^4 J = 84.500 in^4 Design Thick = 0.174 in S xx = 13.60 in^3 Width = 8.000 in R xx = 3.180 in Wall Thick = 0.187 in Zx = 15.700 in^3 Area - 5.370 in"2 Iyy = 54.400 in^4 C = 21.300in"3 Weight = 19.630 plf S yy = 13.600 in^3 R yy = 3.180 in Ycg = 0.000 in rage oo oT 40"1 AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: '1 p - Printed:24 JAN 2018,E:34PM Steel Column File=O:l2017ti217i0821120 STRWON CADICALCs'J►OEUW3-N12ZANE3-KECB ENERCALC,INC 1983.2017,Build:10.17,12.10,Ver.10-17.12.10 ' ^ KW-06001735 Licensee AHBL, INC Description: GRID 2-A COLUMN 1 Sketches I � Lord t X co 8.QQIt1 --1 1 . l J J J J J J J rage!3.1 oT 410-1 fit'• AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: • Prn:ed:24 JAti 2018,6,1 PM Steel Column File-Q:1201712170f321120,.STRWON_CAINCAI.CsVWEVW3-N117.AME3•KEC6 ENERCALC.INC.1983-2017,Build:10,17.12.10,Ver:10.17.12.10 Lic. �.�i - L,INC Description: GRID 3-C COLUMN Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name: HSS8x8xl/4 Overall Column Height 28.4167 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.O ksi Unbraced Length for X-X Axis buckling=28.4167 ft,K-1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=28,4167 ft,K=1.0 Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Column self weight included:733.72 Ibs k Dead Load Factor AXIAL LOADS... Axial Load at 28.417 ft,D=25.30,S=42.20 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7675 :1 Maximum Load Reactions.. Load Combination +D+S Top along X-X 0.0 k Location of max,above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 68.234 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 88.908 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 44.130 k-ft Along Y Y 0.0 in at 0.0 ft above base for load combination Ma-y:Applied 0.0 k-ft Mn-y I Omega:Allowable 44.130 k-ft Along X-X 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio= 0.0 : 1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn I Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.293 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S 0.767 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750S 0.649 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D 0.176 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 26.034 +D+S 68.234 +D+0.750S 57.684 +0.60D 15.620 S Only 42.200 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 68.234 ik Minimum 15,620 rage ou or 4n-i /■ AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: Printed:24 J.A`i 201R.GTI'•9 Steel Column File=Q:1201712170821120_STRWON_CADICALCsWOEUVM3-N1271�NE3-K.EC6 ' ENERCALC,INC.1983-2017,Build:10.1712.10.Ver:10,17.12.10 KW-06001735 Licensee:AHBL,INC Description: GRID 3-C COLUMN Extreme Reactions _ Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Reaction, X-X Axis Base Maximum 26.034 I ii Minimum 26.034 Reaction, Y-Y Axis Base Maximum 26.034 Minimum 26.034 Reaction, X-X Axis Top Maximum 26.034 Minimum 26.034 I Reaction, Y-Y Axis Top Maximum 26.034 Minimum 26.034 Moment, X-X Axis Base Maximum 26.034 " Minimum 26.034 1 Moment, Y-Y Axis Base Maximum 26,034 Minimum 26.034 Moment, X-X Axis Top Maximum 26,034 Minimum 26.034 Moment, Y-Y Axis Top Maximum 26.034 1. Minimum 26.034 Maximum Deflections for Load Combinations 1 Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0,0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft I S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft J D Only 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+0,750S 0.0000 in 0.000 ft 0.000 in 0.000 ft 1 +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 it 0.000 in 0.000 ft Steel Section Properties : HSS8x8x114 Depth 8.000 in I xx 70.70 in^4 J = 111,000 inA4 Design Thick 0.233 in S xx 17.70 inA3 Width 8,000 in Rxx 3,150 in Wall Thick = 0,250 in Zx = 20.500 inA3 Area _ 7.100 inA2 1 yy = 70.700 inA4 C = 28.100 inA3 Weight 25.820 pif S yy 17.700 inA3 R yy 3.150 in JYcg = 0.000 in �1 _ J _ J rage w oT 413"I AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: FW" Tacoma WA,98403 Project Descr: Evil SWE Panted:2e JAN 20i8 6,11PM �=Q�pin717nii7i�sTR1NON_CA04CALGsW0Et1W3-t�,2ZANE3-K.EC6 Steel Column ENERCALC.INC 199320ITBuddA0.17 MO.Ver:10.17.12.10 Description: GRID 3-C COLUMN Sketches Y o • l_udH 1 x C ; 8.00in rage bL oT 4b_1 AHBL Engineers Inc. Project Title: W'■ 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: OPnn;ed:24 J.AN 201 R.c:40PM File=Q:12017070B21120_STROM CAWALCSMEUW3-M22ANE3-KE06 ' Steel Column ENERCALC,INC,1983-2017.Build:10.17.12.10,Ver:10.17.12.10 Description: GRID 3.5-C COLUMN Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name: HSS8x8x3/16 Overall Column Height 26.75 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns I Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=26.75 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=26.75 ft,K=1.0 I Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:525.10 Ibs*Dead Load Factor AXIAL LOADS... Axial Load at 26.750 ft,D=8.40,S=14.10 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3264 :1 Maximum Load Reactions.. Load Combination +D+S Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 23.025 k Bottom along Y-Y 0.0 k ` Pn/Omega:Allowable 70.551 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... M Along Y Y 0.0 in at O.Oft above base n-x I Omega:Allowable 28.434 k-ft for load combination T Ma-y:Applied 0.0 k-ft Ii Mn-y I Omega:Allowable 28.434 k-ft Along X-X 0.0 in at 0.0 ft above base for load combination PASS Maximum Shear Stress Ratio= 0.0 :1 1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location J D Only 0.127 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S 0.326 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750S 0.276 PASS 0.00 ft 0.000 PASS 0.00 ft I' +0.60D 0.076 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments J Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 8.925 +D+S 23.025 +D+0.750S 19.500 +0.60D 5.355 ;i S Only 14.100 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 23.025 Minimum 5.355 rage UJ OT 401 . AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: v Ow, Tacoma WA,98403 Project Descr: • _ _Pried'.24 J.AN 2DIC GAORv9 File=0"A1712170@211Z0_STRWON CAUM -VNE K.ECS Steel Column ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 , I I/ Description: GRID 3.5-C COLUMN Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Reaction, X-X Axis Base Maximum 8.925 11 Minimum 8.925 Reaction, Y-Y Axis Base Maximum 8.925 11 Minimum 8.925 Reaction, X-X Axis Top Maximum 8.925 " Minimum 8.925 Reaction, Y-Y Axis Top Maximum 8.925 Minimum 8.925 Moment, X-X Axis Base Maximum 8.925 11 Minimum 8.925 Moment, Y-Y Axis Base Maximum 8,925 1. Minimum 8.925 Moment, X-X Axis Top Maximum 8.925 " Minimum 8.925 Moment, Y-Y Axis Top Maximum 8.925 Minimum 8.925 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0,000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0,000 ft 0,000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0,000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS8x8x3116 _ _ _ Depth = 8.000 in I xx = 54.40 in^4 J = 84.500 in"4 Design Thick = 0.174 in S xx = 13.60 inA3 Width = 8.000 in R xx = 3.180 in Wall Thick = 0.187 in Zx = 15,700 inA3 Area = 5.370 inA2 lyy = 54.400 in^4 C = 21.300inA3 Weight = 19.630 plf S yy = 13.600 in^3 Ryy = 3,180 in Ycg = 0.000 in rage b4 Or 40"1 AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: � I O • • Printed.24 d.AN 201:8,6:40PA9 Steel Column Fue=Q1201712170811120_STR�NON_CADICALCsVA0EUW3-M2ZANE3-K.ECB ' ENERCALC.INC.1983.2017,Buld:10.17.1210,Ver:10.1712.10 lKW-06001735 Licensee AHBL, INC fl Description: GRID 3.5-C COLUMN Sketches y Ck Load 1 co _ 1 8.00j71 'i J, �a .1 rage 100 oT 401 fit'■ AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: © — Prn;ed:24J.AN2Ut°,6:asPM File=O'2ri1 T217(1821120 S'fR1NON CA�4CALCsUi0EUW3-N12ZANE3-K ECb Steel Column ENERCALC.INC 1983-2017,Build:10.17.12.10,Ver:10.1712.10 r r0 Description: GRID 7-C COLUMN Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name: HSS8x8x3/16 Overall Column Height 26.750 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=26.750 ft,K=10 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=26.750 ft,K=1.0 Applied Loads _ _ Service loads entered.Load Factors will be applied for calculations. Column self weight included:525.10 Ibs"Dead Load Factor AXIAL LOADS... Axial Load at 26.750 ft,D=16.90,S=28.10 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6453 :1 Maximum Load Reactions.. Load Combination +D+S Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 45.525 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 70.551 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections. Mn-xl Omega:Allowable 28.434 k-ft Along Y Y 0.0 in at O.Oft above base for load combination Ma-y:Applied 0.0 k-ft Mn-yl Omega:Allowable 28.434 k-ft Along X-X 0.0 in at 0.0ft above base for load combination PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.247 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S 0.645 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750S 0.546 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D 0.148 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 17.425 +D+S 45.525 +D+0.750S 38.500 +0.60D 10.455 S Only 28.100 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 45.525 Minimum 10.455 rage bb OT 4b-1 ' AHBL Engineers Inc. Project Title: VPA 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: ='FA gm O - Prnted:24JAN2r11$;6:43PhA Steel Column File=Q2a1n2l7os 00-STRNON_CAMCaicosvDE i�zANE3-KEcs' ENERCALC.INC.1903-2017,Budd:10.1T12.10,Ver.10.1T.12.10 i:ii Description: GRID 7-C COLUMN Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Reaction, X-X Axis Base Maximum 17.425 Minimum 17.425 Reaction, Y-Y Axis Base Maximum 17.425 1. Minimum 17.425 Reaction, X-X Axis Top Maximum 17.425 Minimum 17.425 Reaction, Y-Y Axis Top Maximum 17.425 " Minimum 17.425 Moment, X-X Axis Base Maximum 17.425 1. Minimum 17.425 Moment, Y-Y Axis Base Maximum 17,425 " Minimum 17.425 1 Moment, X-X Axis Top Maximum 17.425 Minimum 17.425 Moment, Y-Y Axis Top Maximum 17.425 1 " Minimum 17.425 d Maximum Deflections for Load Combinations e Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0,0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS8x8x3116 Depth = 8.000 in I xx = 54.40 In^4 J = 84.500 inA4 Design Thick 0.174 in S xx = 13.60 inA3 Width 8.000 in R xx 3.180 in Wall Thick - 0.187 in Zx 15.700 in^3 Area = 5.370 inA2 lyy = 54.400 inA4 C = 21.300inA3 Weight = 19.630 plf S yy 13,600 inA3 Ryy 3,180 in Ycg = 0.000 in J J J rage b7 OT 4b"I AHBL Engineers Inc. Project Title: �i FA2215 N 30th Street,Suite 300 Engineer: Project ID: I Tacoma WA,98403 Project Descr: � _ D Printed:24.JAN 2048,8:43PM Fl!e=f1�7fN71917f182t170 STR1Nf2N C.ADICALCsU1OEUW3-N12ZAWE3-KEC6 ' Steel Column ENERCALC.INC 1983.2017,BUM10.1712.10.Ver:10.17.12.10 KW-06001735 Licensee: AHBL.INC Description: GRID 7-C COLUMN Sketches Y ® Load 1 ; � A I L - I 8.00in rage b0 oT 410l AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: ■ Prnied.2 JRN 2016,6:16Ph:9 Steel Column �'Q:1201T2170B2"z°=srri�"°"cn°�cai'csw°euw`�U"ea'�.Ecs i ENERCALC.INC.19&3-2017,Build:10.17.12.10,Ver:10.17.12.10 1KW-06001735 Licensee AHIBL, INC Description: GRID 8-C COLUMN Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name: HSS10x10x1/4 Overall Column Height 29.5 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=29.5 ft,K=1.0 Y-Y(depth)axis: Unbfdced Length for Y-Y Axis buckling=29.5 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:962.59 Ibs`Dead Load Factor AXIAL LOADS... Axial Load at 29.50 ft,D=35.60,S=59.40 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6966 :1 Maximum Load Reactions.. Load Combination +D+S Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 95.963 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 137.761 k _ Maximum Load Deflections... Ma-x:Applied 0.0 k-ft Mn-x I Omega:Allowable 61.297 k-ft Along Y-Y 0.0 in at O.Oft above base Ma-y:Applied 0.0 k-ft for load combination: Mn-y I Omega:Allowable 61.297 k-ft Along X-X 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination d Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn I Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.265 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S 0.697 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750S 0.589 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D 0.159 PASS 0.00 ft 0.000 PASS 0.00 ft -..� Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments ' Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 36.563 +D+S 95.963 +D+0.750S 81.113 1 +0.60D 21.938 S Only 59.400 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 95.963 Minimum 21.938 rage b`J oT 4bl AHBL Engineers Inc. Project Title: W'■ 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: D - � Prn,ed:24 JR"i 2G18,S:46Ph-i 1 Steel Column FHe=QW712170821t20_STRWON CAa1CALCSW0EI1M-NOMtE3-KEC6 ' ENERCALC,INC 1983-2017,Bufld:10.1712.10,Ver:1017.12,10 i r0 Description: GRID B-C COLUMN Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Reaction, X-X Axis Base Maximum 36.563 11 Minimum 36.563 Reaction, Y-Y Axis Base Maximum 36.563 Minimum 36.563 Reaction, X-X Axis Top Maximum 36.563 11 Minimum 36.563 Reaction, Y-Y Axis Top Maximum 36.563 1. Minimum 36.563 Moment, X-X Axis Base Maximum 36.563 " Minimum 36.563 Moment, Y-Y Axis Base Maximum 36.563 11 Minimum 36.563 Moment, X-X Axis Top Maximum 36.563 1. Minimum 36.563 Moment, Y-Y Axis Top Maximum 36.563 " Minimum 36.563 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0,000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0,000 in 0,000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0,0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0,0000 in 0.000 ft 0.000 in 0.000 ft +O,60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0,000 ft Steel Section Properties : HSS10x10x1I4 Depth = 10.006 in I xx = 141,00 in^4 J = 220.000 in^4 Design Thick = 0.233 in S xx - 28.30 in^3 Width = 10.000 in R xx = 3,970 in Wall Thick = 0.250 in Zx = 32.700 in^3 Area = 8.960 in"2 Iyy = 141.000 in^4 C = 44.400in^3 Wcight - 32.630 plf S yy = 28,300 in"3 R yy = 3.970 in Ycg = 0.000 in rage IUOT4b-I OM AHBL Engineers Inc. Project Title: J J 2215 N 30th Street,Suite 300 Engineer. Project ID: Tacoma WA,98403 Project Descr: O - - PM14P 2d 1Ak 2018.E:A6PA4 Steel Column -Qa2o17{2170821120 s»rN°"_CAWACsVXIEUW-WZANE3-KE s ENERCALC,INC.1993.2017,Buld:10.17.12.10.Ver:10.17.12.10 ' Description: GRID 8-C COLUMN Sketches Y i c rD . Load 1 X 10.00in r,I • I «J J rage /-I oT 40-1 fit'■ AHBL Engineers Inc. Project Title: 2215 IN30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: i� D ' Prn:ad:24 JAN 20':8,6:501"0 File=Q:\201M1?1182i0_STWb10r(_C11t7lCALCsWOEUtN3-N12ZAHE3-KEC6 Steel Column ENERCALC,INC.1983-2017,Build:10.1712.10,Ver:1017.12.10 Description: GRID 8-A.6 COLUMN Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name: HSS8x8x3/16 Overall Column Height 26.75 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top &Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksl Unbraced Length for X-X Axis buckling=26.75 ft,K=1.0 Y-Y(depth)axis: Un raced Length for Y-Y Axis buckling=26.75 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:525A0 Ibs Dead Load Factor AXIAL LOADS... Axial Load at 26.750 ft,D=13.50,S=22.50 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5177 :1 Maximum Load Reactions.. Load Combination +D+S Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 36.525 k Bottom along Y-Y 0.0 k Pn 1 Omega:Allowable 70.551 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... M Along Y Y 0.0 in at O.Oft above base n-x/Omega:Allowable 28.434 k-ft for load combination Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 28.434 k-ft Along X-X 0.0 in at 0.0ft above base for load combination PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn I Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.199 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S 0.518 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750S 0.438 PASS 0.00 ft 0 000 PASS 0.00 ft +0.60D 0.119 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 14.025 +D+S 36.525 +D+0.750S 30,900 +0.60D 8.415 S Only 22,500 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 36.525 0 Minimum 8,415 rage /L OT 40-1 AHBL Engineers Inc. Project Title: =1'= 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: © - � Ynn.ea:24 J.qr;7A16.E:50PA4 Steel Column File-0.=7070821{Z-STRWONr_CAOCALCsNOEUW3-N12ZANE3-K.EC6 ; ENERCALC.INC 1963-2017,Build:10.17.12.10,Ver:10.17.12.10 KW-06001735 Licensee:AHIBL,INC Description: GRID 8-A.6 COLUMN Extreme Reactions _ Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Reaction, X-X Axis Base Maximum 14.025 ;i Minimum 14.025 Reaction, Y-Y Axis Base Maximum 14.025 Minimum 14.025 Reaction, X-X Axis Top Maximum 14.025 Minimum 14.025 l Reaction, Y-Y Axis Top Maximum 14.025 1. Minimum 14.025 r Moment, X-X Axis Base Maximum 14.025 " Minimum 14.025 ' Moment, Y-Y Axis Base Maximum 14.025 " Minimum 14.025 Moment, X-X Axis Top Maximum 14.025 11 Minimum 14.025 j Moment, Y-Y Axis Top Maximum 14.025 " Minimum 14.025 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0,000 ft 0.000 in 0.000 ft 1� +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft 1 S Only 0.0000 in 0.000 ft 0.000 in 0.000 It D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft IL S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS8x8x3116 - Depth - 8.000 in I xx = 54.40 inA4 J = 84.500 inA4 . Design Thick 0.174 in S xx = 13.60 inA3 Width 8.000 in R xx 3.180 in Wall Thick - 0.187 in Zx = 15,700 inA3 (� Area w 5.370 inA2 l yy = 54.400 inA4 C = 21.300 inA3 Weight 19.630 plf S yy 13.600 in13 R yy 3.180 in Ycg = 0.000 in J J 4� _1 J wage r.J OT 4b-1 AHBL Engineers Inc. Project Title: 2215 N 30th Street,Suite 300 Engineer: Project ID: Tacoma WA,98403 Project Descr: PmWd:24 JM 201k O:SMI Fie=08201712170821120_STRINON cAaMCsMEUW3-WMNE3-K EC6 Steel Column ENERCALC,INC 1983-2017.Budd:10.17.12.10.Ver:10.171210 Description: GRID 8-A.6 COLUMN Sketches Y o • Load 1 x ; 0 't 8.00in rage r4 OT 410-1 Project��fiFW� L Project No.�� 0 46 2A 7N ❑ Page of _ Subject Phone ❑ Calculations ❑ Fax Wlth(To Fax#. � ❑ Memorandum Address. #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers w 4A L p t`�' �'��N Structural Engineers W 100 'to A-0 C,0{v1(I)00r'Nl 5 `4 C l-k-0 0 I N�, '_ Landscape Architects ( (LH = 16,1615 k s 1'q D K7� ' 1 .0 Community Planners SAM `o0 Cr MIA) w1rid Pyl,16p — Lard Surveyors rwt �orJ r✓ + I p•5 /-W•4 p 6' it's j _ ,_ _ � O ,�fn ; 6lA �� rl I�,s� f. 3q 5 �`i.� I0(I`+IO) I'd f Ziu 0•10C17'0= 7s $o q s 95 S o,ralso)sg U u i If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage (b OT 410 1 N ?il• ?� Pa of ''_ Project �>!r� � .__ C Project No. ❑ ge _ Subject Phone^ _ ❑ Calculations ❑ Q WIthITo Fax# Fax ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers Landscape Architects Avp>r— 1-14r ,.� 'fr$ ?� In Community Planners Land Surveyors d/SE .zli�a If this does not meet with your understanding,please contact us In writing within seven days. THANK YOU. rage (b Or 4b-1 D �J V Project P14 164A) "� G Project No. �2 B ZI ❑ Page of Subject _ Phone ❑ Calculations With/To Fax# ❑ Fax Q = ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers S o L-41".;) F', I. z 13 Structure!Engineers Pp,-�L T I� D Landscape Architects 'C = H-t�t-r '— I N It — 17ti c-�V , 12 ,qF Lz;P'0 c to, -o 11-'i b PN A-r (12-1 ZG) e, 1511 Community Planners ✓<7 !'f �� UL �v w/ 'CQ P-T '��61 rp �nfi �. and Surveyors p A—P� � r = D p2o©t= I I r = ue t-`J" -tFt4 e = soft- �� �l�4�' t�-lac'(L p�r.��. '^�/ �� P� zr� �fi �r �• t�-oo N� r = 'Z�tr�u tico I A)" oY W - 1 0 .Cr hY�ar� LP t2 r 25 ) 2 z I.15' L Ij �� -�l 141n 't�I�IL P»r�r;., wl �,#-� per' at-. �1,�' 4•�' If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage!/oT 40-1 D O 7i4- •� Project G�T�(NFM ri _ Project No. � ❑ Pa ga of Subject Phone ❑ Calculations With/To Fax# El Fax ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers G j f'1 la r O Landscape Architects fz-o�F H&T' = 26'_R /,,tt.,� — 27 I—� it ISOtz 1i9�✓J = �J✓I�-01, C.'r AN 12 2tj 1 "j5 �� Community Planners U')E ,i i{U 'I qle IL PWF V A-r I&�av �I�G YLT � �. Land Surveyors 5VL,A A-rJ E L-S 40 9 v, p -�A-,ae-z Kc, r = o Roos K!, r = -;�(,I -1 " — 2vor- ►� " iti1►�(� W ��� wl � G P� 14 BUG Y�-T' �f LA +* '0 � Li j�oF LD4� C 12� 25� i1.Z5 1,-T 5"U -fHt CV- p-0-06 L-� wl - - A'r V.Zr ,D r- + If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage ru oT 4e-1 C 2 -Zv ❑ Page of W Project��_..._ � Project No. ��7 Subject Phone ❑ Calculations _ WIth/To _ Fax# ❑ Fax ❑ Memorandum Address. #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers 2?!�li .�-g�` - Landscape Architects Community Planners Land Surveyors r� st �`� 'y���Fn �fIG� laPlVdL Ace A-risllen' If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage ra oT 4e-1 Project �r 1 � G Project No. 2� 0 *2�- ❑ Page of _' - Siihjnrt .. Phnna ❑ Calculations - NO [I Fax With/To Fax# = El Memorandum Address #Faxed Pages_ ❑ Meeting Minutes Date By-- _ _ ❑ Telephone Memo Civil Engineers T�U�+�71.�i a �bta/I� � 1G�L \ 1 / yL ;f �-✓�a ��✓ � Structural Engineers Landscape Architects S 01,0K Community Planners [V1, ?5 e i� Land Surveyors ice- ell. lt�a ��., I,pU N °I C X �02�'fYl A em N Ark ll'1 ' ,4ff 6t►�'� Nf�� i 2l-so�� . , 0 5%3Av A(a-X �v •2� `�� t1<v YEA c�0 N % b g F11; If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage M OT 40.1 / 0 Pa mil'_ project GW�� Q L project No. � � � � � a of� _ ❑ Calculations Subject Phone _ ❑ Fax With/To Fax# ❑ Memorandum � Address #Faxed Pages ❑ Meeting Minutes I Date By ❑ Telephone Memo Civil Engineers KANO0O►2 ItJ 0l9Ck0V0a PArJ _ 'lip} Structural Engineers ac44e9TL �Wl6 F A-y-1 5 L- C�[ >� 5 Landscape Architects (7 pNL-A-r r �t(o T (� Community Planners COOT,- ('pp'b _ 5-0 i c�P-.J �Q L12)ZS) 6-I S % e Land Surveyors Vn I If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage u 1 or 413 1 e Project G�r�W� C. Project No. Pa� _ � !3 of ME _ Subject_ _ Phone El Calculations a WA❑ Fax UJ With/To Fax# ❑ Memorandum am Address _— #Faxed Pages ❑ Meeting Minutes Date By __ _ ❑ Telephone Memo Civil Engineers Structural Engineers 17-7 / Landscape Architects Community Planners Land Surveyors �t•9'�w c�} ✓en5't04- -7'lyf,u� y <' � ) $s ✓tom--r 91rA B Mid P1 UN : 4,150 WIAD L-040 CAr- pnet �o @ Z�t : v�9.3 V V Z�.0 psi; 110MVN �1sP (fir% 1.bo ,� 11 PIER 8 P-i-Qul"e- FIY--O yfrSe Pk0d Mi0-,V4r1 µvM,G►.IT TO 411'/V Q&,L PN L. 141"17 V+J Z' If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage U OT 410 1 L n U 2( e of Project C.VIA 6 W Protect No. v` 1, ❑ Page Subject _ Phone _ __ ❑ Calculations ❑ Q W Fax Fax# ❑ Memorandum dub Address #Faxed Pages ❑ Meeting Minutes Date By_ ❑ Telephone Memo Civil Engineers tA Structural Engineers Landscape Architects IF 0 �r Ci Zj Zt Community Planners Land Surveyors pt AF& A u s-€ 7 r��i�rti�ci� 19A•n19-4 Lam) !9�- elf-vans Pig ki-If Z � vmr Can il 1-3 Lr:; I;Do(L PrN67� �( � � f�5 '4 E C�z12s� (� (L A N G+9s o Sri E irS P�� r. 27 19 iE2 Ns `Z ��' 7-;ltC ' —L ! (� Ar 1f40 v�t2T` ar- If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU, rage 06 OT 4b 1 Project G��Wk� � project No. f2d-M 9; Page� � , of _ Subject Phone ❑ Calculations El Fax WIthITo. Fax#.— _ IBM ❑ Memorandum Address #Faxed Pages_ ❑ Meeting Minutes Date —__ By ❑ Telephone Memo Civil Engineers TZ-V CX4)00P' ' r it � �-Z �`� i� Structural Engineers Landscape Architects P r Rap" "Ayv C/r2-/2- \ � Community Planners Land Surveyors V i 1 ( U ` ►r " 3r�II joeE/2 8 T /rfN 7*l!C.�—1 /2c-1/Ni1= If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage 04 OT 40-1 ■ �„ 1 i Project_��� �' Project No.. �• ��-k� ❑ Page of Subject— Phone El Calculations — _ ` Fax Withffo _ _ Fax#_--- ❑ Q ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo nn �1 Civil Engineers Structural Engineers 1 Landscape Architects 4,V = <��r � � --r - �ayZ'S� Community Planners `Y I I I S'0"t7'PN 'Q I Land Surveyors 2 ; piE4 g 2�x rN(c.� /yola5 fir' / ce verLr`as If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage bb or 4b-1 Project GWwr-G Page—ofW A'� �i Project No..2�1 � ' � g _ ] Calculations Subject Phone ] Fax WithlTo Fax# ] Memorandum Addre -, #Faxed Pages ] Meeting Minutes Date By i] Telephone Memo Civil Engineers �o�,EFn-oNr �pNG n �� 3 33 r O Structure!Engineers ------r Landscape Architects )?-DDi- --,(n Ali Community Planners 70 r/77777-—21, Land Surveyors uq2 13ti2� 2z C0 9 Ile Ve,E gt���i tJ�1C w/ L(.) S' f}GE 1/c' tr ��d 4�-�M�►-fit" d�'N[o Yi�-N� �i S �� Z�,�.�l� ONE e6 T PAtJEV - If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage t5b OT 4b-1 Project_��i'�GufN4 G -_ _ _ Project No.. 2�?D�z1 ElPage of Subject __ - - Phone- ❑ Calculations ❑ Fax With/To __ Fax# ❑ Memorandum Address. #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo i r i lQ h Civil Engineers T7 � 741 / Structural Engineers Landscape Architects 0 Community Planners Land Surveyors 1 GlG I use V44, tHIC-g p � �� �1 A-r G�o�+ s elf-F#16V V6/-r 1 ;1 - If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage tf/OT 4b-1 project�'1-����1 G project No. Page��, � � s — of W — r OVA Lim Subject Phone ❑ Calculations ❑ Fax With/To Fax# ❑ Memorandum Address #Faxed Pages _ ❑ Meeting Minutes Date By ❑ Telephone Memo -- - -- —-- — OW Engineers gro�w `�p' (�S 3 ` 5C 9 '� tructural Engineers ' ` ►� Landscape Architects w �9 LU Community Planners Land Surveyors i tit a i ire V"I r (oJ"W qK 010) y� 00� ` \ s�;N 711 fir tor o, �� l �5� ��14u •t�vl,�c,� ��irz. � r/ � �•� GLI00 % 5Kti Per If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. .r G`Z Z13 I rage 00 oT 40-1 �i �/ , tiy ❑ Page of mil'_ Project� project No. �VG � Subject __ _ Phone ❑ Calculations _ ,_ ❑ Fax With/To Fax# ❑ Memorandum � Address_ _ #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Z ' JD6f "Vc Iq4 G4 Structural Engineers Z YA, ����� Landscape Architects Community Planners Z I Land Surveyors Val+ ✓)(gyWV'J 11 tj i� POD .V. h;sop 105¢1 5 06 3 f co4-1e If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage ay OT 410-1 'LO Project CHT�'W� C _ Protect No. �� t7 $�� ❑ Page of Subject Phone ❑ Calculations _ WIthlTo Fax#_ ❑ Fax ❑ Momorandum 13 Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo / Civil Engineers AAA— PN L' �F — Structural Engineers Landscape Architects �Sr 4(� +D Community Planners 28 _ Land Surveyors ` /:,5 fl r 77 i Fituo EQv1 vevCrvT OL �vej ,cHr G,Jacc ; t � 2- x �3, 1o42� _ lg.57 x2xq . I rL6.3� Sr= s�IZ,cA,- erz(-A x Z5.SO g -5- x Z x y Sr- g�✓Id GlNcr 07' IJSE f' `J 7 a Ilar; If this does not MT KwIln your understanding,please contact us In writing within s aven days. THANK YOU. rage yl OT 410-1 (� T W a,� �i Z! pp ❑ a of Pa Project � � ''"► Project No.- � O P_� 9 Subject _ Phone _ _ - El CalculationLW s 'Lis Fax WithlTo — Fax# ❑ i ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date 'By ❑ Telephone Memo 1 Civil Engineers ST-* F-rwNr Structural Engineers x� it Landscape Architects "?o �oDF bq u Community Planners Land Surveyors 7/,, r �} Avve-ly C 0 z,2,F) f n�A—;t >� r�✓f / Z S' �� �-UPS'' �� / N OC vV - I If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. ) rage y"I oT 4b-1 e- � 0 g Page of �,'_ Project�k�✓�� project No, � � � � Subject Phone ElCalculations _ With/To Fax# ❑ Fax ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By_ ❑ Telephone Memo Civil Engineers Structural Engineers ?1r✓_ _ _ _ Landscape Architects Community Planners Land Surveyors to � l u If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage yL OT 4101 k"1 n 2 VV Page of mg Projects �i Project No. 2 `� V ❑ g AW Subject Phone ❑ Calculations _ Q WithlTo Fax# - [I Fax Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers � Structural Engineers Landscape Architects Community Planners Kip *00)L wC-,VAJP ,rye/ rj j Land Surveyors ON VVF 9 . �l I ra [Y6,Wpe VAN '�'p A�4 = ► �t If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage yJ OT 40-1 Project C Project No, � U I ❑ Page of Subject Phone ❑ Calculations wig 0 ❑ e M O WfthlTo Fax# Memorandum � Address _ #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo 1n p, 1" / ,+ Civil Engineers 5 ` r/� � Vv'�C(� Cj0f t Structural Engineers Landscape Architects 2'^ b L� CO y p U Community Planners b 0 y # Land Surveyors AV 60 gbnv If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage U4 or 40.1 - 2 0 iO � Page of Project 4��Wl�"1 G project No..—� oZ� � � Subject Phone ❑ Calculations MIA IMM With/To Fax# ❑ Fax El Memorandum Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo � Civil Engineers l AN ff V Ty '(yPlfiFV PS ; Structural Engineers Cv(Lly 3,y` - ------ - — Landscape Architects i Community Planners 7� ' Iss ��.s �5•9 land Surveyors '9 c- 7.3 r OAlfV /J�Gfis = 3�•!� 1 •G� ��• �6. K(L 2Z,9 K t OL=32,zr- S/N c E fjL OF AVI-41/LN A^-r"Et-S > Her oo c4r r (t1 lS t i4-ice r- e-c.1 rvt 9 r P t- - — P N L- !3,`°o A _ 1 If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. rage`J5 OT 40-1 Page 279 of 323 Project 1 f v�' Project I�io. �'� _ ❑ page of WildSubject ___ Phone ❑ Calculations ❑-Fex Q WNhfTo Fax# ❑ Memorandum � Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo 1 1 O N Clvtl Engineers PANE- Tv PA7vot. 64AVAIV& 1+C / s� 0�77 I S-S:'2. Structural Engineers /9'•�.2./ PfeU/N G ?& 'Sr L &1ZMOr VT3 'OIL WOc ,f^n Landscape Architects y$. �,L.Z . NaA. 14( srf f yc kEtyj6A'tw Community Planners �!t 'S7�fi7✓G�f � l'S� C fs Land Surveyors N 4. 2.A7P. l oryc�s �iLt lt/p /vPCAJ dN l 8 d oo Cr�A o- r�1 Ill 10c.10 L4M'1 T IF tONN = Z" �l$ri Bo A-) CoNN P'E Ate/ 22-q q .301 (!(,/-7 - /3 80 8 Y 170 ` ,lam/ P.G 000�• PCI�- GI/�P_ • .15E M�I'Ur 7"' If this does not meet with your understanding,please contact us In writing within seven days. THANK YOU. rage yb oT 40 1 , Project 5�1��� � Project No._ �21 � ❑ Page of milS Subject Phone El Calculations OR❑ Fax O �. WithlTo Fax# � ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers IV It Nilg POF ((2- uv) / Structural Engineers _ �rVv r �[0 ID r1 0 Landscape Architects Community Planners 3 i P 5F Land Surveyors J Pup 00 ('77 7� /-37s) . w= 3F ' - 2 sH��r�/BoI,T .- (g1V7 t 1375) � rLfzv ; L�Zy- �-1,�ou N�� ��-Ivyrt7N( ti(' = J 2 Zz 7c i— - G 7G �— L s 7Z - 7 kv(lys) BENS b(r2vox�yy St JDJJ a _ �� �ti�t1 = lad°► ! I f o gt� 1117 1�— tit.. - 2315 5. , 4 V 5 1741 o Q8 i�I I zo If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. v 1.194 1 Zpv �Y Alternate Concrete Slender Wall Design (A Cl 318-11 Sect 14.8) 1 omi Ilf you need to make modifications to Job Name=GAYTEWAY C it � any other part of the spreadsheet Q W V V besides the yellow cells the Job Number='1217002 ' password is"save" Wall Type= 1 23940 39 40 Wall Description=PIER A See ACI 14 8 2 5 for We DESIGN SUMMARY distribution of concentrated forces Wall Ht Btwn Supports(ft) 26,25 WE Total Wall Ht wl Parapet(ft) 32 e MT Total Wall Thickness(in) 725 of Reveal Depth(in) 0.75 structural Structural Thickness(in) 6.5 t thickness �pler Width(ft) 3.50 � Number of Bars Ea Face(oral 7,00 r center)of Pior D=Dead Load P Concrete Strength(psi)_ 4000 S=Snow Load (2)Layer Lr=Roof Live Load Reinforcement 95 Reber(m L=Occupancy Live Load 6"o.c. H=Soil Load Max Oeflecdon L 1306 E=Seismic Load(Ultimate) i _ of Flexural CaplNgf�4% W=Wind Load Me Hand InpYl v Potential Hand Input OK Applied Loads AuMW S T_*is the controlling type of roof load?Snow or Roof Live Load?(Enter-S-or-Lr) I 'Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live NO loads?(YES:fi=1.0,NO:fi=0.5) YES i0e you have a roof config that prevents snow from Shedding off the structure?(YES:f2=0.7.NO:1`2=0,2) YES ;Is the design snow load less than or equal to 30 psf? 0 761 SObn*_-Sds it=' 05 f2= 07 Uniform Concentric Applied Loads(Wc) Dead-D(pit) 1951 (tributary wall weight at midheight) Snow-S(pip 0 Roof Live-Lr(pit) 0 Occupancy Live-L(plf) 0 Soil-H(plf) 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(Ib-ft/ft)=112 Eccentricity(in) 1.75 Moment at Top(lb-ft/ff)=W e'a MTOP Dead-D(plf) 128.5714286 D=� 19 11 D=I 9 ,) Snow-S(plf) 267.8571429 S 0 L r 20 Roof Live-Lr(plf) 0 Lr=�, 0 � Lr= 0 _ Occupancy Live-L(plf) 0 —~ L= 0 L=~ 0 I Soil-H(plf) 0 H 0 H= 0 J Moment @ Mid-Ht(lb-ft/ft)=112 Uniform Moments Applied __ ) _ (Mew): (MTOP+Moor)PP (MTov � The uniform moments applied to _ Dead-D(fb4Ufl)[ 0 0� D 0 Me top and bottom of the wall can i be used to model loads from a Snow-S(IQ17h)L 0 I 0 S= 0 � wall above or below,or to model Roof Live-Lr(Ib-O/R)i 0 0 Lr 0 lateral parapet forces- Enter Occupancy Live-L(b•Ml)I 0 0 _ ) L- 0 Qpsdrve mrmbers to increase the t - I moment induced at the mid-height Soil-H(Ib — -11M), 0 0 H 0 Of the wall being designed and Seismic(Ultimate)-E(lb-1111I 0 0 E 0 negative numbers to reduce the Wind-W(lb-ft/ft)' 0 0 W r_ o moment. Note that soil forces are not allowed to counteractwind or seismic forces. In addition,soil forces—that—-� counteract other forces are not allowed to be factored and should be accounted for in hand talcs. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(lb-ft/ft)=1/8 PL2 '- Seismic(Ultimate)-E(pst) 387 E.! 3862 Wind-W(psf) 675 W 6734 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plf) 3600 Dead-D(lb-ft/ft) 9 Snow-S(plf) 268 Snow-S(Ib-f/ft) 20 t Roof Live-Lr(plf) 0 Roof Live-Lr(Ib-IVft) 0� Occupancy Live-L(plf) 0 Occupancy Live-L(lb-fUft) 00 Soil-H(plf) 0 Soil-H(lb-f lft) 0 Seismic(Ultimate)-E(Ib-ft/ft) 3862 Wind-W(lb-ft/ft) 6734 Note that these totals represent the unfectotetlforces at the mid-height of the wall n2dudiN the self wt of the wall(this spreadsheet automatically talcs I wall self wt).P-A effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments delarrMrted from hand calculations. You At still have to enter information describing the loads 90 that the proper fi,fz and f3load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(0) 28.25 (Not including parapet) Parapet Height(ft) 3,75 IlThis is used to calc the self-weight of the wall on Reber Dia in A(in 2) Total Wall Height(ft) 32_ The width of the pier doesn't affect the structural 3 0.375 0.11 _ Concrete Siren th fc(psi) 4000 design since loads are input per linear foot Pier 4 0.500 0.20 9 _ width is lot your reference so you can track your Concrete Unit Weight(po' 150 calculations.This does calculate the actual numberol 5 0.625 0.31 Rebar Yield Stress fy(psi), 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3 6 lateral ties Width of Pier Being Designed(ft) 1 (Width of pier,or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness(in) 725 8 1.000 0.79 where vert reinf is not ea 9 1.128 1.00 req'd as compression Depth of Reveal(in) 0.75 _ reinf.Thus walls Structural Thickness(in)l 6.50 =Total Thk-Reveal Depth 10 1.270 127 designed using this (1)or(2)Layers of ReI 2 Qg 11 1 410 1 56 method do not need to have confinement steel. Vert Rebar Size 5 1 0.31 int F0.626 in Out in many cases is still Vert Rebar o c Spacing(In) 6 QK advisable,particularly with s 2 layers of rebar As per foot(in/ft) 0.61 (This is the area of t iskin steel only) Total As in Pier(m)i 0.61 (This is the area of tension steel only) Number of Bars within Pier(Ea Face)! 2.00 ClA Min Cover Reqments: Are You Providing Confinement ReInI YES Exposed to Weather:45&Smaller-1 1/2" Confinement Reber Sizel 3 0.375 n :s6&Larger-2' Conc Cover at Ext Side of Wall Exp to Weather/Earth(in) 1.125 Not Exposed to Weather:1#11 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in)I 0.75 Vary"d"with - Min Depth to Tension Rebar=d(in) 4.7 (wf 2 layers of rebar,d=Struc Width-Max Cover-Confine -112 Vert 0) hand calcs also Min Vertical Steel Ratio-p�min 0.0025 (pv min may be reduced if the shear force is low.See ACI 217.2) Actual Vertical Steel Ratio-pv 0.0141 :QS Based on total wall thk not struc thk=(Rebar A`#Layers/Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(inZ/ft) 0.18 QK iVert Spcg Min Tensile Flexural Reinf 2=As min 2(inZ/ft) 0.19 gh ( ITSthrk' c p 0.0109 =As per ft!(12"d) � � �.. pmax=0.6pb=0.6"0.85"Ri"fc/y`87000/(87000+(yr) 0.0171 Q� Ec(psi) 3604997 =57000"sgrt(rc) Es.((isi) 29000000 • • • �Td n 8.0 =EsIEC Ew(in) 12 =12" Ag(ifltdl) 78 =Struc Thk-12 0.06 rc(pal) 240 Pier Width=bw lc(in) 339 -Wall Ht"12 Q1 0.85 Ig profit) 275_-1/12.12"Struc Thk' fr(psi) 474 =7.5"sqrt(fc) yt(in) 3.25 =Struc Thk/2 Mcr(OH)h) 40082 t-fr'Ig/yt 8 c/150(in) ,.26 PK Job Name=GAYTEWAY C Job Number=2170821 2 Wall Type=12 39 40 Wall Description=PIER A I J � Icr O � O J O J C; LU � + + p O + U) n + J + _ + J + 0 0 ❑ ❑ J J + a + 1 t0 (D (O N � U) + + + + O + N O O � II II II II II II II II 7 7 7 7 7 7 7 Load Load71-.mb' Load Load Load Load Load Load =SCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-26-3(a) 16-3(b) 16-4 16-5" 16-6 16-7" D 14 1,2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0,5 0.7 0 0 Lr o 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1-0 0 1.0 - W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(tb/n) 5040 4454 4748 1 4748 4454 5055 3240 2692 Factored Applied Moment at Mid Ht=Mua(lb-IrVft) 158 252 510 40912 81056 46657 80905 46425 Pu/Ag(psi) 65 57 61 61 57 65 42 35 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 rc9 OK OK Q}j OK I OK OK PA QJ<_ !I Ase(in2)=(Pu(h/2d)+As`fy)/ty 0.67 0.67 0,67 0.67 1 0.67 0.67 0.65 0.64 a(in)=(Ase"fy)/(0.55*16 M 0-99 0,98 0.98 0.98 0-98 0.99 0.96 0.95 Cu=C ULTIMATE=a/pf 1.16 1.15 1.16 1.16 1.15 1,16 1.13 1.12 Icr u(in4)=Icr ULTIMATE=n"Ase"(d-Cu)2+1/3•jW'Q? 73.44 73.02 73.23 73.23 73.02 73.45 72.13 71.73 Mu(lb-in)=Mua/(1-(5"Pu"Lc2)/(0.75"48`Ec`Icr))= 226 345 I 715 ! 57387 111044 67104 100988 __55676 Mn(Ib-in)=Ase"fy"(d-an) 169040 167534 168292 168292 167534 169079 164404 162985 Cu/d 0.25 0-25 0.25 0.25 0.25 0.25 0.24 0.24 =0.23+0.25/(Cu/d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn Qb-In) 152136 150781 151463 151463 150781 152171 147963 146687_ �Mn>Mcr7 OK OK OK $€`i OK �OK OK Mu/4Mn 0% 0% 0% 38% 74% 44% 68% 38% AOgIThQ Wn>Mu? OK OK 2K K OK 1QK (K OK OK N n N UU + m n ° 3 3 + + CQ J `+ `+ Job Name=GAYTEVI J J J J J J Job Number=2170821 + + + + + + ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=12 39 40 u u u n u u ¢ ¢ ¢ ¢ ¢ ¢ Wall Description=PIER A 1 D 1 1 1 1 1 1 11 S 1 0 0 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 ` H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps(IWIQ 3868 3600 3600 3734 3868 3868 Applied Moment at Mid Ht=Msa(lb-inift) 347 48595 32551 46712 24568 32785 Ase(in2)=(Ps+As"fy)/fy 0.68 0.67 0.67 0.68 0.68 0.68 k=Sqrt((n"p)2+2`n`p)-n-p 0.340 0.340 0.340 0.340 0.340 0.340 CE=C ELASTIC=k"d 1,60 1 A0 1.60 1.60 1.60 1.60 Icr E(in4)=Icr ELASTIC=n"Ase"(d-CE)2+1/3'e W Cep 68.40 68.05 68.05 68.22 68.40 68.40 1 Mi=Mae(lb-in) 347 48595 32551 46712 24588 32785 lei(in4)_{(Mcr/M)3"Ig+(1-(Mcr/M)3)"Icr E)<Ig 275 184 275 183 275 275 M2(Ib-in)=Msa/(1-(5"Ps'Lc2)/(48`Ec"lei)) 364 51972 34032 52248 25794 34394 Ie2(in4) 275 163 275 161 275 275 M3(Ib-In) 364 52445 34032 52765 25794 34394 le3(N) 275 160 275 159 1 275 275 M4(1b.ln) 364 52511 34032 52840 25794 34394 le4(IrI 275 160 275 158 275 275 y M5(11 364 52521 34032 52851 25794 34394 les(in1) 275 160 -275 158 275 275 M6(111 364 52522 34032 52853 25794 34394 le6(In4) 275 _ _ 160 275 1 158 275 1 275 M7(lb-in) 364 J 52522 34032 52853 25794 34394 I (e7(In4) 275 r 160_ 275 158 I 275 275 1 e c/150 Qn) _2.26 I 2.26 2.26 I_ 226�_ z.ze 2.26 �--/ 4s(in)_(5"M7"Lc2)/(48`Ec"le?)_ 0.00 1 09 _ 0.41 1.11 0.31 E+S is N/A OK O OK QLl. i w..l� Alternate Concrete Slender Wall Design (ACI 318-11 Sect 14.8) �i ff you need to make modifications to Job Name GAYTEWAY C r_ any other part of the spreadsheet besides the yellow cells the Job Numbers 2170821.20 Password is"save.. Wall Type- 44465253 W ' � Wall Gescrlptlon SOLID See ACI 14.8 2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports Iftl 26.08333333 concentrated forces - WE Total Wall Ht w/Parapet(h) 26.08333333 9 MT Total Wall Thickness(in). 7.25 fE of Reveal Depth(n) 0.75 structural Structural Thickness(in)� 6.5 thickness Pier Width(ftl 1.00 Number of Bars Ea Face(or at 0.67 Center)of Plef D=Dead Load ` p Concrete Strength(psi) 4000 S=Snow Load ) (1)Layer Lr=Roof Live Load Reinforcement 96 Reber L=Occupancy Live Load 18"o.c. H=Soil Load Max Deflection Li 1516 E=Seismic Load(Ultimate) %of Flexural Capacity 89 Handinpu W=Wind Load Me Potential Hand InputOK Applied Loads v output S What is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or'Lr") 1— NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live loads?(YES:fi=1.0.NO:fi=0.5) YES -bo you have a roof config that prevents snow from shedding off the structure?(YES:f2=0.7,NO:f2=0.2) YES IS the design snow load less than or equal to 30 psf? 0.761 Seismic:Sds fi= 0.5 f2 0.7 Uniform Concentric Applied Loads(We) Dead-D(pin 1 (tributary wall weight at midheight) Snow-S($Q 0 Roof Live-Lr(pIQ 0 Occupancy Live-L ON) _ 0' Soil-H(ptf) 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(Ib-ft/ft)=1/2 Moment at Top(lb-ft/ft)=WE a Eccentricity(in)_ 1 75 iMTOP Dead-D(plf) 60.03 D= 9 D= 4 Snow-S(plf) 1250625 S=; 18 S= 9 Roof Live-Lr(ell} 0 Lr- 0 Lr= 0 Occupancy Live-L(pIQ 0 L=� 0 L= 0 Soil-H(pN)I 0 1 H=j 0 H= 0 Moment @ Mid-Ht(Ib-f/ft)=1/2 Uniform Moments Applied (MTOP) (Nem) (MTOP+MBOT) The uniform moments applied to Dead-D(ib-1Ul1} _ D 0 _ D=f 0 the lop and bottom of the wall can Snout-S(lb-ft/ft) D 0 S=~ 0 be used to model loads from a wall above or below,or to modol Roof Live-Lr(Ib-ft/ft) 0 0 Lr=i 0 lateral parapet forces. Enter Occupancy Live-L(Ib-ft/ft) 0 0 1 L= 0 � �nuMbefs to incfeM the 111 moment induced at the mid-height Soil-H(Ib-ft/ft) 0 0 H=F 0 of the wall being designed and Seismic(Ultimate)-E(Ib-ftlft), 0 0 E=1 a rmoalive numbers to reduce the Wind-W(Ib-ft/ft) 0 0 W=j 0 moment Note that soil forces are not allowed to counteract wind or seismic forces. In addition,sail o0 forces that unterdGt other forces are not allowed to be factored and should be accounted for in hand talcs. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(Ib-ft/ft)=1/8 PL2 Seismic(Ultimate)-E(psf)' 276 E= 2347 ' Wind-W(psf)_ 31.6 1 W= 2689 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mld-Height of Wall Dead-D(plf) 1243 Dead-D(lb-fVft) 4 Snow-S(pin 125 Snow-S(Ib-Nft) 8 - Roof Live-Lr(pin 0 Roof Live-Lr(lb-left) 0 Occupancy Live-L(pin 0 Occupancy Live-L(lb-ft/ft) 0 w Soil-H(pin 0 Soil-H(Ib-ftlft) 0 Seismic(Ultimate)-E(Ib-ft/lt)_ 2347 Wind-W(Ib-ft/ft) 2689 Note that these totals represent the unfacferetf forces at the mid-height of the wall jQduain the self wt of the wall(this spreadsheet automatically talcs *10 self VA).P-A effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments de0ennined from hand calculations. You will slid have to enter information describing the loads so that the proper fi,f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. r� 1+ Wall Parameters 11 Wall Height Between Supports(ft) 260833333 (Not including parapet) Parapet Height(ft) 0 (This is used to Galt the soli-wet hl of the wall onl Reber Dia(in) -� Total Wall Height((t) 8.0�2833333 The width oflhe pier doesn't affect the structural 3 0.375 Oil design since bads are Input Per linear foot Concrete Strength fc(psi) 4000 Pier 1 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight(pcf) 150 calculations.This does calculate the actual number of 5 0.625 0.31 Reber Yield Stress fy(psi), 60000 i bars required within the pier width you input 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed(ft) 1 (Width of pier,or enter/ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness(in) 725 8 1.000 0.79 whore vert reinf is not ' 65 9 1.128 1.00 req'd as compression Depth of Reveal(in)I_0 75 — rein(. Thus walls Structural Thickness(in)1 6.50 =Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of Reinf? 1 Qls 11 1,410 1.56 method do not need to have confinement steel. Vert Reber Sizei 6 0.44 lid? ) 0.76 l(n But in many cases is still Vert Reber o.c.Spacing(in) 18 Q� advisable,particularly v4th 2 layers of rebar As per foot(in'111) 029 (This is the area of tension steel only) Total As in Pier(In') 0.29 pis is the area of tension steel only) Number of Bars within Pier(Ea Face) 067 ACI Min Cover Reqments: Are You Providing ConfinementRainf) NO Exposed to Weather:#5&Smaller-1 1/2" Confinement Reber Size���------ 3 0 'm #6&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(in) 2 Not Exposed to Weather:#11 &Smaller=3/4" Conic Cover at Int Side of Wall Not Exp to Weather/Earth(in)f 0.75 Verify"d"with Min Depth to Tension Rebar=d(in) 3.3 '(Wt'2layers of rebar,d=Struc Width-Max Cover-Confine l,-1/2 Vert 0) hand talcs also Min Vertical Steel Ratio-p�min 0.0025 (pv min may be reduced if the shear force is low.See ACI 21.7 2) Actual Vertical Steel Ratio-pv, 0,0034 Based on total wall thk not strut thk=(Reber A"#Layers/Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(in?M)r 0.12 ,Vert Spcg Min Tensile Flexural Reinf 2=As min 2(in?M)r 0.13 - ! r d p 0,0076 =Asperft/(12"d) • r. Struc Thk pmax=0.6 pb=0.6.0.85.pi"fc/fy'87000/(87000+fy) 0,0171 gfi Ec(psi) 3604997 -57000"sgrt(fc) Es(psi) 29000000 • • • d n 6.0 =Es/Ec e w(in) 12 -12" Ag(In?M)I 78 =Struc Thk•12 0.06 fc(psq�_ 240 j 1. Pier Width=bw ` ec(in) 313 =Wall Ht`12 pi) 0.85 j Ig(in^M) 275 i=1/12.12"Struc Thk3 fr(psi) 474 =7.5'sgrt(fc) yt(in) 3.25 =Struc Thk/2 Mcr(lb-in) 40082 =fr'Ig/yt • e c/150(in) 208666667 J OK Job Name=GAYTEWAY C + Job Number=2170a21 2 ( Wall Type=44 45 52 53 Wall Description=SOLID W .J + O � O J J J + } O + + O q + N N J + S } S O `o ❑ ° + J J J + 9 + N 0 > > N > N + + + + + p } ❑ ❑ ❑ ❑ N O cl O zwe O II 11 II II II II II II 7 7 ❑ ❑ 7 7 7 Load Load Load Load Load Load Load Load •ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12A.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5` 16-6 16-7* D 1.4 1.2 1,2 11 1.2 1.3522 09 07478 S 0 0-5 1.6 1-6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 1 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(IbM1) 1740 1554 1691 1691 1554 1768 I 1118 929 Factored Applied Moment at Mid Ht=Mua(lb-irMt) 74 118 238 16370 32382 28312 j 32312 28203 Pu/Ag(p91) 22 20 22 22 20 23 1 14 12 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 IC9 QSI Q-< OK OK OK .K OK OK 2KK Ase(in)=(Pu(h/2d)+As*fy)/fy 0.32 0.32 0.32 0.32 0.32 0.32 0.31 0.31 a(in)=(Ase*fy)/(0.65"fc*hv) 0A8 0.47 0.47 0.47 0.47 0.48 0.46 0.46 Cu=C ULTIMATE=a/pl 0,56 0.55 0.56 0.56 0.55 0.56 0.54 0.54 Icr u(in4)=Icr ULTIMATE=n*Ase*(d-CU)Z+1/3'EW'GI° 19.54 19A1 19.50 19.50 19.41 19.56 19.11 18.98 Mu(lb-in)=Mua/(1-(5`Pu'Lc2)/(0.75*48`Ec*Icr))= 111 169 354 24334 46398 42973 41470 34595 Mn(Ib-in)=Ase'fy*(d-e12) 58468 57952 58334 58334 57952 58546 56740 56212 Cu/d 0.17 0.17 0.17 0.17 0.17 0.17 0-17 0.17 =0.23+0.25/(Cu/d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn(lb4n) 52622 52157 52501 52501 52157 52692 51066 50591 �Mn>Mcr9 OK P K Q OK OK Qg OK Mu/4Mn 09/o 0% 1% 46% 89% 82% 81% 613% �Mn>Mu 7 0K 4K 0K DOK OK QIS K OK n + cl w ° 3 w 3: + + + + + + Job Name=GAYTEA J J J J J J Job Number=2170821 + + + } + + ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=44 45 52 II II II II II II < < < < ¢ I < Wall Description=SOLID D 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 F 0 0 070 0 0 0.70 W 0 0.6 0 0.6 0.3 1 0 Axial Load at Mid Ht=Ps(6/111) 1368 1243 1243 1305 1368 1368 Applied Moment at Mid Ht=Msa(lb-inRt) 162 19411 19767 19466 9841 19877 Ase(in)=(Ps+As'fy)f y 0.32 0.32 0-32 0-32 0.32 0.32 k=Sqrt((n"p)Z+2-n*p)-n"p 0.293 0.293 0.293 0.293 0.293 0.293 CE=C ELASTIC=k*d 0.95 0.95 1 0.95 0.95 0.95 0.95 Icr E(in4)=Icr ELASTIC=n'Ase*(d-CE)Z+1131 W IO 16.93 16.84 16.84 16.89 16.93 16.93 Mi=Msa(lb-in) 162 19411 19767 19466 9841 19877 lei(in4)=((Mcr/M)3*Ig+(1-(Mcr/M)3)*Icr E)<Ig 275 275 275 275 275 275 M2(lb-in)=Msa/(1-(5 Ps'Lc')/(48`Ec*lei)) 164 19663 20024 19731 9982 20161 le2(in4) 275 275 275 275 275 275 M3(Ib4n) 164 19663 20024 19731 9982 20161 le3(In4) 275 275 275 275 275 275 Ma(Ib-1n) 164 19663 20024 19731 9982 20161 le4(in4) 275 275 275 275 275 275 M5(Ib4n) 164 19663 20024 19731 9982 20161 le5(04) 275 275 275 275 275 275 Me(Ibdn) 164 19663 20024 19731 9982 20161 lee(in4) 275 275 275 275 275 275 M7 Win) 164 19663 20024 19731 9982 20161 le7(04) 275 275 275 275 275 _ 275 ec/150(in) 2 0866667 2.0866667 2.0866667 2.0866667 2,0866667 2.0866667 As(in)_(5`M7"LcZ)/(48`Ec'lel) 0.00 0.20 021 0-20 0.10 E+S is N/A OK OK I QA Q rage-1U S OT 40l Job Name = Job Number = 2170821.2 Wall Type = 44 45 52 53 Wall Description = SOLID Wall Ht= 26.08333 ft Wall Weight at Mid Height b = 0.001 ft Wt of Concrete= 150 pcf c= 7.166667 ft Wall Thickness= 7.25 in. e = 1.00 ft Concentric Load= 1 plf •-1 d = 18.91667 ft Seismic Fp=.4Sd*= 0.3044 Wp Ii a = 0.0005 ft a = b/2 - I Roof Weight Joist Span= 10 feet _ Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 0 psf Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 60.03 plf r equiv SL = 125.0625 plf c equiv Lr= 0 plf equiv LL= 0 plf b e - Equivalent Wind and Seismic Load P wind = 31.6 psf P seismic= 27.6 psf P wind equiv= 31.6 psf P seismic equiv= 27.6 psf J J J J J Alternate Concrete Slender Wall Design (ACI 318-11 Sect 14.8) If you need to make modifications to Job Name='GAYTEWAY C any other part of the spreadsheet besides the yellow cells the Job Number=2170821.20 password is"save" Wall Tvoe= 37 D = Wall Description=,MAN000R See ACI 14.8.2.5 for DESIGN SUMMARYWedistribution of Wall Ht Btwn Supports 1111 27,33333333 concentrated forces WETotal Wall Ht w/Parapet(ft) 27.33333333 MT r\ Total Wall Thickness(In) 7.25 e / 1♦_ (E of Reveal Depth(In) 0.75 structural -� Structural Thickness(In) 6.5 thickness Pier Width(I'll 20,00 Number of Bars Ea Face(or at 20.00 Center)of Plot D=Dead I cad j o Concrete Strength(psi) 4000 S=Snow Load (1)Layer Lr=Roof Live Load RNMoreul nt #6 Reber @ L=Occupancy Live Load 12"O.C. H=Soil Load Max Deflection L/1112 E=Seismic Load(Ultimate) %of Flexurareppp61{y, 95 W=Wind Load Me I Hand Input OK Potential Hand Input Applied Loads r Output S W hat is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or'Lr") NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live jktads9(YES:fi=1.0,NO:fi=0.5) YES 00 you have a roof config that prevents snow from shedding off the structure?(YES:f2=0-7.NO:1`2=0.2) YES Is the design snow load less than or equal to 30 psf? 0 761 ,Seismic:Sds f2=1 0.7 Uniform Concentric Applied Loads(Wc) Dead-D(plf) 206 �(t 60"wag weight at midheight) Snow-S(plfl 0 Roof Live-Li(pff)l 0 Occupancy Live-L(pM) 0 Soil-H(pM) 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(lb-ft/ft)=1/2 --_ Moment at Top(lb-ft/ft)=WE a MroP Eccentricity(in) 1.75 _ _ Dead-D(plf) 360. D- 51 D- 26 Snow-S(plf) 729 1666667 S= 106 S-= 53 Roof Live-Lr(plf) 0 I Lr- 0 Lr.- 0 Occupancy Live-L(plf) 0 L- 0 L=_ 0 Soil-H(plf)l o ` H= 0 H=L_ 0 Moment @ Mid-Ht(lb-ft/ft)=1/2 Uniform Moments Applied (III—) (Mo ) (MTOP+MBOT) The uniform moments applied to Dead-D(lb-ft/ft)r 0 0 D a 0 the top and bottom of the wall can Snow-S(lh-ft/ft) 0 0 S= 0 be used to model loads from a well above or below,or to mOdcl Roof Live-Lr(Ib-f/tt) 0 0 Lr=j 0 lateral parapet forces. Enter Occupancy Live-L(lb-ft/ft) 0 0 L=l, 0 22s&e 0umbefstoLxrcasathe Soil-H Ib-fUft 0 0 H= 0 moment induced at the mid-height ( ) _ of the wall being designed and Seismic(Ultimate)-E(lb-Poft) 0 0 E= 0 motive num_Urs fo reduce the Wind-W(lb-ftfft)� 0 0 Wet 0 moment Note that soil forces are not allowed to counteract wind or seismic forces- In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand talcs, Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(Ib-ft/ft)=118 PL2 Seismic(Ultimate)-E(psf) 31 6 E_1 2949 Wind-W(psf)• 36 9 W=f 3443 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plo 1795 Dead-D(lb-f/ft) 26 Snow-S(plf)` 729 Snow-S(lb-f/ft) 53 Roof Live-Lr(plf) 0 Roof Live-Lr(lb-f lft) �0 Occupancy Live-L(pin 0 Occupancy Live-L(Ib-fUft) 0 Soil-H(plf) 0 Soil-H(Ib-ft/ft) 0 Seismic(Ultimate)-E(lb-It/ft) 2949 Wind-W(lb-f/ft) 3443 Note that these totals represent the unfaefereifforces at the mid-height of the wall Wditp/tffi the self wt of the wag(this spreadsheet automatically talcs wall self wt),P-d effects haveltq(been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper h,f2 and fs load factors are properly eppbed. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(ft) 27 3333333 (Not including parapet) Parapet Height(fit) 0 (This is used to talc the solf•werght of the wall only) Rebar Dia(in) A iiA '-� Total Wall Height(ft) 27.3333333 Ebars idth of the pier doesn't affect the structural 3 0.375 0.11 since loads are input per linear toot. Pier Concrete Strength fc(psi) 4000 is for 4 0.500 0.20 your reference so you can!rack your Concrete Unit Weight(pcf) 150 ations.This does calculate the actual number 5 0.625 0.31 Reber Yield Stress fy(psi) 60000 equired within the pier width you input 6 0.750 0.44 Per ACI 14.3 6 lateral ties Width of Pier Being Designed(ft) 1 (Width of pier,or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness(in) 725 8 1.000 0.79 where wart reinf is not req'd as compression Depth of Reveal(n) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness(in) 6.50 -Total Thk-Reveal Depth 10 1,270 1.27 designed using this (1)or(2)Layers of Reinf7 1 QJS 11 1 410 1.56 method do not need to have confinement steel Vert Reber Size 6 0.44 fin° � 075 in But in many cases is still Vert Reber o c Spacing(in) 12 QC advisable,particularly with 2 layers of rebar. As per foot(Ina 111), 044 _(7h(a is the area of Witsion steel only) Total As in Pier(in) 0.44 (This is the area of tonal steel only) Number of Bars within Pier(Ea Face) 1.00 ACI Min Cover Re menls: Are You Providing Confinement Reinf? YES I Expoaed to Weather 95&Smaller-1 1/2" I Confinement Reber Size Q375�ID 06&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(in)i 1 125 ; Not Exposed to Weather:#11 &Smaller-3/4" Conc Cover at Int Side of Well Not Exp to Weather/Earth(In) 0.75 1 Verily'd"with Min Depth to Tension Reber=d(m) 3.3 (wl 2 layers of rebar,d=Struc Width-Max Cover-Confine -1/2 Vert 0) hand talcs also I Min Vertical Steel Ratio-p�min 0.0025 (pv min may be reduced if the shear force is low.See ACI 21 7.2) Actual Vertical Steel Ratio-p� 0.0051 OK Based on total wall thk not strut thk=(Reber A #Layers/Spacing)I(Total Thk) Min Tensile Flexural Reinf 1=As min 1(in'Ift) 0.12 Qji Wert spelt Min Tensile Flexural Reinf 2=As min 2(in"M) 0.13 QK p 00113 =As per ft/(12'd) i j 0: ITShhtk' pmax=0.6pb=06'0.85"pn"fc l fy`87000/(B7000+y) 0.0171 ,OK Ec(psi) 3604997 =57000'sgrt(fc) Es(paOI 29000600 1 • • • d n 8.0 =Es/Ec e w(in) 12 12" Ag(W/ft) 76 J=Struc Thk'12 1 0.06 fc(psi) 240 Pier Width=bw ecori 328 =Wall Ht`12 Ig(in"Ift) 275 :=1112"12"Struc Thk' fir(PSI) 474 i-7.5•sqrt(fc) yt(in) 3.25 -Struc Thk/2 Mcr(lb-in) 40082 =fr"Ig/yt e c/150(in)L 2.18666667 QK Job Name=GAYTEWAY C 1 Job Number-21708212 J Wall Type=3 7 Wall Description=MANDOOR J J J J (n N J = J � + + w n + n N + J + _ + 2 O O ❑ ❑ J J J + + D O N N + + + + O + N ❑ ❑ ❑ ❑ ❑ + ❑ T V N N N N 0 O. O II II II II II II II II 7 7 7 7 7 7 7 7 Load Load Load Load I Load Load Load Load 'ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5' 16-6 16-7- D 1.4 1.2 1.2 1.2 1.2 1.3522 0-9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 U 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu Ob f1) 2513 2519 3321 3321 2519 2938 1615 1342 Factored Applied Moment at Mid Ht=Mua(lb-tnAl) 429 j 687 1388 22046 42002 36244 41591 35612 Pu/Ag(psi) 32 32 43 43 32 38 21 17 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0,06 PC? OK P OK QYg QJ<_ P-L OK OK ®K Ase(in)=(Pu(h/2d)+As'fy)/ly 0.48 0.48 0.50 1 0.50 0.48 1 0.49 0.47 0.46 a(in)=(Ase"fy)/(0.85'leky) 0.71 0.71 0.73 0.73 0.71 0.72 0.69 0.68 Cu=C ULTIMATE=a/Pt 0.84 0.84 0.86 0.86 0.84 0.85 0.81 0.80 Icr u(in4)=Icr ULTIMATE=n'Ase`(d-Cu)2+113aeW'CU2 25.00 25.00 25.39 25.39 25.00 25.21 24.56 24.43 Mu(lb-in)=Mua/(1-(5"Pu`LC2)/(0.75`48`Ec`Icr))__ 735 _ 1179 3032 48152 72103 70113 57177 46115 Mn(lb-in)=Ase`ty"(d-sQ) 83995 84009 86037 86037 84009 85071 81707 81006 Cu/d 0,26 0.26 0.26 0.26 0.26 0.26 0.25 0.25 =0-23+0.25/(Cu/d) 0,90 0.90 0.90 1 0.90 0.90 0.90 0.90 0.90 ¢Mn(lb-In) 75595 75608 77434 77434 75606 76564 73536 72905 �Mn>Mcr? Qg OK OK QK, OK OK a OK OK Mu 4Mn 1% 2% 4% 62% 95% 92% 78% 63% POSITIV 4Mn>Mu7 Q1( OK OK f�Y OK RK OK OK OK I N > } M > r + + J rn rn Job Name=GAYTEVI J J J J J J Job Number=2170821 ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=3 7 u n II n II u ¢ ¢ ¢ ¢ ¢ ¢ Wall Description=MANDOC D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lf 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 1 0.3 0 Axial Load at Mid Ht=Ps(bNt) 2524 1795 1795 2160 2524 2524 Applied Moment at Mid Ht=Msa(Ib kA) 944 25095 25075 25414 13339 25713 Ase(in)=(Ps+As"fy)/Illy 0,48 0.47 0.47 0.48 0.48 0.48 k=Sqrt((n"p)2+2'n'p)-n'p 0.345 0.345 0.345 0.345 0.345 0-345 CE=C EIASTIC=k'd 1.12 1.12 1.12 1.12 1.12 1.12 Icr E(in4)=Icr ELASTIC=n"Ase"(d-CE)2+1/3"Cw'CO 23.28 22.83 22.83 23.05 23.28 23.28 Mi=Msa(lb-in) 944 25095 25075 1 25414 13339 25713 lei(in4)=((Mcr/M)' Ig+(1-(Mcr/M)')'Icr E}<ly 275 275 275 1 275 275 275 M2(lb-in)=Msa/(1-(5"Ps`Lc2)/(48`Ec'to,)) 972 25616 25595 26051 13731 26469 le2(04) 275 275 275 275 275 275 M3(ib-fn) 972 25616 25595 26051 13731 26469 Ie30n4) 275 275 275 275 275 275 M4(Ib4n) 972 25616 25595 26051 13731 26469 le4(In4) 275 275 275 275 275 275 McQtEin) 972 25616 25595 26051 13731 26469 le5(10) 275 275 275 275 275 275 Me(1111 972 25616 25595 26051 13731 26469 le6(1n4) 275 275 275 275 275 275 M7(Ib-1n) 972 25616 25595 26051 13731 26469 le7(04) 275 275 275 1 275 275 _ 275 e c 1150(m) 2.1866667 2.1866667 2.1866667 2.1866667 21866667 2.1866667 0.29 0.29 0.29 j 0164s(in) (5 M7`LcZ) (48 Ec'lar) 0.01 E+S is NA OK I F)K 1 t2}j. OK PA rage'I U/OT 410"1 Job Name = Job Number = 2170821.2 Wall Type = 3 7 Wall Description = MANDOOR i Wall Ht= 27.33333 ft Wall Weight at Mid Height b = 6.666667 ft Wt of Concrete= 150 pcf c= 7.166667 ft Wall Thickness= 7 25 in. e = 20.00 ft Concentric Load= 206 pif d = 20.16667 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 3.333333 ft a = b/2 Roof Weight Joist Span= 50 feet i Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 0 psf Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 350 plf equiv SL = 729.16667 plf c equiv Lr= 0 plf equiv LL= 0 plf b e Equivalent Wind and Seismic Load P wind = 31.6 psf P seismic= 27.6 psf ` I P wind equiv= 36.9 psf P seismic equiv = 31.6 psf J J J J J J J J Alternate Concrete Slender Wall Design(ACI 318-11 Sect 14.8) E' If you need to make modifications to Job Name=GAYTEWAY C any other part of the spreadsheet -- -' '10 (besides the yellow cells the Job Number=2170621.20 password is"save" Wall TYo = 11 15 ( Wall Descriptionn=f✓IANDOOtt See ACI 14.8.2-5 for We DESIGN SUMMARY distribution of Wall Nt Own Supports(in) 27 58333333 concentrated Forces WE Total Wall Ht wl Parapet(n) 27,58333333 e MT Total Wall Thickness(M) 7.25 of Reveal Depth(In) 0.75 stfUClUral SfryyyylVMCkM6{T (In) 6.5 thickness Pier Width(ft) 25.00 Number of Bars Ea Face(or at 21.43 Center)of Piet D=Dead Load P Concrete Strength(psi) 4000 S=Snow Load (1)Layer Lr=Roof Live Load Ratrltorcanant #6 Rebar @ L=Occupancy Live Load 14"o.c. H=Soil Load Max Deflection L 11144 E=Seismic Load(Ultimate) L %of Flexural Capacity 96% W=Wind Load A Me Hand Input Potential Handhepat OK Applied Loads Qtllptd S !What is the controlling type of roof load?Snow or Roof Live Load?(Enter'S"or"Lr") NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live POW(YES:h=1.0.NO:ft=0.5) 1,11DO YES you have a roof config that prevents snow from shedding off the structure?(YES:f2=0.7.NO:f2=0.2) YES Is the design snow load less than or equal to 30 psf? 0 761 lliSeismic:Sds fl=1 0 5 f2- 0.7 Uniform Concentric Applied Loads(Wc) Dead-D(plf) 167 (tributary wall weight at midheight) Snow-S(010 0 Roof Live-Lr(pV) 0 Occupancy Live-L(pU) 0 Soil-H(plf) 0 Uniform Eccentric Applied Loads(W[) Moment at Mid-Ht(lb-ft/ft)=1/2 Moment at Top(Ib-ft/ft)=W e"a MTOP Eccentricity(in) 1.75 _ Dead-D(plf) 68 D- 10 D= 5 Snow-S(plo 141 6666667 I S= 21 S— 10 Roof Live-Lr(plf) 0 1 Lr= 0 Lr-j 0 Occupancy Live-L(plf) 0 L= 0 L= 0 Soil-H(pm_ 0 H= 0 H 0 Moment @ Mid-Ht(lb-ft/ft)=112 Uniform Moments Applied P (MTOP+MeoT) PP (MTO_)_ _ (M� The uniform moments applied to Dead-D(Ib-fUlt)' 0 0 D= 0 the top and bottom of the wall can finnw-R(th•nmp 0 0 fi 0 be used to model loads from a wall dbuve ui belum ui to nludel Roof Live-Lr(Ib fUO) 0 0 Lr= 0 lateral parapet forces. Enter Occupancy Live-L(ib-fUftp, 0 0 L 0 0os8VB numbers fo kcreBie the lb•fUft)� 0 0 H= 0 moment induced at the mid-height Soil-H ( �i of the wall being designed and Seismic(Ultimate)-E(lb-fi 0 0 E 0 r1 r q reduce the Wind-W(lb•11lft). 0 0 Nl=! 0 moment, Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that oounteraetother forces are not allowed to be factored and should be accounted for in hand talcs. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(Ib-ft/ft)=1/6 PL2 Seismic(Ultimate)-E(psf) 30 8 E- 2928 f)Wind-W(psr 35 8 t W: 3406 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plf) 1485 Dead-D(Ib-ft/ft) 5 Snow-S(plf) 142 Snow-S(Ib-ft/ft)� 10 Roof Live-Lr(plf) 0 I — Roof Live-Lr(Ib-fl/ff) 0 Occupancy Live-L(plf) 0 Occupancy Live-L(lb-ftfft) 0 Soil-H(pit) 0 Soil-H(Ib-ft/ft) 0 Seismic(Ultimate)-E(lb-ft/ft) 2928 Wind-W(lb-f/ft) 3406 Note that these totals represent the unfacfom forces at the mid-height of the wall inclividin the self wt of the wall(this spreadsheet automatically talcs wall self wt).P-A effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads se that the proper fi,f2 and h load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(11) 27.5833333 (Not including parapet) Parapet Height(%) 0 (This is used to calc the self-weight of the wall onl Reber Dia(in) A in2 Total Wall Height(a) 27.5833333 The width of the pier doesn't affect the structural 3 0.375 0.11 design since bads are input per Ilrlear foot Pier Concrete Strength Pc(psi) 4000 j:Ih s for your relerence so you ran beck your 4 0.500 0.20Concrete Unit Weight(pcf) 150 1 ou'll ns This does calculate the actual number 5 0.625 0.31 Reber Yield Stress fy(psi) 60000 bars required within the pier width you input 6 0.750 0.44 ►'ry Per ACI 14 3.6 lateral lies Width of Pier Being Designed(ft) 1 (Width of pier,or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness(in) 7,25 8 1.000 0.79 where vert relnf is not Depth of Reveal(in) 0.75 65 9 1.128 1.00 req'd as compression mint. Thus walls Structural Thickness(in) 6.50 =Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of Reinf? 1 '0�1 11 1.410 L56 method do not need to have confinement steel. Vert Reber Size 6 0.44 in2 0.75 in But in many cases is still Vert Reber o.c.Spacing(in) 14 OK advisable,particularly with #t) 0.3e (This is the area of tension steel only) 2 layers of rebar As per foot(In' Total As in Pier(in') 0.38_(This is the area of tension steel only) --� Number of Bars within Pier(Ea Face) 0.86 j ACI Min Cover Reqments. Are You Providing Confinement Reinf7 NO {I Exposed to Weather 95&Smaller-1 1/2" Confinement Reber Size 3 t 0 �In #6&Lafgar-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(In), 2 Not Exposed to Weather#11 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(In) 7o 5 Verify d"with Min Depth to Tension Reber=d(in)` 33 (w/2 layers of rebar,d=Struc Width-Max Cover-Confine¢-1/2 Vert 0) hand talcs also Min Vertical Steel Ratio-p�min 00025 (pv min may be reduced if the shearforce is low.See ACI 21.7.2) Actual Vertical Steel Ratio-p� 0,0044 0K Based on total wall thk not strut thk=(Reber A #Layers I Spacing)!(Total Thk) Min Tensile Flexural Reinf 1=As min 1(in2/ft), 0.12 OK Vert Spcg Min Tensile Flexural Reinf 2=As min 2(in2/ft)i 0.13 OK pj 00097 As perft!(12`d) y • __d Strut Thk pmax=0.6 ph=0.6'0.85'p 1 fc I fy'87000!(87000 r fy), 0.0171 OK Ec(psi). 3604997 =57000"sgrt(Pc) Es( 290 0000 0 • • • d n 6.0 =ES1Ec Ew(in) 12 =12" Ag(iri 76 I=Struc Thk"12 0.06 Pc(psi) 240 Piet Width=bw Cc(in) 331 Wall Ht'12 at=_27 Ig(inhR) 1/12'12'Struc Thk' J fir(psi) 474 ,=7 5"sqrt(Pc) yt(In) 325 =Struc Thk/2 Mcr(Win) 40082 -fir'Ig/yt C c/150 on) 2.20666667 JQK Job Name=GAYTEWAY C Job Number=2170821 2 Wall Type=11 15 Wall Description=MANDOOR J J J J J fn o J I (=D O � O z _ J J J + + + n J + _ + S O O ❑ ❑ J J J + + 4 N > N + + + + + + O ❑ ❑ ❑ ❑ ❑ N ❑ m 7 N N (y N _ 6 O II II II II II II II II 7 7 ❑ � 7 7 � 7 Load Load Load Load Load Load Load Load 'ASC E 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5' 16-6 16-7' D 1.4 1.2 1.2 1 2 1.2 1.3522 09 0.7478 $ 0 0.5 1.6 1-6 05 0.7 0 0 Lf 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(bit)_ 2078 1852 2008 2008 1852 2107 1336 1110 Factored Applied Moment at Mid Ht=Mua W M) 83 133 270 20706 41006 35300 40926 35178 Pu I Ag(pel) 27 24 26 26 24 27 17 14 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 t6? a Q OK _K QJ<_ OK OK QK Ase(inZ)_(Pu(h/2d)+As*fy)I 0.41 0-41 0.41 0.41 0.41 0.41 0.40 0.40 a(in)=(Ase*fy)/(O.8510w) 061 0.60 0.61 0.61 0.60 0.61 0.59 0.58 Cu=C ULTIMATE=a/pi 0.72 0.71 0.71 0.71 0.71 0.72 OA9 0.69 Icr u(in4)=Icr ULTIMATE=n"Ase*(d-Cu)2+11WW Q? 22.83 22.70 22.79 22.79 1 22.70 _22,84 22.41 22.28 Mu(lb-in)=Mua/(1-(5 Pu*Lc')/(0,75 148*Ec*Icr))= 135 203 429 32968 62546 57799 54687 44545 Mn(lb-in)=Ase*fy*(d-e12) 73080 72482 72874 72874 72462 73134 71092 70490 Cu/d 0.22 0.22 0.22 0.22 0.22 0.22 0.21 0.21 =0.23+0.25!(Cu/d)j 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn(lb-In) 65754 65216 65587 65587 65216 65621 63983 63441 �Mn>Mcr? QK .K OK OK QK QJS QK OK Mu/4Mn 0% 0% 1% 50% 1 96% 88% 85% 70% POSITM �Mn>Mu 9 OK OK QK K OK C1K OK OK OK N n U W +LU >> M r r > + + J' d Iq N + Job Name=GAYTEIM1 J J J J J J Job Number=2170821 ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=11 15 II 11 II II II II < < < < < I < Wall Description=MANDOC D 1 1 1 1 1 11 1 S 1 0 0 0.5 1 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E n n n7n n 0 070 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps(Ibin) 1626 1485 1485 1555 1626 1626 Applied Moment at Mid Ht=Msa(lb-lnrft) 183 1 24583 24653 24645 12445 24717 Ase(inZ)_(Ps+As"ty)/ty 0.41 OAO 0.40 0.40 0.41 0.41 ik=Sgrt((n*p)Z+2*n*p)•n'p 0.325 0.325 0.325 0.325 0.325 0.325 CE=C ELASTIC=k*d 1.06 I 1.06 1.06 1.06 1.06 1 1.06 Icr E(in4)=Icr ELASTIC=n'Ase'(d-CE)Z+113'ew'Ce' 20.42 1 20.33 20.33 20.38 20.42 20A2 Mi=Msa(lb-in) 183 24583 24653 1 24645 12445 24777 lei(in4)_{(Mcr/M)3'Ig+(1-(Mcr/M))"Icr E)<Ig 275 275 275 275 275 275 M2(lb-in)=Msa/(1-(5"Ps`LCZ)/(48*Ec'let)) 187 25011 25082 25095 12663 25250 le2(04) 275 275 275 275 275 275 M3(Ib-tn) 187 25011 25082 25095 12683 25250 1e3(in4) 275 275 275 275 275 275 M4(lb-in) 187 25011 25082 25095 12683 25250 lea(in4) 275 275 275 275 275 275 M5(lb-in) 187 25011 25082 25095 12663 25250 ley(in4) 275 275 275 275 275 275 M6(14-in) 187 25011 25082 25095 12683 25250 le6(In4)_275 275 275 275 275 275 M7(lb-in) 187 25011 25082 25095 12683 25250 le7(tn4) 275 275 275 275 275 275_ Ccl150 0n) 2,2066667 2.2066667 2.2066667 2,2066667 2.2066667 2.2066667 As(in)_(5"Mi"LCZ)/(48"Ec"lei) 0.00 0.29 0,29 0.29 0.15 E+S is N/A Q)j ,OE DA Qj S 0 1 2K 2K rage-i i-i or 4b i Job Name = Job Number = 2170821.2 Wall Type = 11 15 Wall Description = MANDOOR Wall Ht= 27.58333 ft Wall Weight at Mid Height b = 6.666667 ft Wt of Concrete= 150 pcf c= 7.166667 ft Wall Thickness= 7.25 in. e = 25.00 ft Concentric Load= 167 plf d = 20.41667 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 3.333333 ft a = b/2 I Roof Weight Joist Span= 10 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 0 psf Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 68 plf equiv SL = 141.66667 plf c equiv Lr= 0 plf equiv LL = 0 plf b e I Equivalent Wind and Seismic Load P wind = 31.6 psf P seismic= 27.6 psf 1 P wind equiv= 35.8 psf P seismic equiv= 30.8 psf 1 J Alternate Concrete Slender Wall Design (ACI 318-11 Sect 14.8) ' If you need to make modifcations to Job Name=IGAYTEWAY C any other part of the spreadsheet besides the yellow cells the Job Number=1170021.20 1 password is"save" Wall Type= 16 17 18 19 j--oft Wall Uescrlptlon-SOLID See ACI 14 8 2.5 for We DESIGN SUMMARY distribution of Wall Hit Btwn Supports(ft) 27,58333333 concentrated forces WE Total Wall Ht wl Parapet(ft)I 27.58333333 MT ^ Total WNIThkknsss(rn) 7.25 -- fE of Reveal Depth(in)' 0,75 structural I Structural Thickness(in) 6.5 thickness Pier Width(n) 1,00 Number of Bars Ea Face or at 0.75 center)of P16 D=Dead Load P concrete Strength(psi) 4000 S=Snow Load (1)Layer Lr=Roof Live Load Rai #6 Rebar L=Occupancy Live Load 16'o.c. H=Soil Load Max Deflection'�L/1274 E=Seismic Load(Ultimate) %of Flexural Capacity99% W=Wind Load t Me Hand Input Potential Hand Input OK Applied Loads Output Si,What is the controlling type of roof load?Snow or Roof Live Load?(Enter'S'or'Lr) NO !Are you applying occupancy live loads for places of public assembly,or live loads in excess of WO psf,or parking garage live Ifoad87(YES:ft=1.0,NO:ft=0.5) YES D0 you have a roof Congg that prevents snow from shedding off the structure?(YES:fz=0.7,NO:f2=0.2) YES Ik the design snow load less than or equal to 30 psf? L 0.761 Seismic.Sds h= 05 f2= 07 Uniform Concentric Applied Loads(Wc) Dead-D(plf) 1 (tributary wall weight at midheight) - Snow-S(All- 0 Roof Live-Lr(plQl 0 Occupancy Live-L(plf) 0 Soil-H(pit) 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(lb-ft/ft)=1/2 Eccentricity(in) 1.75 Moment at Top(lb-ft/ft)=WE'a MTOP _ Dead-D(plf), 150.075 D= 22 D= 11 Snow-S(plf) 312.65625 f S= 46 S s 23 Roof Live-Lr(plf) 0 Lr= 0 Lr= 0 Occupancy Live-L(plf) 0 L= 0 L= 0 Soil-H(plf)F_ 0 , Ha 0 H- 0 Moment @ Mid-Ht(lb-ft/ft)=112 Uniform Moments Applied (MPOP' (MBOT) (MTOP+MBOT) The uniform moments applied to Dead-D(lb-ft/ft) 0 0 D=, 0 the top and bottom of the wall can Snow-S(lb-ft ft) 0 0 S- 0 be used to model loads from a wall above or below,or to modal Roof Live-Lr(lb-AM)l 0 0 Lr=i 0 lateral parapet forces. Enter Occupancy Live-L(lb-ft/ft)' 0 0 L- wsdhv numbers to kwuse the moment induced at the mid-height Soil-H(lb-ft/ft) 0 0 H=' 0 of the wall being designed and Seismic(Ultimate)-E(lb-ft/ft)I 0 0 1 E= 0 09M numbers (edyce the Wind-W(lb-ft/ft)j 0 0 W J. 0 moment. Noto that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteracl other forces are not allowed to be factored and should be accounted for in hand talcs. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(lb-ft/ft)=118 PL2 Seismic(Ultimate)-E(psf) 27,6 E- 2625 Wind-W(psf) 31.6 W= 3oo7 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D fpll) 1401 Dead-D(lb-ft/ft) 11 ) Snow-S(pit)- 313 Snow-S(lb-ft/ft) 23 Roof Live-Lr(plf) 0 1 Roof Live-Lr(Ib-fu" 0 Occupancy Live-L(plf) 0 Occupancy Live-L(lb-ft/ft) 0 Soil-H(plf) 0 Soil-H(lb-f lft) 0 Seismic(Ultimate)-E(lb-ft/ft) 2625 Wind-W(lb-ft/ft) 3007 Note that these totals represent the yp(gQforces at the mid-height of the wall t�nc uding the self wt of the wall(this spreadsheet automatically talcs wall self wt) P-A effects haveW_t been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments detemuned from hand calculations. You will still have to enter information describing the loads so that the proper fi,f2 and f3load factors are properly applied- Rememberto enterthe loads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(4) 27 5833333 (Not including parapet) Parapet Height(it)' D This is Pu to C the self-weight of the wall on Rebar Dia in A in2) -� Total Wall Height(0) 27 5833333 The width of the Per doesn't affect the structural 3 0.375 1 0.11 pe design since loads are input r linear foot. Per Concrete Strength fc(psi) 4000 width is for your reference so you can beck your 4 0.500 020 Concrete Unit Weight(pM 150 calculations.This does calculate the actual number 5 0.625 0.31 Rebar Yield Stress fy(psi)i 60000 bars required within the per width you input. 6 0.750 0.44 Per ACI 14.3 6 lateral ties Width of Pier Being Designed(ft) 1 .(Width of pier,or enter 1 It for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness(in) 725 8 1.000 0.79 where vert reinf Is not ss 9 1.126 1.00 I req'd as compression Depth of Reveal(n)I 0.75 rein(. Thus walls Structural Thickness(in) 6.50�=Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of Reinf? 1 QIS 11 1.410 1.56 method do not need to have confinement steel. Vert Rebar Size 6 0.44 �inz _ 075�in But in many cases is still Vert Rebar b.e Spacing(in) 1 OK advisable,particularly with - ' 2 layers of rebar As per foot(in2lft)1 0.33 (This is the area of tension steel only) Total As in Pier(in) 0.33 (This is the area of tension steel only) Number of Bars within Pier(Ea Face) 0.75 ACI Min Cover Reqments. Are You Providing Confinement Reinf? NO Exposed to Weather..45&Smaller 1 1/2" Confinement Rebar Size 3 0 in rib&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(in) 2 Not Exposed to Weathec,011 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in)~0.75� 1 Verlfy'd"with Min Depth to Tension Rebar=d(in) 3.3 (wf 2 layers of rebar,d=Struc Width-Max Cover-Confine 0-1/2 Vert 0) 1 hand talcs also Min Vertical Steel Ratio-pv min D.0025 (pv min may be reduced if the shearforce is low.See ACI 21.7.2) Actual Vertical Steel Ratio-p. 0.0038 ,Qg Based on total wall thk not strut thk=(Rebar A"#Layers/Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(in=/ll) 0.12 OK Wert Spcg Min Tensile Flexural Reinf 2=As min 2(1011) 0.13 OK _ d p 00085 =As per h/(12•d) • •- Struc Thk pmax=0.6 pb=0,6'0.85'Pi"fc/fy 87000/(87000+ly)�--0-0171 QK — Ec(psi) 3604997 �=57000"sgrt(fc) IEs(psi) 29000000 I • • • Jr n 8.0�=Es/Ec d • • •- Ew(InJ 12 =12" Ag Qn2Aql 78 =Strut Thk"12 I 0 06 fc(PW)l 240 IF Pier Width=bw l ec(in)' 331 =Wall Ht•12 p1- 0.85 Ig(emi 275=1/12'12"Struc Thk3 fr(pal)� St c sq rt(fc) yt(�)r 3 2. 5 =Strut Thk/2 Mcr(b4n)F 40082 -fr"Ig/yt 8 c/15o(in) 2.20 8 OK Job Name=GAYTEWAY C J Job Number=2170821 2 Wall Type=16 17 19 19 Wall Description=SOLID J J J J J I N N + = J J J +LU } O + O CS C:! O + + J + _ + + O O ❑ ❑ J J J + + f0 (O t0 > N 3 N ❑ ❑ ❑ ❑ ❑ + ❑ C6 V N N N N z O' O O II II II II II II II II Load Load Load Load Load Load Load I Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5' 16-6 16-7' D 1.4 1.2 12 12 12 1.3522 1 0.9 0.7478 S 0 05 16 16 0.5 0.7 1 0 0 0 0 0 0 0 0 0 0 L 0 1.6 05 0 0.5 0.5 0 0 H 0 1-6 0 0 �-0 0 1.6 1.6 E 0 0 0 o o 1.0 0 1.0 W 0 0 0 0.5 j 1 0 1 0 Factored Axial Load at Mid Ht=Pu(IbM) 1961 1837 2181 2181 1837 2113 1261 1047 Factored Applied Moment at Mid Ht=Mua(lb-in/ft) 184 294 595 18636 j 36376 31866 36200 31595 Pu/Ag(psi) 25 24 28 28 24 27 16 13 Vert Stress at Mid-Ht Wall ok?Pu/Ag<U6 re? OK Q)$ OK OK QK OK OK Ase(in2)=(Pu(hl2d)+As'fy)/N 0.36 0.36 0.37 0.37 0.36 0.37 0-35 0.35 a(in)=(Ase'fy)/(0.8540w 0.54 0.53 0.54 0.54 I 0 0.54 0.52 0.51 CU=C ULTIMATE=a/31 0.63 0.63 I 0.64 0.64 0.63 0.63 0.61 0.60 Icr u(in4)=Icr ULTIMATE=n'Ase'(d-Cu)2+113'CW.W 21.10 21.03 21.24 21.24 21.03 21.20 20-67 20.53 Mu(lb-in)=Mua/(1-(5"Pu"Lc2)/(0.75'48"Ec=Icr))_ 302 466 1051 32894 57627 55009 48751 40265 Mn(Ib-in)=Ase'ly"(d-84) 65138 64802 - 65735 65735 64802 65550 63231 62648 Cu/d 0.19 0.19 0.20 0.20 0.19 0.20 0.19 0.19 =0.23+0.25/(Cu/d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 +Mn(Ibn) 58624 58322 59161 59161 58322 58995 56908 56383 �Mn OK 9K K OK O +M �Mu 1% OQ OK K¢Mn>Mu 7 OK OF 86% IV aK N N > + M 3: + + J ; IQ+ `+ m Job Name=GAYTEVI J J J J J J Job Number=2170821 + + + + + + ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=16 17 16 u II n n u II ¢ ¢ ¢ ¢ ¢ I ¢ Wall Description=SOLID D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 F n 0 070 0 0 0.70 W 0 0.6 0 1 0.6 0.3 0 Axial Load at Mid Ht=Ps(MM) 1713 1401 1401 1 1557 1713 1 1713 Applied Moment at Mid Ht=Msa(Ibolnllt) 405 21760 22179 21917 11229 22453 Ase(in2)=(Ps+As'fy)/111 0.36 0.35 0-35 0.36 0.36 0.36 k=Sgrt((n'p)2+2'n'p)-q•p 0.308 0.308 0.308 0.308 0.308 0.308 CE=C ELASTIC=k"d 1.00 1 1.00 1.00 1.00 1.00 1.00 Icr E(in4)=Icr ELASTIC=n"Ase"(d-CE)2+1l3'6WC0 18.66 18.44 18.44 16.55 16.66 18.66 M1=Msa(Itwn) 405 21780 22179 21917 11229 22453 lei(in4)=((Mcr/M)3'Ig+(1-(Mcr/M)')'Icr E)<4 275 275 275 1 275 275 275 M2(lb-in)=Msa/(1-(5"Ps'Lc2)/(48'Ec"lei)) 413 22138 22543 1 22318 11456 22905 Ie2&A) 275 275 275 I 275 275 275 M3(Ib-in) 413 22138 22543 22318 11456 22905 le3 fln4) 275 275 275 275 275 1 275 M4(lb,4n) 413 22138 22543 22318 11456 22905 le4(04) 275 275 275 275 275 275 M5Qb-In) 413 22138 22543 22318 11456 22905 le5(In4) 275 275 275 275 275 275 Me(lb-in) 413 22138 22543 22318 11456 22905 les(In4)_ 275 275 275 275 275 275 M2(lb4n) 413 22138 22543 22318 11456 22905 Ie7(IoW) 275 275 275 275 275 275 e c 1 150(in) 2.2066667 2.2066667 2.2066667 2.2066667 2.2066667 2.2066667 As(in)_(5 Mi"Lc2)/(48'Ec'Ier) 0.00 0.26 1 0.26 0.26 0.13 E+S is N/A 0 � 0 1 OK 12L OK 1 rage"I 10 OT 410 1 o ame = Job Number= 2170821.2 Wall Type = 16 17 18 19 Wall Description = SOLID Wall Ht= 27.58333 ft Wall Weight at Mid Height b = 0.001 ft Wt of Concrete= 150 pcf c = 7.166667 ft Wall Thickness= 7.25 in. e = 1 00 ft Concentric Load= 1 plf d = 20.41667 ft Seismic Fp=.4Sd"= 0 3044 Wp a = 0.0005 ft a = b/2 Roof Weight Joist Span= 25 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 0 psf Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 150,075 plf r equiv SL = 312.65625 plf 1 l c equiv Lr= 0 plf equiv LL= 0 plf b e 1 Equivalent Wind and Seismic Load f P wind = 31.6 psf P seismic = 27.6 psf P wind equiv = 31.6 psf P seismic equiv = 27.6 psf J J J J J J J J Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name=GAYTEWAY C i any other part of the spreadsheet besides the yellow cells the Job Number=2170621.20 D na_ccwnrd ig"gave" Wall Type= 46891028 Wall Description=SOLID See ACI 14.8 2 5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports(ft) 27.91666667 concentrated forces -WE Total Wall Ht w/Parapet(ft)I 27 91666667 e MT ^ T"Well Thickness(in), 7.25 r `M' of Reveal Depth(In)j 0.75 structural Structural Thickness(in) 6.5 thickness Pier Width(ft)i 1.00 Number of Bars Ea Face(or eY 0.86 Center)of Rtet D=Dead Load P Concrete Strength(psi) 4000 S=Snow Load (1)Layer Lr=Roof Live Load Reinforcement #6 Reber @ L=Occupancy Live Load 14"o.c. H=Soil Load Max Deflection L/1219 E=Seismic Load(Ultimate) _ _ _ %of Flexural Capacity 97 W=Wind Load , p Me Hand input Poienbat Hand input OK Applied Loads ( output c _,What is the Wntroling MA of roof load?Snow or Roof Live Load?(Enter"S"or'Lr") 4— Afe you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live —NO iloade9(YES:f1=1.0,N0:f1=0.5) YES DO you have a roofeonflg that ptamante snow from shedding off the structure?(YES:f2=0.7,NO:f2 YES ,Is the design snow load less than or equal to 30 psf? 0.76t RAbwnlf Sds f1= 0 5 _ f2-1 0.7 Uniform Concentric Applied Loads(Wc) Dead-D(plf) 1 _ (tributary wall weight at midheight) Snow-S(plt)I 0 Roof Live-Lr(OM 0 Occupancy Live-L(pll)� 0 Soil-H(plf)' 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(Ib-ft/ft)=112 Moment at Top(Ib-ft/ft)=W P"e Eccentricity(in) 1.75 MTOP Dead-D(plf) 300-15 D= 44 Ds', 22 Snow-S(plf) 626.3125 S 91 S= 46 Roof Live-Lr(pll) 0 Lr= 0 Lr= 0 Occupancy Live-L(plf) 0^ , L=� 0 L= 0 Soil-H(pip H- 0 H Moment @ Mid-Ht(lb-ft/ft)=112 Uniform Moments Applied (MTopl (McOT) (MTOP+MBOT) The uniform moments applied to Dead-D(lb-ftfft)l 0 0 D a 0. the top and bottom of the wall can Snow-S(Ih-ft/ft) n 0 R=i 0 be used to model loads from a wall dbuve w beluw,ui to model Roof Live-Lr(lb-ftfft)I, 0 0 Lr=i 0 lateral parapet forces. Enter Occupancy Live-L(Ib-ft/ft) 0 0 L=', 0 pasM B numbers to klete=the moment induced at the mid-height Soil-H(Ib-ft/ft)I 0 0 ! H 0 of the wall being designed and Seismic(Ultimate)-E(lb-ft/ft) 0 0 1 E_'^ 0 neaaftye numbers to reduce the Wind-W(lb-ft/ft)F-0 0 W 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces[hat counteract otherforces are not allowed to be factored and should be accounted for in hand talcs. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(lb-f lft)=118 PL2 Seismic(Ultimate)-E(psf) 276 E= 2689 Wind-W(psf) 31 6 W=; 3080 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plf) 1566 Dead-D(Ib-ft/ft) 22 Snow-S(plf) 625 Snow-S(lb-ft/ft)` 46 Roof Live-Lr(plf)_- 0 E- _—> Roof Live-Lr(Ib-ft/ft) 0 Occupancy Live-L(plf) 0 _ Occupancy Live-L(Ib-fUft) 0 Soil-H(plf) 0 Soil-H(Ib-fUft) 0 Seismic(Ultimate)-E(lb-f/ft) 2669 Wind-W(lb-ff/ft)� 3080 Note that these totals represent the unfaclons forces at the mid-height of the wal kWudina the self wt of the wal(this spreadsheet automatically talcs wall self vA)-P-A effects have=been accounted for-These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations.You YAW still have to enter information describing the loads so that the proper f1,F2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. r� Wall Parameters IWall Height Between Supports(ft) 27 91666671(Not including parapet) Parapet Height(n) Is is used to talc the sell-weight of the wall only) Reber Die in q n Total Wall Height(Itp 27 9166_667 The%mdth of the pier doesn't affect lho structural 3 0.375 0.11 design since loads are input per linear foot Prer Concrete Strength fc(psi)- 4000 width is for your reference so you can track your 4 0.500 0.20 Concrete Unit Weight(PIM 150 calwlations.This does calculate the actual number of 5 0.625 0.31 Reber Yield Stress fy(psi) 60000 bars required within the pier width you input 6 0.750 0.44 ry Per ACI 14.3,6 lateral ties Width of Pier Being Designed(ft) 1 (Width of pier.or enter t it for analyzing unit width) 7 0.875 0.60 I need not be provided Total Wall Thickness(in) 725 B 1.000 0.79 where verl reinf is not req'd as compression Depth of Reveal(in) 0.75 as 9 1.128 1.00 reinf Thus walls Structural Thickness(in) 6.50�=Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of Reinf? 1 iQK 11 1.410meth 1.56 ^I have c do not need to — —have confinement steel Vert Reber Size 6 0.44 'M° 0.75 in But in many cases is still Vert Reber o,c.Spacing(in) 14 OK advisable,particularly With 2 layers of rebar. As per foot(ins/n) o.ae (This is the area of tension steel only) Total As in Pier(in)4 0.38 (This is the area of tension steel only) Number of Bars within Pier(Ea Fars) 0.86 ACI Min Cover Reqments: �1 Are You Providing Confinement Reinf?) YES Exposed to Weather:#5&Smaller-1 1/2" I Confinement Reber Size 3 0.375 in #6&Larger-2" Conc Cover at Ext Side of Wall Exp to W eather/Earth(in) 1.125 Not Exposed to Weather:#11 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in)1 0.75 1 Verify"d"with Min Depth to Tension Reber=d(In) 3.3 (wf 2 layers of rebar,d=Struc Width-Max Cover-Confine -1/2 Vert�) Ihand talcs also Min Vertical Steel Ratio-pv min 0.0025 (pv min maybe reduced if the shear force is low See ACI 21 7,2) Actual Vertical Steel Ratio-j* 0.0044 IK Based on total wall thk not strut thk=(Reber A #Layers I Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(in%)I 0.12 IQKC Min Tensile Flexural Reinf 2=As min 2(inTln)j 0,13 QK iVe t Spcg J ITShtrkL in0.0097 I=As per n/(12"d) • • Fc pmax=0.6 pb=0.6"0.85"Pi`fc/fy`87000/(87000+ly)` 0.0171 iQji - Ec(psi) 3604997 57000`sgrt(fc) — Es(psi) 29000000 • • • n!60 =Es/Ec d t'w(in) 12 12" Ag(1011)� 76 �=Struc Thk"12 1 0.06 fc(psi) 240 Pier Width=t>w Ccpn) 335 =Wall Ht•12 p1 0.85 Ig(in'1n)t 275 _ =1/12'12'Struc Thk' J fr(Psi)! 474 =7.5.sqrt(fc) yt(in) 3.25 =Struc Thk 12 Mcr(lb-m)i 40082 fr'Ig/yt E c 1150(In) 2( 23333333f JOK Job Name=GAYTEWAY C J Job Number=2170821 2 Wall Type=4589 1028 Wall Description=SOLID J 'J J J J N N J = J J + + O + O+ O O O + n N + 2 O o ❑ ❑ J J J + + N D N N > co 2i N > N } + + } O + I O ❑ ❑ ❑ ❑ N m II 11 II II II 11 II II D D D D D D D D Load Load Load Load Load Load Load Load 'ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo I Combo 13.4.13 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5" 16-6 I 16-7- D 1 A 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E o 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(lb/f) 2192 2192 2879 2879 2192 2555 1409 1171 Factored Applied Moment at Mid Ht=Mua(Ibdn/ft) 368E 569 1191 19670 37548 33001 37196 32459 Pu/Ag(psi) 28 28 37 37 28 33 18 15 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06Ir? OK OK OK OK OK OK 126 OK Ase(in)=(Pu(h/2d)+As"fy)/fy 0.42 0.42 0.43 0.43 0.42 0.42 0.40 0.40 a(in)=(Ase'fy)/(0:85'f:*tM 0.61 0.61 0.63 1 0.63 0.61 0.62 0.59 0-59 Cu=C ULTIMATE=a/L11 0.72 0.72 0.74 0.74 0.72 0,73 0.70 0.69 Icr u(in4)=Icr ULTIMATE=n"Ase'(d-CU)z+J)W&'Cu' 22.89 22.89 23.26 23.26 22.89 23.09 22.45 22.32 Mu(lb-in)=Mua/(1-(5"Pu"Lc2)/(0.75'48'Ec"Icr))- 628 1005 2561 42315 j 64071 _ 63274 51047 1 41982 Mn(lb-in)=Ase"ty"(d.e/2) 73360 73359 75168 75168 73359 74316 71286 70652 Cu/d 0.22 0.22 023 0.23 022 0.22 0.21 0.21 =0.23+0.25/(Cu!d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn(lb-in) 66024 66023 67652 67652 66023 66865 64158 63587 �Mn>Mcr? OK Q16 OK . Q€� QL( OK OK Mu/QMn 1% 2% 4% 63% 97% 95% 80% 66% POSITPA �Mn>Mu? OK OK OK OK QK K QK pK OK N_ U) N } (? W LU r + + d + + + r+ Job Name=GAYTEN J J J J J J Job Number=2170821 ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=45891( u u u u u ¢ ¢ ¢ ¢ a a Wall Description=SOLID 0 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 In n7n n In 070 W 0 0.6 0 1 0.6 0.3 0 Axial Load at Mid Ht=Ps(lb/It) 2191 1566 1566 1 1878 2191 2191 Applied Moment at Mid Ht=Mae(7b-in/ft) 810 22438 22847 22712 11698 1 23394 Ase(inz)=(Ps+As"fy)/ry 0.42 0.40 0.40 0.41b20.79 0.42 k=Sgrt((n"p)z+2'n"p)-n'p 0.325 0.326 0.325 0,325 0.325 CE=C ELASTIC=k"d 1.06 1.06 1-06 1.06 1.06 Icr E(in4)=Icr ELASTIC=n"Ase"(d-CE)z+1/3'e W'CE' 20.79 20.38 20.38 20.59 20.79 Mi=Msa(Ibdn) 810 22438 22847 22712 23394lei(in4)_{(Mcr/M)''Ig+(1-(Mcr/M)')'Icr E)<Ig 275 275 275 275 275 M2(lb-in)=Msa/(1-(5"Ps'Lcz) (48"Ec'lei)) 831 22861 23277 23227 1 24015 le2(h14) 275 275 275 275 1 275 275 M3(") 831 22861 23277 23227 12214 24015 le3(10) 275 275 275 275 275 275 M4(Ib-11n) 831 22861 23277 23227 12214 24015 le4(04) 275 275 275 275 275 275 M5(lb•in) 831 22861 23277 23227 12214 24015 les(In4) 275 275 275 275 275 275 M6(lb-in) 831 22861 23277 23227 1 24015 le6(in4) 275 275 275 275 1 275 275 M7(11 831 22861 23277 23227 12214 24015 le7(04) 275 275 275 275 275_ 275 ecl150(in) 2.2333333 2.2333333 2.2333333 2.2333333 2.2333333 2.2333333 As(in)_(5 M7"Lcz)/(48'Ec'for) 0.01 0.27 0.27 0.27 0.14 E+S is N/A Q � QL Alternate Concrete Slender Wall Design (ACI 318-11 Sect 14.8) 2,49 , If you need to make modifications to Job Name=GAYTEWAY C i any other part of the spreadsheet QDIY r r 1.20 besides the yellow cells the Job Number=21708236 password is"save" Wall Type_ 36fffi6 Wall Description=SOLID See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of concentrated forces Wall Ht Btwn supports(ft) 27.91666667 Wa Total Wall Ht wl Parapet(ft) 27e1666667 MT /� Total Wall Thickness(in) 7.25 Of —r Reveal Depth(in) 0.75 structural i Structural Thickness(in) 6.5 thickness Pier Width(it) 1.00 Number of Bars Ea Face(orst 0.06 Center)of Plft D=Dead Load p Concrete Strength(psi) 4000 1 S=Snow Load (1)Layer Lr=Roof Live Load RNukrCQR" #6 Reber @ L=Occupancy Live Load 14"o.o H=Soil Load Max Oeftwo L 11221 E=Seismic Load(Ultimate) _ - %of Flexural Cepeelty, 95 1 W=Wind Load Me Hand Mpul I Potential Hand Input OK Applied Loads Output 7 _S Whit is the CONMlhg 4"of roof load?Snow or Roof Live Load?(Enter"S"or"Lr") NO i�you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live loads?(YES:fi=1.0.NO:fi=0.5) YES 100you have a roof e@nBg that prevents snow from shedding off the structure?(YES:f2=0.7,NO:f2=0.2) I YES its the design snow load less than or equal to 30 psf? 0761 Seismic:Sds ft=' 05 f2= 0.7 JUniform Concentric Applied Loads(Wc) Dead-D(plf) 1 ',(tributary wall weight at midheight) Snow-S(plf) 1 Roo(Live-Lr(plf) 0 Occupancy Sob-H(plf)i 0 Uniform Eccentric Applied Loads(W a) 'Moment at Mid-Ht(lb-ft/ft)=112 Moment at Top(Ib-tuft)=W e"a Eccentricity(in) 1.75 MTOP _ Dead-D(plf) 270-135 D=; 39 D.= 20 Snow-S(plf)— 562.78125 S=' 82 S 41 Roof Live-Lr(plf) 0 I Lr=) 0 Lr= 0 ,I Occupancy Live-L(plf) 0 l L= 0 L=1 0 Soil-H(plf)r 0 H= H 0_ Moment @ Mid-Ht(lb-ft/ft)=112 Uniform Moments Applied (MTOP+MaOT)_ The uniform moments applied to Dead-D(Ib-Nit); 0 0 D= 0� the top and bottom of the wall can Snow-S(Ib-MQI 0 0 S- 0 be used to model loads from a Nell above or below,or to model Roof Live-Lr(lb•11IM) 0 0 Lr- lateral parapet forces. Enter Occupancy Live-L(IbAM)i 0 0 L- 0 positive numbers to inCIeBSB the Soil-H(IbdVll)� 0 0 H= 0 i moment Induced at the mid-height I _ _ _ of the wall being designed and Seismic(Ultimate)-E(Ib•ftA)L 0 r 0 E= 0 neepal'rve numbers to reduce the Wind-W(Ib•}HII)L_ 0 0 W= 0 I moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that countered other forces are not allowed to be factored and should be accounted for in hand talcs. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(lb-ft/ft)=1/6 PL2 Seismic(Ultimate)-E(psf) 27.6 E=i 2689 Wind-W(psf) 31.6 W= 3080 I Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall 1 Dead-D(plf) 1536 Dead-D(lb-f/ft) 20 Snow-S(plf) 563 Snow-S(lb-f/ft)^ 41 Roof Live-Lr(plf) 0 Roof Live-Lr(lb-ft/ft)- 0 Occupancy Live-L(plf) 0 l Occupancy Live-L(Ib-ft/ft), 0 Soil-H(plf) 0 Soil-H(lb-ft/ft) 0 i ` Seismic(Ultimate)-E(lb-ft/ft) 2689 Wind-W(lb-ft/ft) 3080 Note that these totals represent the unfa to forces at the mid-height of the wall jQ(f{ 1 the self wt of the wall(this spreadsheet automatically talcs wall self wt),P-A effects have Da been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations.You will still have to enter information describing the loads so that the proper fi,h and h load factors are properly applied- Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(ft) 27 9168667 (Not including parapet) Parapet Height(11 0 1 This Is used to talc the self-welght of the wall on Reber Dia in I AOn') Total Wall Height(ft) 27.9166667 The width of the pier doesn't affect the structural 3 _T� 0.375 0.11 ,, design since bads ale input per linger loot. Pier 4 0.500 0.20 Concrete Strength Pc(psi) 4000 width is for your reference so you can track your Concrete Unit Weight(pcf) _150 calculations This clogs calculate the actual number of 5 0.625 0.31 Reber Yield Stress fy(psi) 60000 bars required within the pier width you input. 6 0,750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed(11) 1 (Width of plot,or enter 1 It for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness(in) 7.25 8 1.000 0.79 where vent nine is not Depth of Reveal(In) 0.75 es 9 1.128 1.00 req'd as compression ..- relnf Thus walls Structural Thickness(in) 6.50 -Total Thk-Reveal Depth 10 1 270 1.27 designed using this (1)or(2)Layers of Rein10, 1 Q$ 11 1.410 1.56 method do not need to have confinement steel Vert Reber Srze~s t- 0.44 1'2 0.75��k1 But In many cases Is still Vert Reber o.c.Spacing(In) 14 Ism advisable,particularly with 2 layers of rebar As per foot(In'ff1) o.3a (ThW is the area of ler-Wort steel only) Total As in Pier(In=) 0.38 is is the area of tension steel Only) Number of Bars within Pier(Ea Face) 0.86 ACI Min Cover Reqments: _ Are You Providing ConfinementReint4 YES Exposed to Weather:#5&Smaller-1 1/2" Confinement Reber Size 3 J 0.375 jin #6&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(in) 1I25 Not Exposed to Weather:1#11 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in). 0.75 Ven1(r"d"with Min Depth to Tension Reber=of(in) 3.3 (w/2 layers of rebar,d=Struc Width-Max Cover-Confine 0-1/2 Vert�) herid talcs also Min Vertical Steel Ratio-pv min 0.0025 (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-pr 0.0044 QI� Based on total wall thk not strut thk=(Reber A"#Layers/Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(W1111t) 0,12 2K yert spcg r Min Tensile Flexural Reinf 2=As min 2(WIR) 0.13_QK I I p 0.0097 =As per ft/(12"d) rill .111 Jc pmax=0.6 pb=0.6`0,85 31"fc/fy`87000/(87000+fy) 0.0171 QK Ec(psi), 3604997 =57000`sort(fc) Es(psf)'t 29000000 • • • [7d, nj 8.0 =EsIEc f w(In) 12 12" Ag(in'fll)^ 76 Struc Thk'12 0.06 f c(psi) 240 Pier Width=bw tc(in) 335 =Wall Ht`12 p1 0.85 Ig(in00/ft) 27_5 =1/12"12'Struc Thk' fir(psi) 474 =7.5"sort(Pc) yt(in) 3.25 =Struc Thk/2 Mcr(lb-in) 40082 =fr.Ig/yt E c/150 in .233 2 3333333 Job Name=GAYTEWAY C Job Number=2170821 2 Wall Type=36 Wall Description=SOLID J � O � p J J � J + } O N W W O + + p p. O + co N + } S } 2 O O ❑ ❑ + J J J + a + (D c0 c0 > N > co > > + + + + O + r v C) O O II II II II II II II II 7 7 7 7 7 7 D Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5" 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1,3522 09 0.7478 $ 0 0.5 1.6 1.6 0.5 0.7 0 0 1 u 0 0 0 0 0 0 0 0 I 1. 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 -� W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(" 2150 2124 2743 2743 2124 2471 1382 1148 11 Factored Applied Moment at Mid Ht=Mua(Ib-irtfR) 331 530 1072 19551 37489 32927 3717 132439 Pu/Ag(0) 28 27 35 35 27 32 18 15 Vert Stress at Mid-Ht Wall ok?Pu!Ag<0.06 fG9 OK QK QK QK (K OK Q S OK OK Ase(in2)=(Pu(h/2d)+As`fy)/fy 0.41 0.41 0.42 0.42 0.41 0.42 0.40 0.40 a(in)=(Ase*fy)/(0.85'10w) 0.61 0.61 0.62 0.62 0.61 0,62 0.59 0.59 CU=C ULTIMATE=a/P1 0.72 0.72 0.73 0.73 0.72 0.73 0.70 0.69 Icr u(in4)=Icr ULTIMATE=n*Ase*(d-Cu)2+113,IW Cu' 22.87 22.85 23.19 23.19 2285 23.04 22.44 22.31 Mu(b -in)=Mua/(1-(5*Pu'Lc2)/(0.75*48*Ec'Icr))= 558 886 2193 40020 62681 61382 50666 41729 Mn(lb-in)=Ase*fy*(d-a/2) 73249 73181 74811 74811 73161 74094 71214 70592 Cu/d 0.22 0.22 0.23 0.23 0.22 0.22 0.21 0.21 =0.23+0.25/(Cu/d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �MnQb4n) 65924 65863 67330 67330 65863 66685 64093 63533 �Mn>Mcr4 Q3Y OK OK OK 2K OK OK QK Mu/ 1% 1% 3% 59% 95% 92% 79% 66% POSITIVI pMn>Mu7 QK OK OK K Qj OK OK OK N n N W + M r 1 n + + C' rn N Job Name=GAYTEVI J J J J J J Job Number=2170821 + + + + + + ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=36 If II II II II II < < < < < < Wall Description=SOLID D 1 1 1 1 1 1 $ 1 0 0 0.5 1 1 Lf 0 0 0 0 0 0 L 1 1 1 1 1 1 E 1 1 1 1 1 1 E o 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps(lb/R)_ 2099 1536 1536 1817 2 999 2099 h Applied Moment at Mid Ht=Msa(lb-inM) 729 22412 22820 22656 11817 23313 Ase(in2)=(Ps+As*fy)/fy 0.41 0.40 0.40 0.41 0,41 0.41 k=Sgrt((n"p)2+2'n'p)-n'p 0.325 0.325 0.325 0.325 0.325 1 0.325 CE=C ELASTIC=k*d 1.06 1.06 1.06 1.06 1.06 1.06 Icr E(in4)=Icr ELASTIC=n*Ase"(d-CE)2+113"LW Cs3 20.73 20.37 20-37 20.55 20.73 20.73 M1=Msa(Ib-in) 729 22412 22820 22658 11617 23313 lei(in4)=((Mcr/M)3*Ig+(1-(Mcr/M)')*Icr E}<10 275 275 275 275 275 275 M2(lb-in)=Msa/(1-(5"Ps'Lc2)/(48"Ec*lei)) 747 22826 23242 23155 12117 23905 le2(in4) 275 275 275 275 275 275 ` M3(Ib4n) 747 22826 23242 23155 12117 23905 le3(in4) 275 275 275 275 275 275 M4(lb•in) 747 22826 23242 23155 12117 23905 le4(In4) 275 275 275 275 275 275 M5(11 747 22826 23242 23155 12117 23905 le5(04) 275 275 275 275 275 275 M5(lb-in) 747 22826 1 23242 23155 12117 23905 le6(04) 275 275 275 275 275 275 M7(lb-In) 747 22826 23242 23155 12117 23905 le7(in4) __275 275 I 275 275 275 275 _ • ec/150(in) 2.2333333 2,2333333 2.2333333 2.2333333 2.2333333 2.2333333 I As(in)_(5"M7'Lc')/(48"Ec"ler) 0.01 _0.27 0,27 0.27 0.14 E+S is WA QJj ( Q_K K OK Qg QK OK rage 1 ZZ oT 4b-1 Job Name = Job Number = 2170821.2 Wall Type = 36 Wall Description = SOLID Wall Ht= 27.91667 ft Wall Weight at Mid Height b = 0.001 ft Wt of Concrete= 150 pcf c= 7.166667 ft Wall Thickness= 7.25 in. e = 1.00 ft Concentric Load= 1 plf d = 20.75 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 0.0005 ft a = b/2 I Roof Weight Joist Span= 45 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 0 psf Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 270.135 plf equiv SL = 562.78125 plf c equiv Lr= 0 plf equiv ILL= 0 plf b e Equivalent Wind and Seismic Load P wind = 31.6 psf P seismic= 27.6 psf P wind equiv= 31.6 psf P seismic equiv= 27.6 psf Alternate Concrete Slender Wall Design (ACI 318-11 Sect 14.8) If you need to make modifications to Job Name=GAYTEWAY C v any other part of the spreadsheet I�© password the yellow cells the Job Number=43 44 47.20 (password is"save" Wall Type=a�44 47 66 58 59 Wall Description=SOLID See ACI 14 8.2.5 for We DESIGN SUMMARY I distribution of — 1concentrated Forces Wall HI Btwn Supports(ft), 27.33333333 WE Total Wall Ht wl Parapet(ft) 27.33333333 MT Taal Walt Thickness(in) 7.25 q of Reveal Depth(in) 0.75 structural Structural Thickness(In) 6.5 thickness Pier Width(ft) 1.00 r r Number of Bars Ea Face(or at 1r Center)of Pie 0.80 D=Dead Load ; p Concrete Strength(psi)l 4000 S-Snow Load r (1)Layer Lr=Roof Live Load R+sMHoroatMMl t76 Rebar@ L=Occupancy Live Load 15"o.c. H=Soil Load Max Oaflacuon L 11303 E=Seismic Load(Ultimate) %of Flexural Capacity 94% W=Wind Load ` O Me I Hand Input v Potential Hand Input OK Applied Loads ) OulOu+ S' jWhM is the controlling type of roof load?Snow or Roof Live Load?(Egter'S'or%r)I Are 9 you applying occupancy live loads for places of public assembly,or live loads in excess of 100 pal,or parking garage live oad67(YES:fi=1.0,NO:fi=0.5) I YES Co you have a roof conFig that prevents snow from ShoddklQ off the structure?(YES:fz=0.7,N0:fz=0.2) Ytb Is the design snow load less than or9"ll to 30 psf7 f 0.761 Seismic-Sds fi= 05 f2= 0.7 Uniform Concentric Applied Loads(Wc) Dead-D(plf) 1 ``(tributary wall weight at midheight) Snow-S(pl I Roof Live-Lr(plf)o 0�i Occupancy Live-L(plf) 0 Soil-H(plf) 0 Uniform Eccentric Applied Loads(WE) Moment at Top(Ib-f/ft)=WE*a Moment at Mid-Ht(lb-ft/ft)=1/2 Eccentricity(in) 1 75 MTOP 1 Dead-D(plf) 24012 D=1 35 D= 18 Snow-S(plf) 500.25-1 S.1 T3 S-- 36 Roof Live-Lr(plf) 0 Lrn` U { Lr- � Occupancy Live-L(plf) 0 Lar 0 L- 0 r Soil-H(pl% H=I O H-1 0 J Moment @ Mid-Ht(Ib-ft/ft)=1/2 Uniform Moments Applied pt p) (MBOT) (MTOP+MBOT) The uniform moments applied to Dead-D(lb-ft/ft) 0 0 D= 0 the top and bottom of the wall can )' -" be used to model loads from a Snow-S(lb-fffft)I 0 0 S= 0 wall above or below,of to model Roof Live-Lr(lb-ft/ft) 0 D Lr 0 lateral parapetforces. Enter Occupancy Live-L(Ib-f 1ft) 0. 0 L= 0 bl the Ib-ft/ft 0 0 H= 0 moment induced at the mid-height Soil-H ( ) _ of the wall being designed and Seismic(Ultimate)-E(Ib-ft/I 0 0 E 0 near"r?ombers to reduce the Wind-W(Ib-ft/ft)_ _0 1 0 W= 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand talcs. �-� Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(Ib-fi=118 PL2 Seismic(Ultimate)-E(psf)_ 27.6 E— 2577 _ Wind-W(psf) 31.6 _ W=f 2953 ITotal Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall' rJl Dead-D(plf) 1479 Dead-D(lb-Itift) 18 Snow-S(pit) 500 Snow-S Ob-fVft) 36 Roof Live-Lr(plf) 0 Roof Live-Lr(lb-fVft) 0 Occupancy Live-L(plf) 0 Occupancy Live-L(I1 0 Soil-H(plf) 0 Soil-H(Ib-1i 0 Seismic(Ultimate)-E Ob-NR) 2577 Wind-W Ob•NO) 2953 Note that these totals represent the unfactored forces at the mid-height of the wall indud)ai the self wt of the wall(this spreadsheet automatically talcs wall self vll),P-o effects have LLot been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper A,f2 and f3 load factors are properly applied Remember to enter the loads unfaclored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(0) 27-3333333 (Not including parapet) Parapet Height(it) tl (t hts is used to talc the sell-weight of the wall only) Reber Dia(in) i A On`) Total Wall Height(11) 27.3333333 The width of the pier doesn't affect the structural 3 0.375 Oil design since Wads are input per linear foot Pier Concrete Strength Pc(psi) 4000 4 0.500 0 20 width is for your reference so you can track your Concrete Unit Weight(pd) 150 calcutalions,This does calculate the actual numbero 5 0.625 0.31 Reber Yield Stress fy(psi) 60000 tiers required within the pier width you input 6 0.750 0.44 Per ACI 14 3 6 lateral ties Width of Pier Being Designed(ft) 1 (Width of pier,or enter 1 it for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness(in) 7.25 a 1.000 0.79 where vert reinf is not Depth of Reveal(In) 075 es 9 1.128 1.00 req'd as compression — reint Thus walls Structural Thickness(in) 650 a Total Thk-Reveal Depth 10 1-270 1.27 designed using this (1)or(2)Layers of Relnt7 1 Q� 11 1.410 1.56 method do not need to f have confinement steel Vert Reber SILe! 6 0.44 inZ _ 0.75 in But in many cocoa is still Veit Rebel u.u.3pacing(in) 15 OK advisable,particularly with = 0.35 MIS is the area of tension steel only) 2 layers of rebar. As per foot pn Ili) � Y) Total As in Pier(in2) 0.35 (This is the area of tension steel only) Number of Bars within Pier(Ea Face) 0.80 ACI Min Cover Regiments: Are You Providing Confinement Reinf? YES Exposed to Weather:#5&Smaller-1 1/2" Confinement Reber Size 3 0.375 In #6&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(in)! 1.125 Not Exposed to Weather:1411 &Smaller=3l4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in) 0,75 (Verity-d'with Min Depth to Tension Reber=d(in) 3.3 (vd 2layers of rebar,d=Struc Width-Max Cover-Confine 4-1/2 Vert 0) hand talcs also Min Vertical Steel Ratio-p�mint 00026 (pv min may be reduced if the shear force is low See ACI 21 7 2) Actual Vertical Steel Ratio•pv�0041 gK Based on total wall link not strut thk=(Rebar A'#Layers/Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(W2411) 012 2K ;Van Speg t Min Tensile Flexural Reinf 2=As min 2(fo°At) 0.13 9K tea_ in 0,0091 =As per It/(12"d) y •_ Ist" c pmax=0.6 pb=0.6"0,85 pi"fc/fy'87000/(87000 1 to 0.0171 OK Ec(poi) 3604997 -57000"sgrt(Pc) Es(po) 29000000 • • • d n 8.0 =Es/Ec e w(In) 12 =12" Ag(lefit) 78 =Struc Thk'12 0.06 Pc(psi) 240 ,ll, Pier Width'bw ec(in) 328 =Well Ht"12 (3i 0.85 Ig(in'lft) 275 =1/12"12"Struc Thk' fr(psi) 474 =7-5"sgrt(Pc) yt(in) 3,25 =Struc Thk/2 Mer(Ib4n) 40082 =fir"Ig/yt e c/150(in) 218666667 OK Job Name=GAYTEWAY C Job Number=2170621 2 Wall Type=43 44 47 55 5e 59 Wall Description=SOLID + J = O J J J + } N o LU LU o + + o o, J+ O O _ ❑ ❑ J J + m co io } a + w + + + + 6 + a 0 o a o Cli a ❑ ry ❑i o 0 u II n II II u n n � 7 Load Load Load Load I Load Load Load Load *A$CE 7' IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5" 16-6 1 16-7- D, 1.4 12 1.2 1.2 12 13522 0.9 0.7478 0 0-5 1.6 1-6 0-5 0.7 0 0 u 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1-6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(Ib/ft) 2071 2025 2576 2576 2025 2350 1331 1106 Factored Applied Moment at Mid Ht=Mua(lb-in/ft) 294 471 952 18668 35902 31519 35620 31086 Pu/Ag(p61) 27 26 33 33 26 30al 14 _ Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 Fc? OK OK OK D. OK (K Ase(in _(Pu(h/2d)+As`fy)/fy. 0.39 0.39 0.40 0.40 0.39 0-39 0.37 a(in)=(Ase`fy)1(0.85•k•Iw) 0.57 0.57 0.58 0.58 0.57 0.58 0.55 0.55 Cu=C ULTIMATE=a/p, 0.67 0.67 0.69 0.69 0.67 0.68 0.65 0.64 Icr u(in4)=Icr ULTIMATE=n'Ase"(d-Cu)2+173•CW'C4° 21,96 21.94 22.26 22,26 21.94 22.13 21,53 21.39 Mu(lb-in)=Mua/(1-(5"Pu"Lc2)/(0.75"48"Ec'Icr))= 483 763 1831 35877 58156 56315 47899 39567 Mn(lb-in)=Ase"ty"(d-V2) 69010 68887 70359 70359 i 688877 69758 67021 66413 - 1 Cu/d- 0.21 0.21 0.21 0,21 0.21 0.21 0.20 0.20 j tl,=0-23+0.25/(Cu!d) 0.90 0 g0 0.90 0.90 0.90 0.90 0.90 0.90 ¢Mn(lb4n) 62109 61998_ 63323 63323 61998 62782 60319 59712 0Mn>Mcr? QIS OK Q� Q� OK Q� CaK _ Mu/pMn 1% 1% 3% 57% 94% 90% 79% 66% jyl r �Mn>Mu? OK OK O QFS OK OAF �K OK OK I N n N W + h O r 3: + + CR o U) rn Job Name=GAYTEVI J J J J J J Job Number=2170821 + + + + + + ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=43 44 47 u u n II n u ¢ ¢ ¢ ¢ ¢ I ¢ Wall Description=SOLID 1 0 0 0.5 1 1 0 0 0 0 0 0 i- 0 0 0.70 0 0 0.70 0 0.6 0 0.6 0.3 1 0 Axial Load at Mid Ht=Ps(Ibllt) 1980 1479 1479 1729 1980 1 1980 Applied Moment at Mid Ht=Msa(lb-WR) 648 21469 21860 21687 11277 22298 Ase(in2)_(Ps+As`fy)/fy 0.39 0.38 0.38 0.38 0.39 0.39 k=Sqrt((n`p)2+2"n'p)-n•p 0.316 0.316 0.316 0.316 0.316 0.316 CE=C ELASTIC=k`d 1.03 1.03 1.03 1.03 1.03 1.03 Icr E(in4)=Icr ELASTIC=n`Ase`(d-CE)2+1/3"Qw•Cel 19.69 19.36 19.36 19.53 19.69 19.69 Mi=Msa(lb-in) 648 21469 21860 21687 11277 22298 lei(in4)_{(Mcr/M)'`Ig+(1-(Mcr/M)3)'Icr E)<Ig 275 275 275 275 275 275 M2(lb-in)=Msa!(1-(5"Ps`LC2)/(48`Ec`lei)) 663 21834 22232 22120 11536 22809 Ie2(in4) 275 275 275 275 275 275 J M3(lb-ln) 663 21834 22232 22120 11536 22809 le3(in4) 275 275 275 275 275 275 M4(lb-in) 663 21834 22232 22120 1 11536 22809 lei(04) 275 275 275 275 275 1 275 M5(I).ln) 663 21834 22232 22120 11536 22809 ` te5(in4) 275 275 275 275 275 275 JM6jlb-m) 663 21834 22232 22120 11536 22609 les(in4) 275 275 275 275 275 275_ MT(Ib-tn) 663 21834 22232 22120 11536 22809 J Ie7(in4) 275 275 275 275 275 275J e c/15o(in) 2.1866667 2.1866667 2.1866667 2.1666667 2.1866667 2.1866667 As(in)_(5"MT"LC2)/(48`Ec•Per) 0.01 0.25 0.25 0.25 0.13 E+S is NIA � � O D4 rage 1 to or 4n-1 Job Name = Job Number = 2170821.2 Wall Type = 43 44 47 55 58 59 Wall Description = SOLID Wall Ht= 27.33333 ft Wall Weight at Mid Height b = 0.001 ft Wt of Concrete= 150 pcf c= 7.166667 ft Wall Thickness= 7.25 in. e = 1.00 ft Concentric Load= 1 plf d = 20.16667 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 0.0005 ft a = b/2 Roof Weight Joist Span= 40 feet i Dead Load= 12 psf d Snow Load= 25 psf i Live Roof= 0 psf Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 240.12 plf r equiv SL = 500.25 plf c equiv Lr= 0 plf equiv ILL= 0 plf b e Equivalent Wind and Seismic Load P wind = 31.6 psf P seismic= 27.6 psf P wind equiv= 31.6 psf P seismic equiv= 27.6 psf Alternate Concrete Slender Wall Design (ACI 318-11 Sect 14.8) If you need to make modifications to Job Name=GAYTE WAY C f / any other part of the spreadsheet O Wdw,FA gm r/V besides the yellow cells the Job Number=2170821.20 password is"save" Wall Type= 6 Wall Description=PIER A See ACI 14.8.2.5 for WC DESIGN SUMMARY distribution d winMl8twnsu concentrated fofCBS _ supports(it) 2733333333 We Total Wall Ht w/Parapet(k) 27.33333333 1 I e I MT T"Wall Yhicknas on), 725 of —, Reveal Depth(M) 0.75 structural StnfdlmI Tbicknns 04111 6.5 thickness Pier Width(ft), 3.50 Number of Bars Ea Face(or atl 7,00 Center)of Plerl D=Dead Load p Concrete strength(psi)! 4000 S=Snow Load ALay�rLr=Roof Live Load R00MMUM L=Occupancy Live Load H=Soil Load Max Deflection%of Flexural G 1 � E Seismic Load(Ultimate) V�IW W=Wind Load Me Potential Hand Input 0 Applied Loads i output S What is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or'Lr") NO !Are you applyingempancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live (bads?(YES:fl a 1.0,NO:fi=0.5) YES ,Do you have a roof config that prevents snowfrom shedding off the structure?(YES:fz=0,7.NO:1`2=0.2) YES Its the design snow load less than or equal to 30 psf? 0 761 !Seismic:Sds fi= 05 f2 1 IUniform Concentric Applied Loads(Wc) Dead-D(plf) 2123 j(tributary wall weight at midheight) Snow-5(plf) Roof Live-Lr(plf) 0 Occupancy Live-L(plf) a Sou-H(plf) 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(lb-ft/ft)=1/2 Moment at Top(Ib-f/ft)=WE"e MTOP Eccentricity(in) 1.75 t — Dead-D(plf) 814-2657143 D- 119 D59 Snow-S(plq 1696,428571 S= 247 S= 124 Roof Live-Lr(pit) 0 Lr= 0 Lr= 0 Occupancy Live-L(plf) 0 L=� 0 L Soil-H(plf): 0 H=! 0 H=�0 Moment @ Mid-Ht(lb-ft/ft)=1/2 Uniform Moments Applied (MTor) (Moor) (MTOP+MBOT) The uniform moments applied to Y Dead-D(Ib•ttfll)I 0 I 0 D=F 0 the top and bottom of the wall can ! be used to model loads from a Snow-S(Ib-1Uf1)� 0 0 S-I 0 wall above or below,or to model Roof Live-Lr(lb•ft/ft) 0 1 0 Lr-.- 0 —1 lateral parapet forces. Enter Occupancy Live-L(Ib-ft/ft)i 0 0 L=' 0 I20agenumbefstokicreasethe Soil-H(Ib•ftllt)r 0 0 H=� 0 moment induced at the mid-height ( __ of the wall being designed and Seismic(Ultimate)-E(lb•ftIR)� 0 0 E-. 0 neoa1 numbers to retluce the r moment. _j Wind-W(Ib-NR): 0 0 1 W=� 0 Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand talcs. l s../i Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(lb-ftfft)=1/8 PL2 Seismic(Ultimate)-E(psf) 533 _! E 4979 Wind-W(psf) 77.4 W-I 7224 - Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plf) 4176 Dead-D(lb-ft/ft) 59 Snow-S(pI0 1696 Snow-S(b-ft/ft)_ 124 Roof Live-Lr(plf) 0 t— Roof Live-Lr(lb-f lft)l 0 Occupancy Live-L(plf) 0� Occupancy Live-L(lb-ft/ft) 0 Soil-H(plf) 0 Soil-H(Ib-ft/ft) 0 Seismic(Ultimate)-E(lb-ft/ft)i 4979 Wind-W(Ib-ftfft) 7224 Note that these totals representthe unfactored forces at the mid-height of the wall the self wt of the wall(this spreadsheet automatically talcs wall self wt).P-A effects haves been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper fi,fz and f3 load factors are properly appiled. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(0) 27.3333333 (Not including parapet) Parapet Height(n)l 0 This Is used to Cale the self-weight of the wall only) Reber Dia(in) A'z Total Wall Height(K)7.333333]The width of the pier doesn't affect the structural 3 tO.62 0.11 design since bads are input per linear foot. Pier Concrete Strength Pc(psi), 4000 width is for your reference so you can track your 4 0.20 Concrete Unit Weight(pcf)` 150 calculations.This does calculate the actual number of 5 0.31 Reber Yield Stress fy(psi)` 60000 bars requited within the pier width you input 6 0.44 14.36 lateral Iles Width of Pier Being Designed(A) 1 (Width of pier,or enter 1 R for analyzing unit mdth) 7 0.60 need not be provided Total Wall Thickness(in) 7.25 8 1.000 0.79 where van feint is not req'd as compression Depth of Reveal(In) 0 75 es 9 1.128 1.00 rain[ Thus walls Structural Thickness on) 6.50 =Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of Relnf7 2 11 1.410 1.56 method do not need to have confinement steel. Vert Reber Size 5 0.31 7 in' 0.625 lin But III many vases IS still Vert Reber o.c.Spacing(in) 8 eK advisable,partxularty with z 2 layers of rebar As per foot(in/ft) 0.61 (This is the area of)III steel only) Total As in Pier(in) 0.61 (This is the area of tension steel o, Number of Bars within Pier(Ea Face) 2 00 ACI Min Cover Re ments: Are You Providing Confinement Reinf?i YES Exposed to Weather:#5&Smaller-1 1/2" Confinement RebarSize 3 0,375 lin #6&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(in) 1.125 Not Exposed to Weather:1#11 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in) 0.75 J Verify"d"w th Min Depth to Tension Reber=d(In) 4.7 (w/2layers of rebar,d=Struc Width-Max Cover-Confine -1/2 Vert 0) hand talcs also Min Vertical Steel Ratio-pv min 0.0025 (pv min may be reduced if the shear force is low See ACI 21.7 2) Actual Vertical Steel Ratio-pv 0,0141 QK Based on total wall thk not strut thk=(Reber A*#Layers/Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(ini4) 0.18 OK Ven Spcg r Min Tensile Flexural Reinf 2=As min 2(Ileillt) 0.19 OK y i i I IST p 0.0109 =As per ft/(12*d) y t . c Amax=0.6pb=0.6.O.B5*pi"fc/fy*87000/(87000+fy) 0.0171 QK Ec(psi) 3604997 -57000*sgrt(rc) Es(psi) 29000000 • • • Ill8.0 =Es/Ec d • • r e w(in) 12 =12" Ag(in7Ht) 78 -Struc Thk*12 0 06 rc(psi) 240 Pier Width=bw l e c(in) 328 =Wall Ht*12 Nr 0.85 Ig(in"/ft) 275 =1/12*12`Struc ThO fr(psi) 474 =7.5*sqrt(fc) yt(in) 3.25 =Struc Thk 12 Mcr(Ib-in) 40082 =fir"Ig/yt E c/150(in) 2.18666667 314 Jab Name=GAYTEWAY C Job Number=2170821 2 Wall Type=6 Wall Description=PIER A J � J O J LQ w JU p + + O O + n + J + _ + + O O ❑ q ❑ J J J + + + + + + o + y ❑ ❑ ❑ ❑ CI + ❑ N Q V (y N N _ O) O' O II II II II II II + II 7 7 ❑ 7 7 7 7 7 '{ Load Load Load Load Load Load Load Load 'ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 l 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7' D 1.4 12 12 1.2 1.2 1.3522 0.9 0.7478 0 0-5 1.6 1.6 0.5 0.7 0 0 - Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 1 0 0.5 1 0.5 0 0 H 0 1-6 a 0 0 0 1-6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 1 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(Ib1fl) 5846 5859 7726 7726 5659 6834 3758 3123 ( Factored Applied Moment at Mid Ht=Mua(ib-irVR) 998 1597 3230 46576 88289 61755 87333 1 60285 Pu I Ag(psi) 75 75 99 99 75 88 48 40 .� Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 fC7 OK Q� K OK QJ< OK Q{S OK $ Asa(in2)=(Pu(h/2d)+As*fy)Ify 0.66 0,68 0.70 0.70 0.68 1 0-69 0.66 0.65 a(in)=(Ase*fy)/(0,Wfl 1.00 1.00 1.03 1.03 1.00 1.02 0.97 0.96 CU=C ULTIMATE=a/a1 1.18 1.18 1.22 1.22 1.18 1.20 1,14 1.12 Icr u(in4)=Icr ULTIMATE=n*Ase'(d-CU)Z+1/3*EW Cu` 74.02 74.03 75.33 75.33 74.03 74,71 72.51 72.05 I Mu(lb-in)=Mua/(1-(5*Pu"Lc2)/(0.75*48*Ec*Icr))= 1483 2377 5618 81012 131398 99469 111228 73488 Mn(lb-in)=Asa*fy*(d-a/2) 171105 171138� 175886 175886 171138 1 173624 165743 164101 Cu/d 0.25 0.25 0.26 0.26 025 0.26 0.24 0.24 =0.23+0.25/(Cu/d)l 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ¢Mn(Ib4n) 153995 154024 158298 158298 154024 156261 149169 147691 �Mn>Mcr 7 OK OK OK OL4 QZ OK gL< OK Mu/pfMn 1% 2% 4% 51% 85% 64% 75% 50% POSITIV �Mn>Mu 7 OK OK QJ$ OK Q!C 06QK OK � w LU + m n 3 + + m Job Name=GAYTEVI J J J J J J Job Number=2170821 + + + + + + ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=6 n u u n u u ¢ ¢ ¢ ¢ ¢ I ¢ Wall Description=PIER A •I ll 1 1 1 1 1 1 Jp S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 ` f E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps(Ibffl) 5872 4176 4176 5024 5872 5872 Applied Moment at Mid Ht=Msa Win fl) 2197 52727 42539 53470 28204 44024 Asa(in)=(Ps+As*fy)/ty 0.71 0.66 0.68 0.70 0.71 0.71 k=Sgrt((n*p)Z+2'n*p)-n'p 0.340 0.340 0.340 0.340 0,340 0.340 CE=C ELASTIC=k*d 1.60 1.60 1.60 1.60 1.60 1.60 Icr E(in4)=Icr ELASTIC=n'Ase*(d-CE)Z+1/31 W Cep 70.97 68.79 68.79 69.88 70.97 70-97 Mi=Mae(Wn) 2197 52727 42539 53470 28204 44024 lei(in4)_{(Mcr/M)''Ig+(1-(Mcr/M)')"Icr E)<ly 275 159 241 156 275 226 M2(lb-in)=Msa/(1-(5"Ps"LcZ)/(48`Ec*lei)) 2353 57409 44962 59413 30213 47917 le2(fn4) 275 139 215 133 275 190 �I M3(lb4n) 2353 56166 45278 60600 30213 48699 j1f le3(04) 275 136 212 129 1 275 185 M4(Itiin) 2353 58285 1 45320 60827 30213 48857 ~ IN(in4) 275 136 211 128 275 183 £ M5(Ib4n) 2353 58304 45326 60870 30213 48890 le5(kf4) 275 136 211 128 275 183 M6(ItI 2353 58307 45326 60879 30213 48896 les(In4) 275 136 211 128 275 183 M7(lb•in) 2353 58307 45326 60880 30213 48896 ,I Ie7(In4) 275 136 211 128 275 183 ec/150(kt) 2 1866667I2.1866667 2.1866667 2,1866667(2.1866667 2,1866667 As(in)=(5*MT*LcZ)/(48'EC*let) 0.03 j 1.34 f 0.67 1.48 0.34 E+S is N/A OK Q_I PK OK 2L OK rage -IJU OT 410"1 Job Name = G— Job Number = 2170821.2 Wall Type = 6 Wall Description = PIER A -Wall-Ht=27133333-ft Wati-Weight-at-Mid-Height b = 12 ft Wt of Concrete= 150 pcf c= 14 ft Wall Thickness= 7.25 in. e = 3.50 ft Concentric Load= 2123 plf d = 13.33333 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 6 ft a = b/2 I Roof Weight Joist Span= 50 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 0 psf Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 814.28571 plf r equiv SL = 1696.4286 plf c equiv Lr= 0 plf equiv LL= 0 plf b e Equivalent Wind and Seismic Load P wind = 28.5 psf P seismic= 27.6 psf P wind equiv= 77.4 psf P seismic equiv= 53.3 psf Alternate Concrete Slender Wall Design (ACI 318-11 Sect 14.8) If you need to make modifications to Job Name=GAYTEWAY C ,any other part of the spreadsheet Q WdWA Fiat V .20 (besides the yellow cells the Job Number=217082 6 (password is"save" Wall Type= 6 ` Wall Description=PIER B See ACI 14.82.5 for WO DESIGN SUMMARY distribution of Ndlll Hl Btwn Supports(ft) 27.33333333 concentrated forces WE Total Wall Ht w/Parapet(ft) 27.33333333 MT /� Total Wall Thickness(in) 7.25 —�— ( .1♦. Reveal Depth(in) 0.75 �of _ _ structural Structural Thickness(in) 6.5 t thickness Pier Width(1!i 9.50 Number of Bars Ea Face(or at 14,25 Center)of PMt� D=Dead Load P Concrete strength(Pal) 4000 •) S=Snow Load (1)Layer Lr=Roof Live Load RelMoccsnlent p5 Reber L=Occupancy Live Load it 9"o c. H=Soil Load Max Oa0aelba, L 1871 E=Seismic Load(Ultimate) _ __ _ %of Flexural Capat 97% W=Wind Load 1 D Me Hind v Potential Handand Input OK Applied Loads output S 4Yhet is the controlling type of roof load?Snow or Roof Live Load?(Enter'S'or'Lr) NO We you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live l_ {bads?(YES:fi=1.0,NO:fi=0.5) YES 'Do you have a roof config that prevents snowfrom shedding off the structure?(YES:fz=0.7,NO:f2=0,2) r YES IB the design snow load less than orequal to 30 psf? 0.761 ISeismie:Sds fi= 05 fz= 07 Uniform Concentric Applied Loads(Wc) Dead-D(plf) 702 (tributary wall weight at midheight) Snow-S(pl I 0 i Roof Live-Lr(plI 0 Occupancy Live-L(plf) 0 Soil-H(plf) 0- J Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(lb-ft/ft)=1/2 Moment at Top(lb-fVft)=W E"e MTOP Eccentricity(in) 1 75 Dead-D(plf) 489A738842 D= 71 _ D s. 36 Snow-S(pll 1019.736842 i S= 149 S. 74 Roof Live-Lr(pM)� 0 Lr-( 0 Lr ia 0 _ i Occupancy Live-L(00)' 0 t L=1 0 1 L #0 Soil-H(ph)�� H=1 0 H=` 0 Moment @ Mid-Ht(Ib-ft/ft)=1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP+MBOT) The uniform moments applied to Dead-D(lb-fUft)r —0 0 D=: 0 Me top and bottom of the wall can —( be used to model loads from a Snow-S(Ib-ft/ft) O 0 S== 0 yell above or below,or to model Roof Live-Lr(lb•f l 0 0 Lr=. 0 lateral parapet forces Enter Occupancy Live-L(ID•R/O) 0 0 L-. 0 the Soil-H(Ib-fUft) 0 0 1 H 0 moment induced at Me mid-height 1 _ -_ of the wall being designed and Seismic(Ultimate)-E(lb-ft/ft)' 0 0 E a 0 irr the r Wind-W(b-Rift) 0 '�-0 - W a' 0 moment Note that soil forces are not allowed to counteractwind or seismic forces. In addition,soil forces that Oountefact other forces are not allowed to be factored and should be accounted for in hand calcs. • Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(Ib-ft/ft)=1/8 PLz j Seismic(Ultimate)-E(psf) 37A E=!�302_I Wind-W(psf) 46.5 W=~4343 I _ I Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall J! Dead-D(plf) 2510 Dead-D(lb-ft/ft) 366 Snow-S(pIQ 1020 Snow-S(Ib-if/ft) 74 I r»I Roof Live-Lr(plf) 0 Roof Live-Lr(lb-ft/ft) 0 Occupancy Live-L(plf) 0� Occupancy Live-L(lb-ft/ft) 0 Soil-H(plf)_ 0 Soil-H(lb-ft/ft) 0 Seismic(Ultimate)-E(Ib-ft/ft) 3402 Wind-W(lb-ft/ft) 4863 Note that these totals represent the unfactored forces at the mid-height of the wall gI>tlGd &the self wt of the wall(this spreadsheet automatically calcs wall self wt).P-A effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper fl,h and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(ft) 27 3333333 (Not including parapet) Parapet Height(R) 0 ;(This is used to cat;the self-weight of the wall only) Reber Dia in I A(in)z Total Wall Height(ft) 27.3333333 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength Pc(psi), 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight(pcq 150 calculations.This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy(psi) 60000 tsars required wdhln the pier width you input. 6 0.750 0.44 Per ACI 14,3,6lateral Iles Width of Pier Being Designed(0)_ 1 (Width of pier,or enter i R for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness(in) 7.25 8 1.000 0,79 where ved mint is not req'd as compression Depth of Reveal(in) 0 75 66 9 1.128 1,00 reinf. Thus walls Structural Thickness(in)` 6.50 =Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of Reinf? 1 QK 11 1.410 1.56 method do not need to have confinement steel Vert Reber Size 6 0,44 0.75 in Out in many cases i3 3till Vert Rebar o.o.Spacing(In) a OK advisable,particularly with 2 2 layers of rebar As per foot(in Ift) 0.66 (This is the area of tension steel only) Total As in Pier(in) 0.66 (This is the area of Icn;tOn steel onlj) Number of Bars within Pier(Ea Face) 1.50 ACI Min Cover Re ments Are You Providing Confinement Reinf?i YES -�-- Exposed to Weather:#5&Smaller-1 1/2" Conflnemenl Rebar Size 3 ' 0.375 III1 16&Lafger•2' _ Conc Cover at Ext Side of Wall Exp to Weather/Earth(in) 1.125 Nol Exposed to Weather.fl11 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in) 0.75 Verify cr with Min Depth to Tension Rebar=d(in) 33 (w/2 layers of rebar,d=Struc Width-Max Cover-Confine 0-112 Vert�) hand talcs also Min Vertical Steel Ratio-pv min 0.0025 (pv min may be reduced if the shearforce is low See ACI 21 7,2) Actual Vertical Steel Ratio-p. 0 0076 OI( Based on total wall thk not strut thk=(Rebar A #Layers I Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(in=tt1) 012 IQK IVeA Spy cg f Min Tensile Flexural Reinf 2=As min 2(In'/8)0.13 10I i p 0.0170 1=Asperft/(12'd) r Struc Thk Amax=0.6pb=0.6.0.85'p1"fc/fy'87000/(87000+Illy) 70171 �OK Ec(p9i) 3604997 57000"sgrt(rc) Es(psi) 29000000 • • • d 12 n' 8.0 >Es/Ec e w(In) .=12" Ag(in2fft) 78 =Struc Thk`12 0 06 Pc(psi) 240 Pier Width=bw e c(in) 328 Wall Ht.12 (Si 0.95 Ig(in'/ft) 275 s 1/12'12"Struc Thk' fr(psi) 474 7.5'sqrt(Pc) yt(in) 3.25 *Struc Thk/2 Mcr(lb-in) 40082 =fr'Ig/yt e c/150(in) 218666667 OK Job Name=GAYTEWAY C Job Number=2170821 2 Wall Type=6 Wall Description=PIER B J � J O J + + W O+ N O+ O O J + _ + 2 O O ❑ ❑ J J J + + y 0 o w a _ _ 3 + 3 N } + + + O } N O ❑ ❑ ❑ ❑ O N O O II II II II 11 II II II 7 7 7 0 7 7 7 _ Load Load Load Load Load Load Load Load 'ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12A2.3 i 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5" 16-6 16-7" D 1.4 12 12 1.2 12 1,3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lt 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0-5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(ib/ft) 3514 3522 4644 4644 3522 4108 2259 1877 ( Factored Applied Moment at Mid Ht=Mua(lb•in/ft) 600 960 1942 27997 53071 42743 52496 41860 Pu!Ag(psi) 45 45 60 60 45 53 29 24 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 PC) OK ®K S2K (,�K OK $QK A � OK Ase(in)=(Pu(h/2d)+As"fy)/1y 0.72 0.72 0-74 0.74 0.72 0.73 0.70 0.69 a(in)=(Ase"fy)/(0.05 Why) 1.06 1-06 1.09 1.09 1.06 1.06 1.03 1.02 Cu=C ULTIMATE=a/Qr 1.25 1.25 1.28 1.26 1.25 1.26 1.21 1.20 Icr u(in4)=Icr ULTIMATE=n"Ase"(d-Cu)Z+lWeW'Cu' 31.03 31.03 31.49 31.49 31.03 31.27 30.52 30.37 Mu(lb-in)=Mua/(1-(5"Pu"LcZ)/(0.75"48"Ec"Icr))__1130 1813 4994 72011 100214 _93838 ! 75730 56278_ Mn(lb-in)=Ase`fy"(d-82) 117694 117711 120151 120151 117711 118990 114927 114077 Cu/d 0.38 0.38 0,39 0.39 0.38 0.39 0.37 0.37 _ =023+0.25/(Cu/d) 0.88 0.88 0.86 0.86 0.68 0.87 0.90 0.90 �Mn Qb•11t) 103703 103704 103878 103876 103704 103796 103434 102669 �Mn>Mcr 9 2K OK OK Q� $S ®K OK QK OK Mu/4w 1% 2% 5% 69% 97% 90% 73% 55% POSHW �Mn>Mu 9 f�K OK OK QJiLK OK QjS OK OK N n W + <'1 1� J w + + S O rn rn + + + + Job Name=GAYTEA J J J J J J Job Number=2170821 ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=6 11 II II II If 11 y ¢ ¢ ¢ ¢ ¢ I ¢ Wall Description=PIER B D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 0 0 0 0 0 0 L 1 1 1 1 1 1 / H 1 1 1 1 1 1 E 0 0 0.70 0 0 0-70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps(Ib/lt) 3530 2510 2510 3020 3530 3530 Applied Moment at Mid Ht=Msa(lb•inlft) 1321 31695 29506 32141 16954 30398 Ase(in)=(Ps+As"fy)/fy 0.72 0.70 0.70 0.71 0.72 0.72 k=Sqrt((n"p)Z+2"n"p)-n'p 0.404 0.404 0.404 0,404 0.404 0.404 a Ce=C Eusnc=k'd 1.31 1.31 1,31 1.31 1.31 1.31 Icr E(in4)=Icr ELASTIC=n"Ase"(d-CE)Z+1/3-ew-CO 30.83 30.32 30.32 30.58 30.83 30.83 Mi=Msa(b4n) 1321 31695 29506 1 32141 16954 30398 lei(in4)_{(Mcr/M)'"Ig+(1-(Mcr/M)3)"Icr E}<Ig 275 275 275 275 275 275 M2(lb-in)=Msa/(1-(5'Ps'LcZ)/(48"Ec"l04)) 1376 32622 30369 33279 17659 31663 1e2(in4) 275 275 275 275 275 275 J M3(11 1376 32622 30369 33279 17659 31663 le3(04) 275 275 275 275 275 275 M4(111.,-in) 1376 32622 30369 33279 17659 31663 184(04) 275 275 275 275 275 275 M5Qb•in) 1376 32622 30369 33279 17659 31663 � le5(04) 275 275 275 275 275 275 ` Me(lb-in) 1376 32622 30369 33279 17659 31663 le6(04) 275 275 275 275 275 275 M7(Wn) 1376 32622 30369 ! 33279 17659 31663 Ie7(in4) 275 275 1 275 275 275 275 lcl150(in) 2.1866667 2,1866667 2.1866667 2.1866667 2.1B66667 2.1866667 As(in)_(5"MT"LcZ)/(48'Ec'ley) 0.02 0.37 _ 0.34 0.36 020 E+S is NIA UK OK QK Q}$ I OK OK �1 � 1 Alternate Concrete Slender Wall Des,In (ACI 318-11 Sect 14.8) If you need to make modification to Job Name=GAYTEWAY C any other part of the spreadshec besideso yellow calla the Job Number=2170621.2_4 �� pa4sword4H^fd lS-4�. � Wall Tynea 91222426 'Wall Description DOCKDOOR PIER A See ACI 14.8 2 5 for WO I DESIGN SUMMARY distribution of Wall Ht Btwn Supports(11), 27,33333333 concentrated forces WE Total Wall Ht wl Parapet(Ill 27.33333333 e MT ^ Total Wall Thickness" 7.25 r \W ZL of Reveal Depth(in) 0675 ^D structural Structural Thickness(In) 5.5 thickness Pier Width(ft) 1.75 Number of Bars Ea Face(or at 4,00 Center)of Pier D=Dead Load P Concrete Strength(psi) 4000 S=Snow Load �--'�t��11.11111141_ Lr=Roof Live Load1 L=Occupancy Live Load f 5"o.c. H=Soil Load Max Deflection) L 1377 E=Seismic Load(Ultimate) %of Flexural Capacity 57 W=Wind Load Me Hand Input Potential Hand Input OK Applied Loads ( Output S jWhat is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or"Lr") NO 'Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 lost,or parking garage live Illoads?(YES:fl=1.0,NO:ft=0.5) I ( YES Do you have a roof config that prevents snow from shedding off the structure?(YES:f2=0.7,NO:f2=0.2) ( YES Is[he design snow load less than or equal to 30 psf? 0.761 Seismic:Sds ft= 05 T fz= 07 Uniform Concentric Applied Loads(Wc) Dead-D(plf)_ 3185 (tilbut"wall weight at midheight) Snow-S(plf) 0 Roof Live-Lr(pl11 0 Occupancy Live-L(plf) 0 Soil-H(plf) 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(lb-ft/ft)=1/2 Moment at Top(lb-ft/ft)=W E'e Eccentricity(in) 1.75 MTOP Dead-D(plf). 1071.428571 D z 156 D a 78 Snow-S(plf) 2232.142� S= 326 S= 163 Roof Live-Lr(pit) 0 Lr= 0 Lr= 0 Occupancy Live-L(plf) 0 L a 0 L a 0 Soil-H(plf)� 0. H= 0 H= 0 Moment @ Mid-Ht(lb-ft/ft)=1/2 Uniform Moments Applied (Mt'w.l (Moat) (MTOP+MBOT) The uniform moments applied to Dead-D(lb-ft/ft) 0 0 D=1 0 Me top and bottom of the wall can f' be used to model loads from a Snow-S(Ib-ft/ft) 0 0 S'I 0 wall above or below,or to model Roof Live-Lr QtrNfl) 0 0 Lr= 0 lateral parapet forces. Enter Occupancy Live-L(lb-ft/ft) 0 0 L= 0 aoslWe numbers to htCm=the r moment Induced at the mid-height Soil-H(Ib-fUft)', 0 0 H=I _0_ of the wall being designed and Seismic(Ultimate)-E(lb•N1t) 0 -5886 E -2943 neasitive numbersthe Wind-W Qb•ftM D. -7415 W= -3707 moment NOW that soil forces are not allowed to counleractwind or seismic forces. In addition,soil forces that OOunleraid0her forces are not allowed to be factored and should be accounted for in hand talcs. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(lb-f lft)=1/8 PL2 Seismic(Ultimate)-E(psf) 808, E= 7040 Wind-W(psf) 101 B W 9506 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plf) 5495 Dead-D(lb-ft/ft) 78 Snow-S(plf) 2232 Snow-S(lb-ft/ft) 163 Roof Live-Lr(plf) 0 Roof Live-Lr(Ib-8/ft) 0 Occupancy Live-L(plf) 0 Occupancy Live-L(Ib-ftlft) 0 Soil-H(plf) 0 Soil-H(Ib-ft/ft) 0 Seismic(Ultimate)-E(lb-ft/ft) 4603 Wind-W(lb-Rift) 5798 Note that these totals represent the unlaclQ forces at the mid-height of the wall jQq(gdiQ,Qthe self wt of the wall(this spreadsheet automatically calcs wall self wt).P-o effects have nof been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper ft,r2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. .y '-� Wall Parameters Wall Height Between Supports(It) 27 3333333 (Not including parapet) Parapet Height(It) 0 This is used to calc the sell-wai ht of the wall only) Reber Dia in A W Total Wall Height(ft 27 3333333 The width of the pier doesn't affect the structural 3 0.375 0.11 1 ' design since loads are input per linear foot Pier I Concrete Strength fc(psi) 4000 width Is for your reference so you can track your 4 0.500 0.20 Concrete Unit Weight(pcf), 150 calculations-This does calculate the actual numberol 5 0.625 0.31 Reber Yield Stress fy(psi)F 60000 _1 bars required within the pier width you input 6 0,750 0.44 Per ACI 14,3 6 lateral ties Width of Pier Being Designed(It) t (Width of pier,or enter 10 for analyzing unit width) 7 0375 0.60 need not be provided Total Wall Thickness(in) 7.25 8 11000 0.79 where vent reinf is not req'd as compression Depth of Reveal pn)I 075 1 65 9 1.128 1,00 reinf Thus walls Structural Thickness(in)I 6 50 =Total Thk-Reveal Depth 10 1.27C 1.27 designed using this (1)or(2)Layers of Reinf7 2 IQK 11 1,410 1.56 method do not need to -- have confinement steel, Vert Reber Size 5 I 0.31 kl' I 0.625 in But in many cases is still Vert Reber o.c.Spacing(in). 5,25 QK advisable,particularly with x 2 layers of rebar As per foot(in/lt) 0.70 1(This is the area of tension steel only) Total As in Pier(in) 0.70 (This is the area of Ignswn steel only) Number of Bars within Pier(Ea Face) 2 29 ACI Min Cover Reqments: Are You Providing Confinement Reins? YES Exposed to Weather:#5&Smaller-1 1/2" Confinement RebarSize 3 0.375 in #6&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth On)i 1.5 Not Exposed to Weather:)#1 l &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in) 075 Verify d"with Min Depth to Tension Reber=d(in) 4:3 (wl 2 layers of rebar,d=Struc Width-Max Cover-Confine 0-112 Vert @) bend cabs also I Min Vertical Steel Ratio-po min_ 0.0025 _ (pv min maybe reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-p� 0,0161 Based on total wall thk not struc thk=(Reber A`#Layers/Spacing)I(Total Thk) Min Tensile Flexural Reinf 1=As min 1(in2[t) 0.16 WOK Vert 5 -1 Min Tensile Flexural Reinf 2=As min 2(in2/ft)I 0.17 i!2K r pc9 _ p 0.0136 =As per ft/(12•d) j • r~ Struc Thk pmax=0.6pb=0.6"0.85 pi"fc I fy 87000/(87000+fy)1 0.0171 ,QK Ec(psi)( 3604997 =57000`sgrt(fc) - Es(psi) 2� 9000000 • • • Td. n(r 8.0 �=Es/Ec • • •_ e w(in) 12 -12" Ag(in2/ft) 78 _ !'Struc Thk"12 0.06 fc(psi) 240 ' , Pier Width=bw l lc(in) 328 =Wall Ht"12 JJ p1 0.85 Ig(in'/fit) 275 =1/12'12"Struc Thk' fr(psi) 474a7.5"sgrt(fc) yt(in) 3.25 =Struc Thk/2 Mcr(lb-in) 40082 =fr"Ig/yt Q c/150(in)!2 18666667 OK Job Name=GAYTEWAY C Job Number=2170821 2 Wall Type=21 22 24 25 Wall Description=DOCKDOOR PIER A J �i J J J p J + } O + + p O + n n + + S LU + O O J ❑ J J J + + ❑ N D N + + + + + + O O II II II II II II II II 7 7 7 7 7 7 7 7 Load Load Load Load Load Load Load Load 'ASCE 7 IBC-2012 Combo Cnmhn Cnmhn Cnmhn Cnmhn Combo Combo Combo 12.4.2,3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5" 16-6 16-7` D 1.4 1.2 1.2 1.2 12 1,3522 0.9 0,7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 1 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1'0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu 1 7693 7710 10165 10165 7710 8993 4945 4109 Factored Applied Moment at Mid Ht=Mua(lbdnm) 1313 2102 4250 39040 71681 57874 70424 55940 Pu/Ag(pet) 99 99 130 130 99 115 63 53 Vert Stress at Mid-Ht Wall ok7 Pu/Ag<0.06 fe? (}fit OK OBI tiK OK CK OK OK Ass(in2)=(Pu(h/2d)+As'fy)I ty 0.80 0.80 0.83 0.83 0.80 0.81 0.76 0.75 a(in)=(Ase"fy)/(0.854fc'Iw) 1.17 1.17 1.22 1.22 1.17 1.20 1.12 1.11 Cu=C ULTIMATE=a/Pi 1.36 1.38 1.43 1.43 1.38 1.41 1.32 1,30 Icr u(in4)=Icr ULTIMATE=n'Ase"(d-Cu)Z+113"8W'Cu° 65.70 65.71 67.04 67.04 65.71 66.41 64.16 63.71 Mu(lb-in)=Mua/(1-(5"Pu'Lc2)/(0.75"48'Ec'Icr))= 2550 4091 11438 105069 I{ 139543 131906 103469 76351_ Mn(lb-in)=Ase"fy`(d-Q) 178364 178405 184171 184171 178405 181428 171812 169797 Cu Id 0.32 0.32 033 033 0.32 0.33 0.31 0.30 4=0.23+0.25/(Cu/d) 0.90 0.90 0-90 0.90 0.90 0.90 0.90 0.90 �Mn(lb-in) 160528 160564 165754 165754 160564 163285 154631 152817 �Mn>Mcr 9 OK OK OK OK OK OK OK Mu/d8k1 2% 3% 7% 63% 67% 81% 67% 50% POSITIVI �Mn>Mu 7 OK OK O-K QK ON _91K OK _9K OK N r > + + + Job Name=GAYTEVI J J J J J J Job Number=2170821 ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=21 22 24 u II n u II u < < < < < ¢ Wall Description=DOCKDC O 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr o 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 n n7n n n n70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps(IWft) 7727 5495 5495 6611 7727 7727 Applied Moment at Mid Ht=Msa(lb•IMft) 2891 42685 39605 43662 23765 41558 Ase(in2)=(Ps+As"fy)/fy 0.83 0-79 0.79 0.81 0.83 0.63 k=Sort((n"p)Z+2'n'p)-n`p 0.370 0.370 0.370 0.370 0.370 0.370 CE=C ELASTIC=k"d 1.60 1.60 1.60 1.60 I 1.60 1.60 Icr E(in4)=ICr ELASTIC=n'Ase"(d-CE)Z+1/3,tW'W 65.52 63.32 63.32 1 64.42 65.52 65.52 Mi=Msa(Ibdt1) 2891 42685 39605 43662 23765 41558 lei(in4)_[(MCr/M)3"Ig+(1-(Mcr/M)')"Icr E)<Ig 275 23B 275 227 275 253 M2(lb-in)=Msa/(1-(5`Ps'LcZ)/(48`Ec`11+)) 3168 45982 42231 48007 26042 45915 le2(In4) 275 203 244 187 275 205 M3(Ib-n) 3168 46601 42586 49061 26042 47085 lea(IM) 275 198 239 179 275 195 M4(lb-In) 3168 46721 42646 49323 26042 47413 1e4(104) 275 197 239 177 275 192 Ms(Ib4n) 3168 46744 42656 49389 26042 47505 ley(Ind) 275 197 239 177 275 191 M6(Ib4n) 3168 46748 42658 49405 26042 47532 les(111 275 197 `239 177 275 191 M7(11 3168 46749 42659 49410 26042 47539 le7(in4) 275 196 239 177 275 191 C c/150(in) 2:1866667 2.1866667 2.1866667 2.1066667 2.1866667 2.1866667 As(in)_(5"M7"LcZ)/(48"Ec"lei) 0.04 0.74 0.56 0.87 0.29 E+S is N/A OK 0a4 P-K P1 I O rage-i-it or 4n-i Job Name = Job Number = 2170821.2 Wall Type = 2122 24 25 -� Wall Description = DOCKDOOR PIER A Wall Ht= 27.33333 ft Wall Weight at Mid Height b = 9 ft Wt of Concrete= 150 pcf c = 10 ft Wall Thickness= 7.25 in. e = 1.75 ft Concentric Load= 3185 plf d = 17.33333 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 4.5 ft a = b/2 Roof Weight Joist Span= 50 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 0 psf Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 1071.4286 plf equiv SL= 2232.1429 plf c equiv Lr= 0 plf equiv LL= 0 plf b e Equivalent Wind and Seismic Load P wind = 28.5 psf P seismic= 27.6 psf P wind equiv= 101.8 psf P seismic equiv = 80.8 psf J Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) lip� If you need to make modifications to Job Name=GAYTE.VAY C 5W any other part of the spreadsheet besides the yellow cells the Job Number=2170821,20 password is"cane" ' Wall Type.= 2023 MCA= Wall Description=MANDOOR See ACI 14.8.2.5 for We OF-SIGN SUMMARY distribution of Wall Ht Btwn Supports(it) 27.33333333 concentrated forces WE Total Wall Ht w/Parapet(ft)I 27,33333333 MT ^ Total Wig TMkkMss pn)i,— e 7.25 r \W 1�of Reveal Depth(in) 0.75 structural Structural Thickness(Intl 6.5 thickness Pier Width(R) 12.50 Number of Bars Ea Face(or atl 13,64 Center)of Plar D=Dead Load P Concrete Strength(pit) 4000 S=Snow Load (1)Layer Lr=Roof Live Load Relnrorcemant� #6 Reber @ L=Occupancy Live Load 1 11"o.c. H=Soil Load Max DgI0el10nl L 11050 E=Seismic Load(Ultimate) /of Flexural CapaeRY,, 95 W=Wind Load p Me Hand Input \\J/ Potential Hand Input Applied Loads r output 1 S What is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or"Lr") NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 lost,or parking garage live 1*11W(YES:fi=1.0.NO:fi=0.5) YES Do you have a roof config that prevents snow from shedding off the structure?(YES:f2=0.7.NO:f2=0.2) YES Is the design snow load less than or equal to 30 pOf9 0.761 Seismic:Sds 1 == 0-5 fz= 0.7 Uniform Concentric Applied Loads(Wc) Dead-D(pit) 330 _ (tributary wall weight at midheight) Snow-S(pit) 0 Roof Live-Lr(plp, 0 Occupancy Live-L(off) 0 Soil-H(plf) 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(Ib-ft/ft)=1/2 - Moment at Top(lb-ft/ft)=WE'e P Eccentricity(in) 1.75 MTO_ Dead-D(plf) 380 D= 55 D=1 28 Snow-S(plf) 791.6666667 S= 115 S= 58 Roof Live-Lr(pin 00 Lr= 0 Lr- Occupancy Live-L(pin L= 0 L= 0 Soil-H(plf)l 0 H= 0 H= 0 Moment @ Mid-Ht(Ib-ft/ft)=1/2 Uniform Moments Applied ( 1-} (Mew) (MTOP+MeoT) 11 The uniform moments applied to Dead-D Will )I 0 0 I D 0 the top and bottom of the wall can Snow-S(lb.") 0 S= 0 be used to model loads from a wall above or below,or to model Roof Live-Lr(lb41a) 0 0 Lr=i 0 lateral parapet forces. Enter Occupancy Live-L(le-ili } 0 0 L 0 00 �to in the moment induced at the mid-height Soil-H(Ib M) 0 0 H= 0 of the wall being designed and Seismic(Ultimate)-E(Ib-ft/ft) 0 0 E 0 neaatrvenumlaers to reduce the W ind-W(Ib•ft* 0 0 W 0 moment Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteract offler forces are not allowed to be factored and should be accounted for in hand talcs. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(Ib-ft/ft)=1/8 PL2 Seismic(Ultimate)-E(psf); 34.0 Em 3172 Wind-W(psf) _ 36.1 _ W=r 3371 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(pin 1949 Dead-D(lb-ft/ft)_ 28 Snow-S(plf) 792 Snow-S(lb-Rift) 58 Roof Live-Lr(pin 0 I Roof Live-Lr(lb-fl/ft) 0 Occupancy Live-L(plf) 0 Occupancy Live-L(lb-fifft) 0 Soil-H(pit)_ 0 Soil-H(lb-ft/ft) _ _0 Seismic(Ultimate)-E(lb-ft/ft) 3172 Wind-W(Ib-ft/ft)~ 3371 Note that these totals represent the un(a¢jQjgQforces at the mid-height of the wall includin the self wt of the wall(this spreadsheet automatically talcs wall self M).P-d effects havej=been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the leads so that the proper fl,f2 and f3 load factors are properly applied Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. } Wall Parameters IWall Height Between Supports(ft) 27.3333333 (Not including parapet) Parapet Height(ft)1 0 This is used to talc the setf-vet ht of the wall only) Rebar Die (in A fin' r Total Wall Height(It r 27. 3333333 The width of the pier doesn't affect the structural 3 0.375 011 1 design since loads are input per linear foot Pier r` Concrete Strength Pc(psi)1 4000 widIh Is for your reference so you can track your 4 0.500 0.20 Concrete Unit Weight(pd 1_ 150 calculations.This does calculate the actual number o 5 0.625 0.31 Rebar Yield Stress fy(psi)' 60000 bars required within the pier width you input 6 0.750 0.44 Per ACI 14.3 6 lateral ties Width of Pier Being Designed(0) 1 (Width of pier,or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness(n) 725 8 1.000 0.79 where van remf is not { req'd as compression Depth of Reveal(in)� 0.75 85 g 1.128 1.00 remf. Thus walls Structural Thickness on) 6.50 =Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of Reinf? 1 Qli 11 1_410 1.56 _.� method do not need to have confinement steel. Vert Rebar Size 6 0.44 li° C 0.75 �In But in many cases is still Vert Rebar o-c.Spacing(In) 11 OK advisable,particularly with 2 layers of rebar As per foot(mx M) 048 (TTjds is the area of tension steel only) Total As in Pier(in) 0.48 (TMSis the area of tens on steel only) Number of Bars within Pier(Ea Face) 1.09 ACI Min Cover Regments Are You Providing Confinement Remf9` NO_ Exposed to Weather'#5&Smaller-1 1/2" Confinement Rebar Sizes 3 Odin 96&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(In) Not Ex sect to Weather: 11 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(In) 0.75 Verify d,with Min Depth to Tension Rebar=of(m) 3.3 (Wif 2 layers of rebar,of=Struc Width-Max Cover-Confine -1/2 Vert 4) hand talcs also Min Vertical Steel Ratio-p,min 0A025 (pv min may be reduced if the shearforce is low See ACI 217 2) Actual Vertical Steel Ratio-p. 0.00�QK Based on total wall thk not strut thk=(Rebar A'#Layers/Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(inzM) 0.12 2 ,Vert Spcg i Min Tensile Flexural Reinf 2=As min 2(in2M), 0.13 f — t TISIt- Ec p 0.0124 =As per ft I(12 1 d) • • •_ t pmax=0.6pb=0610.851p1"fc/fy'87000/(87000+fy) 0.0171(psi) 3604997 =57000•sort(Pc) Es(psi)it 29000000 • • • n 80 ■Es/Ec [T_ e w(in) 12 �=12" Ag(inirlt), 78 t•Struc Thk"12 I0.06 fc(psi) 240 �, Pier Width=trw ec(in)i 328 =Wall Ht"12 111 pt 0.85 Ig IR) 21=1112.121 Struc Thk' fr(park 474 i=7.5'sgrt ft) yt on, 125 s Struc Thk/2 r Mcr(Ib4n) 40�•fr"Ig/yt e c/150(in) 2.18668667 Job Name=GAYTEWAY C 1 Job Number=2170821 2 J` Wall Type-20 23 Wall Description=MANDOOR •-I J O 3 O z J J J + } O + I + I OO O O ❑ m f J a n�i, 3 N N ❑ ❑ ❑ ❑ ❑ + ❑ p V N Ci N N O II II II II 11 II II II J 7 7 7 7 7 ❑ Load Load Load Load I Load Load Load Load 'ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5" 16-6 16-7' D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 $ 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 1 0 L 0 1.6 0,5 0 0.5 0.5 0 0 H 0 1.6 1 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1-0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu QW) 2728 2734 9605 3605 2734 3169 1754 1457 Factored Applied Moment at Mid Ht=Mua(lb-in/ft) 466 745 1507 21735 I 41201 38999 1 40755 36313 Pu/Ag(psl) 35 35 46 46 35 41 22 19 Vert Stress at Mid-HI Wall ok?Pu/Ag<0.06 fC?I OK OK OK Q1 PIK OK PA OK OK Ase(in)=(Pu(h/2d)+As"fy)/fy, 0 53 0.53 0.54 0.54 0.53 0.54 0.51 0.51 a(in)=(Ase"fy)/(0.Wfc*" 0.78 0.78 0.60 0.60 0.78 0.79 0.75 0.74 Cu=C ULTIMATE=a/p, 0.91 0.91 0.94 0.94 0.91 0.93 0.68 0.88 Icr u(in4)=Icr ULTIMATE=n"Ase'(d-Cu)2+I/Wiw-CL? 2622 26.22 26.61 26.61 26.22 1 26.43 25.78 25.64 Mu(lb-in)=Mua/(1-(5"Pu"LC2)/(0.75'48'Ec'Icr))= 818 _ 1313 3438 49573 72562 78033 56763 I 50120 Mn(lb-in)=Ase"fy"(d-912) 90575 90590 92735 92735 I 90590 917133 88152 87410 Cu/d 0.28 0.28 0.29 0.29 0.28 0.28 0.27 0.27 =0.23+0.25/(Cu/d) 0.90 0.90 0.90 0.90 0.90 0.90 0-90 0-90 �Mn Win) 81517 81531 83462 83462 81531 _ 82542 79337 78669 �Mn>Mcr? OK OK OK QjS OK OK OK OK Mu/4f1Ar1 1% 2% 4% 59% 89% 95% 72% 64% PQ$ITIVI �Mn>Mu? OK OK Q!j QK OK QK a OK OK N n N Lu >>} M r > + + d N + Job Name=GAYTEVI J J J J J J Job Number=2170821 ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=20 23 II II It II II II ¢ ¢ ¢ ¢ ¢ ¢ Wall Description=MANDOC D 1 1 1 1 1 1 $ 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps(lb/ft)_ 2740 1949 1949 2345 2740 2740 Applied Moment at Mid Ht=Msa(lb-in/ft) 1025 24606 26978 24952 13162 27670 Ase(in')=(Ps+As"fy)/fy 0.53 0.51 0.51 0.52 0.53 0,53 k=Sgrt((n"p)2+2'n'p)-n-p 0.357 0.357 0.357 0-357 I 0-357 0.357 CE=CELASTIC=k"Ell 1J15 1.16 1.16 1.16 1.16 1.16 Icr E(in4)=Icr ELASTIC=n'Ase"(d-CE)Z+1/3-(WCe' 24.78 24.32 24-32 24.55 24.78 24.78 Mi=Msa(Ib4n) 1025 24606 26978 24952 13162 27670 lei(in4)_{(Mcr/M)'"Ig+(1-(Mcr/M)')"Icr E}<Ig 275 275 275 275 275 275 M2(lb-in)=Msa/(1-(5"Ps"LC2)/(48 Ec'lei)) 1058 25161 27586 25633 13583 28556 le2(in4) 275 275 275 275 275 275 M3(Ib-in) 1058 25161 27586 25633 13583 28556 le3(inll) 275 275 275 275 275 275 M4(lb4n) 1058 25161 27586 25633 13583 28556 le4(ln4) 275 275 275 275 275 275 Ms(lb•4n) 1058 25161 27586 25633 13563 28556 le5(ln4) 275 275 275 1 275 275 275 M6(lb4n) 1058 25161 27586 25633 13583 28556 les(kA) 275 275 275 275 275 275 M7(lb4n) 1058 25161 27586 25633 13583 J28556le7(m4) 275 275 275 275 275 e c/150(in) 2 1866667 2.1866667 2,1866667 2.1866667 2.1866667 2As(in)_(5'MZ"Lc2)/(48'Ec'lei) 001 0.28 0.31 0.29 0.15 E 2K QJS OK - �K rage-wi or 4n-1 Job Name = Job Number = 2170821.2 Wall Type = 20 23 '1 Wall Description = MANDOOR Wall Ht= 2733333 ft Wall Weight at Mid Height b = 6666667 ft Wt of Concrete= 150 pcf c= 7 166667 ft Wall Thickness= 7.25 in. e = 12.50 ft Concentric Load= 330 pif d = 20.16667 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 3.333333 ft a = b/2 Roof Weight I Joist Span= 50 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 0 psf Live Floor= 0 psf 1 eccentricity 1.75 inch I i equiv DL = 380 plf equiv SL = 791.66667 plf c equiv Lr= 0 plf �j equiv LL= 0 plf —� b e Equivalent Wind and Seismic Load P wind = 28.5 psf P seismic= 27.6 psf P wind equiv= 36.1 psf P seismic equiv = 34.0 psf �1 .J a s� J Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) 2,40 +1� If you need to make modifications to Job Name=GAYTEWAY C e / any other part of the spreadsheet D —„_ besides the yellow cells the Job rNumber Type=2170821�V20 i paeswoid is"save" �Hype Wall Description-PIER A See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports(t$ 27.33333333 concentrated forces WE Total Wall Ht wl Parapet(fq�27.33333333 MT Total Wall Thickness(M) 7.25 e-y fr of —� Reveal Depth(In) 075 structural Structural Thickness(In) 6.5 thickness Pier Width(M 3,17 Number of Bars Ea Face(or st 6.00 Center)of PIK D=Dead Load P Concrete Strength(psi) 4000 S=Snow Load L (2)Layer i Lr=Roof Live Load RU»lorelmeM u5 Rebar @ L=Occupancy Live Load 5"o.c. H=Soil Load Max Deflection L 1167 E=Seismic Load(Ultimate) %of Flexural Capacity 97 W-Wind Load n Me Hand Input OK Potential Hand Input Applied Loads Output F S l What is the controlling type of roof load?Snow or Roof Live Load?(Enter'S"or"Lr") �—NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live loads?(YES:h=1.0.N0:fi=0.5) YES ~Do you have a roof config that prevents snow from shedding off the structure?(YES:1`2=0.7,NO:1`2=0,2) YES Is the design snow load less than oregUal to 30 psf? 0 761 Seismic:Sds fl= 05 f2= 0.7 Uniform Concentric Applied Loads(Wc) Dead-D(plo 2347 (tributary wall weight at midheighq Snow-S(plf) 0 Roof Live-Lr(plf) 0 Occupancy Live-L(plf) 0 Soil-H(plf) 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(Ib-fl/ft)=1/2 Moment at Top(lb-ft/ft)=WE a Eccentricity(in), 1,75 MTOP_ Dead-D(plf). 868.4210526 D= 127 D= 63 Snow-S(plf) 1809.210526 - S= 264 S= 132 Roof Live-Lr(plf) 0 Lr= 0 Lr= 0 Occupancy Live-L(pin 0 L= 0 L= 0 Soil-H(plQi 0 H= 0 H= 0 Moment @ Mid-Ht(Ib-ft/ft)=112 Uniform Moments Applied (LErdv$ (lAenr) (NITOP+MeoT) The uniform moments applied to Dead-D(PodtIR)Ir—_ 0 0 D e 0 1 the top and bottom of the wall can Snow-S(Ib-ftM)I 0 0 S_ 0� be used to model loads from a wall above or below,or to model Roof Live-Lr(RAA) 0 0 Lr 0 lateral parapet forces. Enter Occupancy Live_L(Ib tVrt) 0 0 L 0 the moment induced at the mid-height Soil-H(Ib-ft/ft)l 00 0 H=1 0 of the wall being designed and Seismic(Ultimate)-E W V11)I u 0 E=f:- 0 tteoalrve numbers to reduce the Wind-W(Ib.*M 0 0 W=~ 0 moment. N.I.that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that Counteract other forces are not allowed to be factored and should be accounted for in hand talcs. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(lb-f/ft)=1/8 PL2 Seismic(Ultimate)-E(psf), 56.0 E= 5232 Wind-W(psf) 82.5 W= 7705 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plo 4454 7 Dead-D(lb-f/ft) 63 Snow-S(plf) I809 Snow-S(lb-ft/ft) 132 Roof Live-Lr(plf) 0 Roof Live-Lr(Ib-ft/ft) 0 Occupancy Live-L(plf) 0 Occupancy Live-L(Ib-ftlft)--------0--��--��� Soil-H(plf) 0 �- Soil-H(Ib-ft/ft) u l Seismic(Ultimate)-E(lb-f/ft)r 5232 Wind-W(Ib-ft/ft) 7705 Note that these totals represent the uiA forces at the mid-height of the wall fnclud)h the self wt of the wall(this spreadsheet automatically talcs wall self wry.P-A effects haveDat been accounted for These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper fi,h and f3 load factors are properly applied- Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters IWall Height Between Supports(ft) 27.3333333 (Not including parapet) Parapet Height( 0 This is used to calc the seN•wa' ht of the wall only) Rebar Dia in A fin ` Total Wall Height Ot 27 3333333 The width of the pier doesn't affect the structural 3 0.375 0.11 design since loads are input per linear foot Pier Concrete Strength Pc(pei) 4000 4 0.500 0.20 width Is for your reference so you can track your Concrete Unit Weight( 150 1 calculations.This does calculate the actual number 5 0.625 0.31 Rebar Yield Stress fy(ps{)I, 60000 li bars raquifcb within the pier width you Input 6 0.750 0.44 Per ACI 14.3.E lateral ties Width of Pier Being Designed(d) 1 (Width of plat,or enter 1 it for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness(in) 7.25 8 1,000 0.79 where vert reinf is not req'd as compression Depth of Reveal pn)t 0.75 as 9 1.128 1.00 remf, Thus walls Structural Thickness(in) 6.50 =Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of Reinf? 2 Q(� 11 1.410 1.56 method do not need to have confinement steel Vert Reber Sizor 5 0.31 Nt° 0.625 Jin But in many cases is still Vert Reber o-a Spacing(in) 4.75 OK advisable,particularly with 1 2 layers of rebar As per foot(tn M) 078 (This is the area of IMSiM steel only) Total As in Pier(MI), 0.78 (This is the area of tension steel only) Number of Bars within Pier(Ea Face) 2.53 ACI Min Cover Reqments: Are You Providing Confinement Reinf? NO Exposed to Weather:#5&Smaller-1 1/2" Confinement Reber Size' 3 1 0 in #6&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(in) 2 Not Exposed to Weather:1#11 &Smaller=3/4" �. Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in) 0.75 y Verify d"with Min Depth to Tension Rebar=d(In) 4.2 (wl2layers of rebar,d=Struc Width-Max Cover-Confine 1/2 Vert�) hand calcs also J Min Vertical Steel Ratio-p.min 00025 (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-p. 00178 QK Based on total wall thk not struc thk=(Reber A"#Layers/Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(inZ/ft)_0.18 ION Vert Spcg Min Tensile Flexural Reinf 2=As min 2(inZ/ft), 017 ION ` TSTIthrk p 0.0154 =Asperft/(12"d) •_ _ c pmax=0.6 pb=0.6"0.85`pi"fc l fy`87000/(87000+fy), 0.0171 1OK 111 Ec(psi) 3604997 =57000"sgrt(fc) Es(psi) 29000000- • • • d n 8.0 —Es/Ec Ew(in) 12 12" Ag(inZ/ft) 78 _ -Struc Thk"12 I0 06 Pc(psi) 240—(I T Pier Width=bw 1 Cc(in) 3228 Wall Ht"12 111 pi 0.85 �l Ig(ire 275 1/12"12"Struc Thk' fr(psi) 474 =7.5`sgrt(Pc) yt(in)I 3.25 Struc Thk/2 Mcr(1b-In) 4008�=fr"Ig/yt t c/150(in)1 2.18666667+ j oK Job Name=GAYTEWAY C _ Job Number-21708212 Wall Type=26 Wall Description=PIER A J J _J J + + O Lu # + + 2 } = O O ❑ ❑ J J J + + D N O N U + + + + + + O ❑ ❑ ❑ ❑ � N m O O II 11 II II II II II II 7 7 7 7 7 7 7 7 Load Load Load Load Load Load Load Load 'A$+CE 7 IBC-?.01: Combo Combo Combo Combo Combo Cnmhn (lnmhn Cnmhn 19 d?3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5' 16-6 16-7" D 1 A 1-2 1.2 1.2 1.2 1.3522 09 07478 $ 0 0.5 1.6 1.6 0.5 0.7 0 0 1 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 110 W 0 0 0 0.5 1 0 1 0 Far,hred Axial I oad at Mid Ht=Pu(IWII) 6235 1 6249 1 8239 1 8239_1 6249 7289 4008 3330 Factored Applied Moment at Mid Ht=Mua(Ibdn/ll) 1064 1703 3445 49672 94158 64924 93139 63356 Pu/Ag(psi) 80 80 106 106 80 93 51 43 Vert Stress at Mid-Ht Wall ok?Pu I Ag<0,06 fC9 OK .Q6 OK QK 0(G OK OA ) £3K Q_K Ase(in2)=(Pu(h/2d)+As`fy)/fy 0.86 0.86 0.88 0.88 0.86 0.87 0.83 O.B2 a(in)=(Ase"fy)/(0.854C*" 1.26 1.26 1.30 1.30 1.26 1.28 1.22 1.20 Cu=C ULTIMATE=a 131 1.48 1A8 1.53 1.53 1.48 1.50 1.43 1.42 Icr a(in4)=Icr ULTIMATE=n"Ase"(d-Cu)2+t13`(W CuJ 63.42 63.43 64.46 64.46 63.43 63.97 62.27 61.92 Mu(lb-in)=Mua/(1-(5"Pu"LC2)/(0.75"48`Ec`Icr)) 1795 2879 7326 105639 159143 123026 127032 81534 Mn(lb-in)=Ase"fy"(d-e12) 182694 182726 187220 187220 182726 185081 177595 176029 Cu/d 0.35 0.35 1 0,36 0.36 0.35 0.36 0.34 0.34 ¢=0.23+0.25/(Cu/d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ¢Mn Win) 164425 164453 168498 168498 164453 166573 159836 158426 OMn>Mcr 9 Q_K OK pL QK Q OK I QL< OK OK Mu!*Mn 1% 2% 4% 63% 97% 74% 79% 51% POSITIV Wn>Mu7 QK OK a OK OK QK OK OK N N > Lu N + C>1 + + + rn Job Name=GAYTEVI J J J J J J Job Number=2170821 ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=26 u u n u u u ¢ ¢ ¢ ¢ ¢ ¢ Wall Description=PIER A D 1 1 1 1 1 1 S 1 0 0 0-5 1 1 Lf 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 1 0.6 0.3 0 Axial Load at Mid Ht=Ps(IbM) 6263 4454 4454 5358 6263 6263 Applied Moment at Mid Ht=Msa(Ib-inM) 2343 56233 44712 57024 30079 46295 Ase(in)=(Ps+As"fy)/N 0.88 0.85 0.85 0.86 0.88 0.88 k=Sqrt((n"p)2+2'n`p)-n'p 0.389 0.389 0.389 0.389 0.389 0.389 CE=C ELASTIC=k"d 1.63 1-63 1.63 1.63 1.63 1.63 Icr E(in4)=Icr ELASTIC=n"Ase`(d-CE)2+113'(W"CE' 63.60 62.01 62.01 62.80 63.60 63.60 M1=Msa(IbAn) 2343 56233 44712 57024 30079 46295 lei(in4)_{(Mcr/M)'"Ig+(1-(Mcr/M)')"Icr E)<Ig 275 139 215 136 275 1 201 M2(lb-in)=Msa/(1-(5"Ps"Lcz)/(48`Ec"lei)) 2522 62453 47786 64959 32375 51272 le2(04) 275 118 187 113 275 164 M3(Ib-in) 2522 63692 48277 66928 32375 52513 le3(m4) 275 115 184 108 275 157 M4(lb-in) 2522 63930 48356 67389 32375 52828 le4(in4) 275 114 183 107 275 156 Ms(lb-in) 2522 63975 48369 67495 32375 52907 le5(in4) 275 114 183 107 275 1 155 M6(lb-in) 2522 63983 48371 67519 32375 52928 le6(e14) 275 114 183 107 275 155 M7(lb-in) 2522 63985 48372 67525 32375 52933 Ie7(in4) 275 114 183 _10T _275 155 ec/150(In) 2.1866667 2,1866667 2-1866667 2.1866667 2.1866667 2.1866667 As(in)_(5'M7"LC2)/(48`Ec"lei) 0.03 1.74 0.82 1.96 0.37 E+S is N/A OK 94OK OK 0 QK OK rage 140 oT 40 1 Job Name = Job Number = 2170821.2 Wall Type = 26 Wall Description = PIER A Wall Ht= 27.33333 ft Wall Weight at Mid Height b = 12 ft Wt of Concrete= 150 pcf c= 14 ft Wall Thickness= 7.25 in. e = 3.17 ft Concentric Load= 2347 plf d = 13.33333 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 6 ft a = b/2 Roof Weight i Joist Span= 50 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 0 psf Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 868.42105 pif equiv SL = 1809.2105 plf c equiv Lr= 0 plf equiv LL= 0 plf b e } Equivalent Wind and Seismic Load l P wind = 28.5 psf P seismic = 27.6 psf 1 P wind equiv = 82.5 psf P seismic equiv = 56.0 psf . l r 9 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name=GAYTEWAY C ® / any other part of the spreadsheet Q r r besides the yellow cells the Job Number=2170821.20 -'s password is„save, Wall Type= 25 Wall Description=PIER B(FIXED BASE) See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports(h) 27.33333333 concentrated Forces - --W. TOW WAR Nt w1 Parapet(11) 27.33333333 MT �\ Total Wall Thickness(Inl 7.25 91Y of Reveal Depth(In) 0.75 structural �� Structural Thickness(in) 6.5 thickness Pier Width(ft) 2 92 Number of Bars Ea Face(or at 7.00 Center)of Pier D=Dead Load p Generate S-nplh IpW)l WO S=Snow Load la)I�W. Lr=Roof Live Load RelhkrC@MM #5 Reber L=Occupancy Live Load E"e.0. H=Soil Load Max Deflection L1 427 E=Seismic Load(Ultimate) %of Flexural Capacity 69% W=Wind I nad Me Hand IlW \\J/ Potential Hand Input OK Lpgplied Loads S Wbat is the controlling type of roof load?Snow or Roof Live Load?(Enw"S"or'"Lr") NO NB you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live iloaft?(YES:fi=1.0,NO:ft=0.5) YES 'Do you have a roof config that prevents snow from shedding off the structure?(YES:f2=0.7.NO:f2=0.2) YES 'Is the design snow load less than or equal to 30 psf? 0.761 Sebaft Sds ft= 0.5 f2=, 0.7 Uniform Concentric Applied Loads(Wc) Dead-D(plf) 3256 (tributary wall weight at midheight) Snow-S(plf) 0 Roof Live-Lr(pif)l 0 Occupancy Live-L(plf) 0 Soil-H(plf) 0 Uniform Eccentric Applied Loads(We) Moment at Mid-Ht(lb-ft/ft)=112 Moment at Top(Ib-ft/ft)=W e"a Eccentricity(in) 1.75 MTOP Dead-D(plf) 1088 571429 D= 159 D 79 Snow-S(ply'. 2267-857143 S= 331 S= 165 Roof Live-Lr(plf) 0 Lr= 0 Lr- 0 Occupancy Live-L(plf) 0 L= 0 L= 0 Soil-H(p#) a I H= 0 H= 0 Moment @ Mid-Ht(Ib-fUft)=112 Uniform Moments Applied (NI—), (Maur) (MTOP+MBOT) The uniform moments applied to Dead-D QIIAM) _ 0 0 D=__ 0. the top and bottom of the wall can Snow-S(Ibft!(t) 0 0 S= 0 be used to model loads from a wall above or below,or to model Roof Live-Lr(Ifi•Mt) 0 0 Lr-I 0 lateral parapet forces. Enter Occupancy Live-L W1111M) 0 0 L=', 0 Dds&m numbers to increase the moment induced at the mid-height Soil-H(ibAUlt)j 0 0 H 0 _ of the wall being designed and negative numbers to reduce the 0 -4884 E_ -2442 Seismic(Ultimate)-E(Ib•Nfl)I Wind-W CID-1Vf)[ 0 -7137 W= -3566 moment NOIe that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that Counlaraet other forces are not allowed to be factored and should be accounted for in hand talcs. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(lb-ft/ft)=1/8 PL2 Seismic(Ultimate)-E(psf)- 67.0 E= 6261 Wind-W(psf) 96,0 W a 9149 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plf) 5583 Dead-D(lb-ft/ft) 79 Snow-S(plf) 2268 Snow-S(lb-ft/ft) 165 Roof Live-Lr(plf)_ 0 Roof Live-Lr(lb-fUR) 0 Occupancy Live-L(plf) 0 Occupancy Live-L(Ib-ft/ft)�0 Soil-H(pit) 0 Soil-H(IW9M) u l Seismic(Ultimate)-E(IbM),, 3919 Wind-W(lb-f/ft)� 5581i Note that these totals represent the unfactored forces al the mid-height of the wall includin the self wt Of the wall(this spreadsheet automatically talcs wall self wt) P-A effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations You will still have to enter information describing the loads so that the proper fi,f2 and f3load factors are properly applied- Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. • I r� Wall Parameters Wall Height Between Supports(0) 27.3333333 (Not including parapet) Parapet Height(�I 0 is is used to talc the self-weight of the wall only) Reber Dia(in) A(in) '1 Total Wall Height(0)I 27.3333333 The width of the pier doesn't affect the structural 3 0.375 0.11 I Concrete Strength Pc I C 4000 design since loads are input per linear fo2t. Pier 4 0.500 020 �) 'width Is for your reference so you can track your Concrete Unit Weight(pef) 150 calculations This does calculate the aetual number of 5 0.625 0.31 Rebar Yield Stress fy(psi) 60000 1 bars required within the pmr wtAth you input 6 0.750 0.44 Per ACI 14.3.6lateral ties Width of Pier Being Designed(ft) 1 (Width of per.or enter 1 R for analyzing unit width) 7 0.875 0.60 ~� need not be provided Total Wall Thickness(in) 7.25 t 6 1.000 ) 0.79 where vert reinf is not Depth of Reveal(in) 075 65 9 1.128 1.00 req'd as compression reinf. Thus walls Structural Thickness(in) 6-50 Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of Reinf? 2 QK 11 1.410 1 56 method do nal need to have confinement steel Vert Reber Size 5 0—31 1ir� �.625 �in But in many cases is still Vert Reber o.c.Spacing(in)l _5 - !QK advisable,particularly with s 2 layers of rebar As per foot(in/ft)i 0.74 '(This is the area of tension steel only) Total As in Pier(ir) 0-74 (This is the area of tension steel only) -� Number of Bars within Pier(Ea Face) 2 40 ACI Min Cover Reqments: Are You Providing Confinement Reinf? NO Exposed to Weather:#5&Smaller-1 11: Confinement Reber Size 3 0 Jin #6&Larger-2" Cone Cover at Ext Side of Wall Exp to Weather/Earth(In) 2 Not Exposed to Weather:#11 &Smaller=3/4" Cone Cover at Int Side of Wall Not Exp to Weather/Earth(in) 0.75 1 . 1 Verify"d"with Min Depth to Tension Reber=d(in) 4.2 (w/2layers of rebar,d=Struc Width-Max Cover-Confine 0-112 Vert�) Ihand calcs also I Min Vertical Steel Ratio-p,min 0.0025 (pv min may be reduced if the shear force is low.See ACI 21.7 2) Actual Vertical Steel Ratio-1. 00169 QIS Based on total wall thk not struc thk=(Reber A`#Layers/Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(In"Ift) 0.16 10K Min Tensile Flexural Reinf 2=As min 2 frft gK ,Vert Spcg 0.17 i ITSh"k. p 00147 -Asperft/(12'd) •_ pmax=0.6pb=0.6"0.85'p1'fc/fy"87000/(87000+ty) 00171 {{{{gK - ]]] Ec(psi) 3604997 i=57000`sgrt(fc) —(j1 Es(psi) 29000000 • • • n 6.0 Es/Ec d Cw(in) 12 12" 1 Ag(in2/ft)l 78 1t=Struc Thk'12 0.06 fc(psi)t 240 =L, Plsf Width=bw l c(in) 328 =Well Ht'12 p1 0.85 Ig(WAQ 275 =1/12'12'Struc Thk' fr(psi)�474 j=7.5`sgrt(fc) yt(Mt)1 3�25 =Struc Thk/2 Mcr(1-kt) 40082 fir"Ig/yt C c/150(in)1 2.18666667 J Job Name=GAYTEWAY C ^� Job Number=2170821 2 Wall Type=26 Wall Description=PIER B(FIXED BASE) J J J J J J O J } } O + + O O O + n + 2 O O J ❑ 1jQ ❑ J J J + } N > N } + + + O + O ❑ ❑ ❑ ❑ ❑ cli+ ❑ m N 'i N N _ M O' O If II II II II II II II 7 7 7 7 7 7 7 Load Load Load Load Load Load Load Load 'ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 j 16-7' D 1.4 1.2 1.2 1 2 12 1.3522 0.9 0.7478 S 0 05 16 1 16 05 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(fbM) 7816 7833 10328 10328 7833 9136 5024 4175 Factored Applied Moment at Mid Ht=Mua(Ib-M) 1334 2135 4318 37805 69109 48508 67831 46543 Pu/Ag(p61) 100 100 132 132 100 117 64 54 Vert Stress at Mid-Ht Wall ok?Pu!Ag<0,06 fC7 UK ©K OK UK 2K Ase(in2)=(Pu(h/2d)+As'fy)/ty 0,84 0.84 0.67 1 0.87 0.84 0.85 0.80 0.79 a(in)=(Ase`fy)/(0.85'fc*lw) 123 1,23 1.28 1.28 1.23 1.26 1.18 1-16 Cu=C ULTIMATE=a/P+ 1.45 1.45 1.51 1.51 1.45 1.48 1.39 1 37 Icr a(in4)=Icr ULTIMATE=n"Ase'(d-Cu)2+113'r•W'W 62.69 62.70 63.99 63.99 I 62.70 63.37 61-24 60.79 Mu(lb-in)=Mua/(1-(5"Pu"Lc2)/(0.75"48"Ec"Icr))a 2759 4426 13044 114203 143327 120531 102788 65064 Mn(lb-in)=Ase'fy'(d-92) 179462 179502 185176 1 185178 179502 162479 173000 171011 Cu!d 0.35 0.35 0.36 0.36 0.35 0 35 0.33 0.33 $=0.23+0.25/(Cu/d) 0.90 0.90 0.90 0.90 0.90 0 90 0.90 0.90 ¢Mn(Ib•ln) 161516 161552 166661 166661 161552 164231 155700 153910 ¢Mn>Mcr 9 I OK OK Qx 2K QK-- aK OK Mul4Mn 2% 3% 6% 69% 89%% 73% 66% 42% qOSM �Mn>Mu4 0K �K 4K OK UK OK N_ N 2 W + m N Job Name=GAYTEVI J J J J J J Job Number=2170821 ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=26 II II II II II II < < < ¢ < ¢ Wall Description=PIER 6(F D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 U 0 0 0 0 0 0 I. 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 1 0.6 0.3 0 Axial Load at Mid Ht=Ps(Ib/tt) 7851 5563 5583 1 6717 7851 7851 Applied Moment at Mid Ht=Msa(lb-in/ft) 2937 41137 33034 42129 23029 35019 Ase(in2)=(Ps+As'fy)/y 0.87 0.83 0.83 0.85 J 0-87 0.87 k=Sqrt((n'p)2+2`n`p)-n'p 0.382 0.382 0.382 0.382 0.382 0.382 CE=C ELASTIC=k"d 1.60 1.60 1.60 1.60 1.60 1.60 Icr E(in4)=Icr ELASTIC=n*Ase'(d-CE)2+113wjW CEO 63.09 61.06 61.06 62.08 63.09 63.09 Mi=Msa(11 2937 41137 33034 1 42129 23029 35019 lei(in4)_{(Mcr/M)3'Ig+(1-(Mcr!M)')`Icr E}<Ig 275 259 275 245 275 275 M2(lb-in)=Msa/(1-(5"Ps'Lc')/(48'Ec'ler)) 3223 44096 35263 46052 25275 38434 le2(Fn4) 275 221 275 202 275 275 M3(1") 3223 44635 35263 46980 25275 38434 le3(104) 275 216 275 194 275 1 275 M4(lb-In) 3223 44736 35263 47216 25275 38434 le4(Fn4) 275 215 275 192 275 275 M5(lb-In) 3223 44755 35263 47264 25275 38434 Ie5(in4) 275 214 275 192 275 275 M6(lb-bt) 3223 44759 35263 47278 25275 38434 lee(In4) 275 214 275 192 275 275 M7(11 3223 44759 35263 47282 25275 38434 le7(in4) 275 214 275 192 275 275_ ec/150(in) 2.1866667 2.1866667 2.1866667 2.1866667 2.1866667 2.1866667 4s(in)_(5*M7'Lc2)/(48`EC*lei) 0.04 0.65 0.40 0.77 0.29 E+S is N/A �OK UK OK OK .01f K rage-14`9 OT 410"1 Job Name = Job Number = 2170821.2 Wall Type = 26 Wall Description = PIER B (FIXED BASE) Wall Ht= 27 33333 ft Wall Weight at Mid Height b = 1533333 ft Wt of Concrete= 150 pcf c= 14 ft Wall Thickness= 7.25 in. e= 2.92 ft Concentric Load= 3256 plf 1 d = 13,33333 ft Seismic Fp=.4Sd"= 0.3044 Wp I a= 7,666667 ft a= b/2 - I Roof Weight Joist Span= 50 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 0 psf Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 1088.5714 plf equiv SL = 2267.8571 plf c equiv Lr= 0 plf equiv LL= 0 plf -� b e Equivalent Wind and Seismic Load P wind = 27.0 psf P seismic= 27.6 psf ` P wind equiv= 98.0 psf JP seismic equiv = 67.0 psf �1 J Alternate Concrete Slender Wall Design(ACI 318-11 Sect 14.8) If you need to make modifications to Job Name-GAYTEWAY C a / any other part of the spreadsheet AW low w V r besides the yellow cells the Job Number-2170821.20 gghrnrd ie"ca Jo" Wall Type a 2ft Wall Description=PIER C See ACI 14 8 2 5 for We DESIGN SUMMARY distribution of Wall Ht etwn Supports(ft)' 27.33333333 concentrated forces — WE Total Wall Ht w/Parapet(ft) 27.33333333 MT ^ Total Wall Thickness(in) 7.25 fE of Reveal Depth(in) 0.75 structural Structural Thickness(in) 6.5 thickness Pier Width(ft), 3.77 i t i Number or Date Ce face(or et; 4.00 center)of Pier Concrete Strenoth(osill 4000 D_.,tea..�..�., ( P - - - _ _ S=Snow Load (2)Layer I r=Roof I Iva.Load Roinforccmont, #5 Rebar L=Occupancy Live Load _ 11"o.c. H=Soil Load Max DalMatbn L 1932 E=Seismic Load(Ultimate) _ /of Flexural Capacity 92 W=Wind Load p Me Hand Input _ Potential Han,ktp_nt OK Applied Loads ( Output S What is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or" NO re you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live toads?(YES:ft=1.0.NO:fi=0.5) YES I00yo4 have a roof config that prevents snow from shedding off the structure?(YES:f2=0.7.NO:f2=0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 (Seismic:Sds fi=ff 0.5 f2=I 0.7 Uniform Concentric Applied Loads(Wc) Dead-D(plf) 547 (tributary wall weight at midheight) Snow-S(plf)' 0 Roof Live-Lr(plil 0 Occupancy Live-L(pff)l 0 Soil-H 6ffl} 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(lb-ft/ft)=1/2 - - Moment at Top(lb-fUft)=W E'a MTOP Eccentricity(in) 1.75 Dead-D(plf) 432.5966851 D= 63 D= 32 Snow-S(plf) 901 2430939 S= 131 S= 66 Roof Live-Lr(pIQ 0 Lr: 0 Lr- 0 Occupancy Live-L(pIQ 0 L= 0 L= 0 Soil-H(pU)l 0 H= 0 H- 0 Moment @ Mid-Ht(Ib-ft/ft)=1/2 Uniform Moments Applied (MTOP) (111111 r) (MTOP+MeoT) The uniform moments applied to Dead-D(lb-ft )_ 0 0 D= 0 the top and bottom of the wall can Snow-S(Ib-ftfll)+ 0 0 s=� be used to model loads from a wall above or below,or to model Roof Live-Lr(Ib-ftM)I 0 0 Lr 0 lateral parapet forces. Enter Occupancy Live-L(lb-ft/ft) 0 L 0 oos&B nutrtben to Inctaase the (lb-fUft 0 0 H='. 0 moment induced at the mid-height Soil-H ( ) of the wall being designed and Seismic(Ultimate)-E(lb-ft/ft)i 0 0 E 0 naoahve nurnbefs to reduce the Wind-W(Ib-ft/ft) 0 0 W 0 moment Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that CounleraCt other forces are not allowed to be factored and should be accounted for in hand talcs. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(lb-ft/ft)=1/8 PL2 T Seismic(Ultimate)-E(psf) 38.2 E= 3564 Wind-W(psf) 41 1 W=1 3838 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plf) 2219 Dead-D(lb-ft/ft) 32' Snow-S(plf) 901 Snow-S(lb-f lft) 66 Roof Live-Lr(plf) 0 Roof Live-Lr(lb-ft/ft) 0 --�� Occupancy Live-L(plf)` 0 Occupancy Live-L(lb-ft/ft) Soil-H(plf)� Soil-H(lb-ft/ft) 0 Seismic(Ultimate)-E(Ib-ft/ft) 3564 Wind-W(Ib-ft/ft) 3838 Note that these totals representthe unfa forces at the mid-height of the wall in the the self wt of the wall(this spreadsheet automatically talcs wall self WI) P-o effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will slip have to enter information describing the loads so that the proper fi,f2 and f3 load factors are properly applied Remember to enter the leads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(ft) 27 3333333 (Not including parapet) Parapet Height(ft) 0 This is used to cat the self-wai ht of the wall only) Reber Dia in Afin)2 Total Wall Height(h) 27.3333333 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength fc(psi)' 4000 design since bads are Input per linear foot Pier 4 0.500 0.20 g width is for your reference so you can track your Concrete Unit Weight(per) 150 calculations,This does calculate the actual number o 5 0.625 0.31 Reber Yield Stress fy(psi) 60000 bars required within the pier width you input 6 0.750 0.44 Per ACI 14.3,6lateral ties Width of Pier Being Designed(ft) 1 (Width of pier,or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness(in) 725 8 1.000 0.79 where vert romf is not as 9 1.128 1,00 req'd as compression Depth of Reveal(in)� 0.75 reint Thus walls Structural Thickness(in) 6.50 -Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of Reinf?, 2 11 1.410 1.56 method do not need to '--j have confinement steel. Vert Reber Sizelf5 _0.31 in2 0.625�In But in many cases is still Vert Reber o.c Spacing(I n) 1' 1.3125_](This �f advisable,particularly with 2 2 layers of rebar As per foot(in/ft)� 0.33 (7b*is the area of tension steel only) Total As in Pier 0n') 0.33 is the area of tension steel only) Number of Bars within Pier(Ea Face) 1 06 ACI Min Cover Reqments, Are You Providing Confinement Reinf? NO Exposed to Weather #5&Smaller-1 1/2" Confinement Reber Size 3 0 06&Larger-2" Cone Cover at Ext Side of Wall Exp to Weather/Earth(in) 2 Not Expoeed to Weather:#11 &Smaller=3/4" Cone Cover at Int Side of Wall Not Exp to Weather/Earth pn) 0.75 ,•V;r "d"with Min Depth to Tension Reber=d(in) 4.2 (w/2layers of rebar,d=Struc Width-Max Cover-Confine$-1/2 Vert�) hard talcs also Min Vertical Steel Ratio-pv min 0.0025 (pv min may be reduced if the shear force is low,See ACI 21.7.2) Actual Vertical Steel Ratio-p+ 0.00075 ,QK Based on total wall thk not strut thk=(Rebar A"#Layers/Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(In'Rl): ,Vert Spcg r T Min Tensile Flexural Reinf 2=As min 2(In'/ft) 0.17 tom' ITSThhtrk' 0 p .0065 =As per ft/(12"d) y •_ c Amax=0.6pb=0.6"0.85'pi"fc/fy"B70001(87000+fy) 0.0171 OK Ec(psi) 3604997 =57000"sgrt(fc) Es(psi) 29000000 t • • • n 80 1 Es/Ec d ew(in)_ 12 _'=12" - - Ag(in2/ft) 78 =Struc Thk'12 0 OB fc(psi) 240 Pilaf Width=b1y ec(in) 326 =WallHt"12 31 0.85 Ig(in'/ft) 275 1112"12"Struc Thk' fr(psi) 474 .=7.5"sqrt(fc) yt(in) 3.25 =Struc Thk 12 Mcr(lb-in) 40082 fr"Ig/yt e c/150(in),2 18666667/ � ox Job Name=GAYTEWAY C Job Number=2170821.2 Wall Type=26 Wall Description=PIER C w� J J O J } + p + + O p O + N n + 7 + O O J ❑ I ❑ J J J f0 fO (D + 9 ++ zi N > CO + + + + O + O Q N ty ry N O) O. O II II II II II II II II 7 7 7 7 Z) 7 D 7 Load Load Load Load Load Load Load Load 'ASC E 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 10-1 10-2 16-3(a) 16-3(b) 16-4 16-5` 16-6 16-7' D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 $ 0 0.5- - 1.6 1.6 0 5 0-7 0 0 Ij 0 0 0 0 0 0 0 0 0 1-6 0.5 0 0.5 0.5 0 0 H 0 1 6 0 0 0 0 1.6 1.6 E 0 0 i 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(Ib1ft) 3106 3113 4104 4104 3113 3631 1997 1659 Factored Applied Moment at Mid Ht=Mua(ib-Ir111I) 530 B49 1 1716 247441 46904 1 43829 46396 43048 Pu/Ag(psi) 40 40 1 53 53 40 47 26 21 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 fc? OK OK I bK UK j 03K OK I PA GK Ase(inZ)_(Pu(h/2d)+As`fy)/fy 0.37 0.37 1 0.38 1 0.38 1 0.37 0.37 0.35 T 0.35 a(in)=(Ase`fy)I(O.fi 110w) 0.54 0.54 0.56 0.56 0,54 0.55 0.52 0.51 Cu=C ULTIMATE=a/p+ 0.63 0.63 0.65 0.65 0.63 0.64 0.61 0.60 Icr u(in4)=Icr ULTIMATE=n"Ase'(d-Cu)'+113,ew'W 38,18 38.19 39.12 39A2 38.19 36,68 37.11 36-.78 Mu(lb-in)=Mua/(1-(5"Pu'Lc2)/(0.75'48"Ec'Icr))= 800 1281 3036 43780 70838 71741 59714 I 52948 Mn(Ib-in)=Ase'fy'(d-812) 85964 85984 88785 88785 85984 87449 B2813 81850 Cu/d 0,15 0.15 0.16 0.16 0.15 0.15 0.15 0.14 =0.23+0.25/(Cu/d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 77�Mn(IWn) 368 77385 79906 79906 77385 78704 74532 73665 yMn>Mcr? oK oK QJ� 2 a a oK 4K Mu/�Mn 1% 2% 4% 55% ( 92% 91% 80% 72% ITIVI �Mn>Mu 9 OK OK OK QY QI( OK � QK pK I N 3 w + m ° n + + `J' o + `� Job Name=GAYTEVI J J J J J J Job Number=2170821 ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=26 II II It II II II ¢ ¢ ¢ ¢ ¢ ¢ Wall Description=PIER C D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E o 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps pb/1t) 3120 2219 2219 2669 3120 3120 Applied Moment at Mid Ht=Msa Ob--in 8)_ 1167 28012 30314 28406 14984 31103 Ase(in)=(Ps+As'fy)/fy US 0.36 0.36 0.37 0.38 0.38 k=Sod((n`p)Z+2"n"p)-n1p 0.275 0.275 0.275 0.275 0.275 0.275 CE=CELASTIC=k`d 1,15 1-15 1.15 1.15 1.15 1.15 Icr E(in4)=Icr ELASTIC=n'Ase`(d-CE)Z+1/3`Ctv'CE' 34.09 32.98 32.98 33.54 34.09 34.09 Mi=Msa Win) 1167 28012 30314 28406 14984 31103 lei(in4)_((Mcr/M)' Ig+(1-(Mcr/M)3)`Icr E)<Ig 275 275 275 275 275 275 M2(lb-in)=Msa/(1-(5'Ps'LcZ)/(48'Ec'lei)) 1210 28734 31095 29291 15532 32241 le2Ont) 275 275 275 275 275 275 M3(lb-in) 1210 28734 31095 29291 15532 32241 le3(in4) 275 275 275 275 275 275 M4(Ib-in) 1210 28734 31095 1 29291 15532 32241 INOn4) 275 275 275 275 275 275 M5(Ib-M) 1210 28734 31095 29291 15532 32241 lea(in4) 275 275 275 275 275 275 M6(Ib-in) 1210 28734 31095 29291 15532 32241 les(in4) _275 275 275 275 275 275 M7(Ib-in) 1210 28734 31095 29291 15532 32241 1e7(in4) 275 275 275 _275 275 275_ ecl150 On) 2.1 B66667 2.1866667]2.1866667 2.1666667 2.1866667 2.1866667 As(in)_(5"MT`LcZ)/(48`Ec"IeT) 0.01 0.33 0,35 0.33 0.18 E+S is N/A OK 1f OK OK PQJS OK rage-103 OT 40l Job Name = Job Number = 2170821.2 Wall Type = 26 - l Wall Description = PIER C I Wall Ht= 2733333 ft Wall Weight at Mid Height �} b= 3.333333 ft Wt of Concrete= 150 pcf l c= 7.166667 ft Wall Thickness= 7.25 in. e= 3.77 ft Concentric Load= 547 pif d = 20.16667 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 1,666667 ft a = b/2 Roof Weight Joist Span= 50 feet i Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 0 psf Live Floor= 0 psf } I eccentricity 1.75 inch equiv DL = 432.59669 pif equiv SL = 901.24309 pif c equiv Lr= 0 pif equiv LL= 0 pif b e Equivalent Wind and Seismic Load P wind = 28.5 psf P seismic= 27.6 psf P wind equiv= 41.1 psf P seismic equiv= 38.2 psf J J J J J Alternate Concrete Slender Wall Design (ACI 318-11 Sect 14.8) If you need to make modifications to Job Name=GAYTEWAY C any other part of the spreadsheet Job Number=2170tl21.20 besides the yellow cells the D naacwnrd is'$ova" Wall Tyne= 27 Wall Description=PIER A See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of concentrated forces Wall Ht Btwn Supports(it), 27 33333333 WE Total Wall Ht wl Parapet(ft) 27.33333333 e MT ^ Total Wall Thickness(in) 7.25 r \rr rL of Reveal Depth(in)f 0.75 structural Structural Thickness(in) 6.5 thickness Pier Width(ft) 350 Number of Dare Co race(or at, 5.00 Center)of Pier l D=Dean Loan Concrete Strength lost 4000 S=Snow Load > (21 i..ryrr Lr=Roof Live Load R.Inlo,"mant', #5 Rebar 9 L=Occupancy Live Load a"o.c. H=Soil Load Max Deflection L 1 697 E=Seismic Load(Ultimate) %of Flexural Capacity 96% W=Wind Load t p A.Me Hand Inout Potential Hand Input OK Applied Loads output i S lWhat is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or"Lr") NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live (loads?(YES:1`1=1.0,NO:fi=0.5) YES Do you have a roof config that prevents snow from shedding off the structure?(YES:f2=0.7,NO:f2=0.2) YES Is the design snow load less than or equal to 30 psf? _0 761 Seismic:Sets fi= 0,5 f2- 0.7 Uniform Concentric Applied Loads(We) Deed-D(plf) 1121 _ (tributary wall weight at midhcight) Snow-S(pff)j 0 Roof Live-Lr(plf)l 0 Occupancy Live-L(Al0 Soil-H(on! 0 Uniform Eccentric Applied Loads(WE) Moment at Top(lb-ft/ft)=WE a Moment at Mid-Ht(lb-ft/ft)=112 Eccentricity(in) 1 75 MTOP Dead-D(plf) 571 428571_4_, D= 83 D- 42 Snow-S(plf) 119047619 S= 174 S= 87 Roof Live-Lr(plf) 0 Lr= 0 Lr= 0 Occupancy Live-L(plf) 0 L= 0 L=t 0 Soil-H(pM) '0 H= 0 H= 0 Moment @ Mid-Ht(lb-ftfft)=1/2 Uniform Moments Applied (M7en) (MBOT) (MTOP+MBOT) The uniform moments applied to Dead-D(lb,40)i 0 ' 0 Da 0 'the top and bottom of the wall can Snow-S(Ib•ftttt)� 0 0 S=' 0 be used to model loads from a wall above or below,or to model Roof Live-Lr(Ib-it/ft)j 0 0 Lr=j 0 lateral parapet forces. Enter Occupancy Live-L(Ib•Nft)r�0— 0 L=i, 0 l the Soil-H Ib•M(I 0 0 H 0 — moment induced at the mid-height ( )4_ 1 , _ of the wall being designed and Seismic(Ultimate)-E(Ib-fllft)1 0 0 E_1 0 OBp80ye numbar5 fo reduce the Wind-W(Ib-NR)I, 0 0 We'+ 0 moment (Noto that sail forces are not allowed to counteractwind or seismic forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand talcs. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(lb-ft/ft)=1/8 PL2 Seismic(Ultimate)-E(psf) 492 I E=� 4598 Wind-W(psf) 5d 3 W=` 5070 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(pin 2931 Dead-D(lb-ft/ft) 42 _ Snow-S(plf), 1190 _i Snow-S(lb-f tft) 87 Roof Live-Lr(plf) Roof Live-Lr(lb-IUR) 0 Occupancy Live-L ipll) 0 Occupancy Live-L @YRIR). 0 Soil-H(pI0 0 Soil-H(lb-ft/ft) 0 Seismic(Ultimate)-E(lb-ft/ft) 4598 Wind-W WftfR) 9070~ Note that these totafs represent the unfactaed forces at the mid-height of the wall r the self wt of the wall(this spreadsheet automatically talcs wall sett wt).P-e effects have Wbeen accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You YA still have to enter information describing the loads$0 that the proper A,f2 and fs load factors are properly applied Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. "l Wall Parameters Wall Height Between Supports(ft) 27 3333333 (Not including parapet) Parapet Height(ft) 0 j This is used to talc the self-weight of the wall only) Reber Dia in A inz Total Wall Height(fl) 27 3333333 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength fc(psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 g width is for your reference so you can track your Concrete Unit Weight(pcf) 150 calculations-This does calculate the actual number of 5 0.625 0.31 Reber Yield Stress fy(psi)I 60000 bars required v4thin the pier width you input. 6 0.750 0.44 Per ACI 14 3.6 lateral ties Width of Pier Being Designed(it) 1 (Width of pier.or enter 1 It for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness(in) 725 8 1.000 0.79 where vert rein(is not req'd as compression Depth of Reveal(in)� 0.75 65 9 1.128 1.00 rein( Thus walls Structural Thickness(in)i—6 50 =Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of Reinf?I 2 �K 11 1.410 1.56 method do not need to have confinement steel. Vert Reber Size, 5 J_ 0.31 Inl 0.625 in But in many cases is still Vert Rebar o.c Spacing(in) 8.4 OK advisable.particularly with = 2 layers of rebar As per foot(in 81), 0.44 (This is the area of tension steel only) Total As in Pier(in) 0.44 (M is the area of tensionsteel only) Number of Bars within Pier(Ea Face) 1.43 ACI Min Cover Reqments: Are You Providing Confinement Reinl?l NO Exposed to Weather:#5&Smaller-1 112" Confinement Reber Size 3 0 In #6&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(In) 2 Not Exposed to Weather:1#11 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(In) 0.75 Verify"d"with Min Depth to Tension Reber=d(in) 4.2 (W 2 layers of rebar,d=Struc Width-Max Cover-Confine q-112 Vert 0) hand calcs also I Min Vertical Steel Ratio-p�min 0,0025 (pv min may be reduced if the shear force is low.See ACI 21.7.2) !1! Actual Vertical Steel Ratio-1w 0 01 10 QK Based on total wall thk not struc thk=(Reber A #Layers I Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(in2lft)L 0.16 JQK _l t Min Tensile Flexural Reinf 2=As min 2(in2lft) 0.17 Off tVert Spcg —J1 1 i p 0,0087 1=As per it/(12'd) j iw .I c pmax=06 pb=0.6"0.85"pi"fc/fy'67000/(87000+fy) 0,0171 Q,fi Ec(psi)I 3604997 in 57000"sgrt(fc)Es(psi) 29000000 • •In08. ,=Es/Ec [T_ l w(in) 12�'=12" Ag(in°fill) 78 =Struc Thk'12 0.o6rc(psi)' 240 PierWWlh=tnv 8c(in) 328 =Wall Ht"12 p1 0.85 Ig(in"It) 275 =1/12"12`Struc Thk' ' fir(psi) 474 a 7.5'sgrt(fc) yt(In) 3.25 -Struc Thk/2 Mcr(lb-m) 40082 =fir'Ig/yt E c/150(in)[2 18666667 J °K Job Name=GAYTEWAY C Job Number=2170821 2 Wall Type=27 Wall Description=PIER A J J O � O J J to J + + O + + _ LU r. O C! O + A + 7 J + _ + + O O ❑ 0 ❑ J J J + N D N O + + 9 � N 3 co + + + + O + N O O II II II II II 11 II II ❑ 7 D 7 7 Load Load Load Load Load Load Load Load 'ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5` 16-6 16-7" D 1.4 12 1.2 12 1.2 1.3522 0.9 0.7478 S 0 05 1.6 1 6 0.5 0.7 0 0 Lf 0 0 0 0 0 0 0 0 L 0 1 6 0.5 0 0.5 1 0.5 0 0 H 0 16 0 0 0 0 1.6 1,6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(lb1R) 4103 4112 5421 5421 4112 4796 2638 2191 Factored Applied Moment at Mid Ht=Mua(IbdnlR) 700 1121 2267 32685 61957 56577 61286 55546 Pu/Ag(p5i) 53 53 70 70 53 61 34 26 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 fC? c�K OK OK OK (K Ase(in)=(Pu(h/2d)+As`fy)/ty 0.49 0.49 1 0.51 0.51 0.49 0,50 0.47 0.47 a(in)=(Ase"fy)!(0.85'fC'MI/) 0.72 0.72 0.75 0.75 0.72 0.74 0.69 0.69 Cu=C urnMnTE=a/pr 0.85 0.85 0.88 0.68 0.85 0.67 0.62 0.81 Icr a(in4)=Icr uuTlMnrE=n'Ase`(d-Cu)'+113'[vrCul 46.40 46.49 47.47 47-47 46.49 47.01 45.35 44.99 Mu(lb-in)=Mua/(1-(5"Pu`LcZ)/(0.75'48"Ec`Icr))- 1104 1770 4304 62060 97817 98035 80754 69596 Mn(lb-in)=Ase"fy'(d-a2) 112801 112826 116334 116334 112826 114662 108645 107634 Cu/d 0.20 0,20 0.21 0.21 0.20 0.21 0.20 0.19 =0.23+025/(Cu/d) 0.90 0.90 0.90 0.90 0.90 0.90 0,90 0.90 �Mn(6-1n) 101521 101543 104701 104701 101543 103196 97960 96671 _ tMn>Mcr _ OK flK OK K P K 9-K OK Mu1�Mn 1% 20o 4% 59% 96% 95% 82% 72% POSITIVI OMn>Mu? K PE QK OK OK OK OK OK N_ + Cl r �i n �i + + J rn '0 Job Name=GAYTEVI J J J J J J Job Number=2170821 ❑ ❑ ❑ o ❑ CI Wall Type=27 11 II 11 II II II < < ¢ ¢ < < Wall Description=PIER A 0 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lf 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps(IbM) 4121 2931 2931 3526 4121 4121 Applied Moment at Mid Ht=Msa(1b-hull) 1542 I 37002 39120 37523 19793 40162 Ase(inZ)=(Ps+As`fy)/ly 0,51 0.49 0-49 0-50 0.51 0.51 k=Sgrt((n`p)Z+2'n"p)-n'p 0.311 0.311 0.311 0,311 0.311 0.311 CE=C ELASTIC=k`d 1.30 1.30 1.30 1.30 1.30 1 1.30 Icr E(in4)=Icr ELASTIC=n"Ase'(d-CE)Z+1/31tw* ? 42.78 41.46 41.46 42.12 42.78 42.78 Mi=Msa(lb-in) 1542 37002 39120 37523 19793 40162 lei(in4)=((Mcr/M)3"Ig+(1-(Mcr!M)')`Icr E)<Ig 275 275 275 275 275 273 M2(lb-in)=Msa!(1-(5'Ps`LcZ)/(48"Ec"let)) 1617 38271 40463 39082 20761 42138 lee(1n4)_ 275 275 268 275 275 242 M3(164n) 1617 38271 40497 39082 20761 42404 le3(in4) 275 275 268 275 1 275 239 M4(lb-in) 1617 38271 40500 39082 20761 42441 IN(ir,4) 275 275 267 275 275 238 M5(lb-in) 1617 38271 40500 39082 20761 42446 le5(In4) 275 275 267 275 275 238 M6(Ib-1n) 1617 38271 40500 39082 20761 42447 le6(In4) 275 275 267 275 275 236 M7(ID4n)_1617 35271 40500 39082 20761 1 42447 le7(in4) 275 275 267 275 275 238 ec/150(in) 2.1866667 2.1866667 2.1866667 2.1866667 2.1866667 2 1866667 As(in)_(5"M7`LcZ)/(48`Ec-let) 0.02 0-43 0.47 0-44 0.24 E+S is NIA 0�{, OK OK f OK OK rage-1Of OT 4b"1 Job Name = Job Number = 2170821.2 Wall Type = 27 Wall Description = PIER A Wall Ht= 27.33333 ft Wall Weight at Mid Height b = 6.333333 ft Wt of Concrete= 150 pcf c= 7.166667 ft Wall Thickness= 7.25 in. e = 3.50 ft Concentric Load= 1121 plf -� d = 20.16667 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 3.166667 ft a = b/2 Roof Weight Joist Span= 50 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 0 psf Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 571.42857 plf equiv SL = 1190.4762 plf r c equiv Lr= 0 plf equiv LL= 0 plf b e Equivalent Wind and Seismic Load P wind = 28.5 psf P seismic = 27.6 psf P wind equiv= 54.3 psf P seismic equiv= 49.2 psf J Alternate Concrete Slender Wall Design (ACI 318-11 Sect 14.8) �, If you need to make modifications to Job Name=!GAYTEWAY C any other part of the spreadsheet AVA gm r r besides the yellow cells the Job Number-2170921.20 27 haSRWard IS�'SAVP.° WAIT Type 27 Wall Description-PIER B J See ACI 14.8,2.5 for We DESIGN SUMMARY distribution of concentrated forces Wall Ht Btwn Supports(ft) 27.33333333 WE Total Wall Ht wl Parapet(III 27.33333333 MT ^ Total Wall Thickness(In) 7.25 fE of Reveal Depth(in) 0.75 structural Structural Thickness(In) 6.5 thickness ; - — {{{I Pier Width Ift). 15.17 r Number of Daro Ea r000(or at 15.17 Center)of Plot n=0 1 Load �� I'I Concrete Strenalh(psi) 4000 S=Snow Load I I (1)Layer Lr=Roof Live Load - Reinforcement rib Rebar @ L=Occupancy Live Load I ,•� 12•o.c. H=Soil Load 1�—�il Max Deflection L 11096 (I, E=Seismic Load(Ultimate) __ _- /of Flexural:Capadly 97 W=Wind Load Me Hand Input Potential Hand Input OK Applied Loads Output S iWhat is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or"Lr") NO o you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live loaW(YES:fh=1.0,NO:fi=0.5) YES (Do you have a roof corft that prevents snow from shedding off the structure?(YES:f2=0.7.NO:f2=02) YES its the design snow load less than or equal to 30 psf? t 0,761 iSeismic:Sds fi 0 5 f2=[ 0.7 Uniform Concentric Applied Loads(Wc) Dead-D(plf) 250 (tributary wall weight at midhcight) Snow-S(pll) 0 Roof Live-Lr(00 0 Occupancy Live-L(plf) 0 Soil-H(09 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(lb-ft/ft)=1/2 Mument at Top(lb-rYft)-W L e Eccentricity(in) 1 75 MTOP Dead-D(plf) 362.6373626 D= 53 D Snow-S(plf) 7554945055 S= 110 S' 55 Roof Live-Lr(plf) 0 ~ Lr= 0 Lr Occupancy Live-L(plq, 0 L= 0 L= 0 Soil-H(p{I)[ H= 0 H= 0 Moment @ Mid-Ht(lb-Rift)=1/2 Uniform Moments Applied (MTOP) (MaoT) (MTOP+MBOT) The uniform moments applied to Dead-D(IbAM) 0 0 D= 0 the top and bottom of the wall can s Snow-S(Ib-NR)� 0 _0 j S= 0 'be used to model load from a ,— 'wall above or below,or to model Roof Live-Lr(IbAt)I 0 0 Lr-' 0 lateral parapet forces. Enter Occupancy Live-L(Ib-") 0 0 L='' p the —; moment induced at the mid-height Soil-H(IbdUtt)� 0 0 4 H='', 0 of the wall being designed and Seismic(Ultimate)-E(lb•IU@)'I 0 0 E_? 0 mfoabve numbers to reduce the Wind-W pb•MI)i 0 0 W ai 0 moment Note that soil forces are not allowed to counteractwind or seismic forces. In addition,soil forces that Counteract other forces are not allowed to be factored and should be accounted for in hand talcs. Equivalent Uniform Lateral Applied Load$(P) Moment @ Mid-Ht(Ib-f lft)=1/8 PL2 Seismic(Ultimate)-E(psf) 32 6 E a 3043 Wind-W(psf) 34 5 I W=1 3217 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plf) 1860 Dead-D(lb-ft/ft) 26 Snow-S(plf) 755 Snow-S(Ib-ftfft) 55 1 Roof Live-Lr(plf) 0 Roof Live-Lr(lb-ftlft) 0_, Occupancy Live-L(plf) 0 Occupancy Live-L(Ib-ft/ft) 0 Soil-H(plf)� 0 Soil-H(Ib-ft/ft) 0 I Seismic(Ultimate)-E(Ib-ft/ft) 3043 _II Wind-W(Ib-ft/ft), 3217 Note that these totals represent the u0lt'Lctoritd forces at the mid-height of the wall Including the self wt of the wall(this spreadsheet automatically talcs Wet self wt).P-d effects have no been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments detemllnad from hand calculations. You will stA have to enter information describing the loads 20 that the proper fi,f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(ft) 27 3333333 (Not including parapet) Parapet Height(ft) 0 is Is used to talc the self-weight of the wall only rRebar Dia in A in` Total Wall Height(it) 27.3333333 The width of the peer doesn't affect the structural 0.375 0.11 Concrete Strength fc(psi) 4000 design since loads are input Per linear foot. Pier0.500 0.20 width Is for your reference so you can track your Concrete Unit Weight(pcf) 150 calculadons�This does calculate the actual numbero0.625 0.31 Reber Yield Stress fy(psi) 60000 bars required within the pier width you input 0.750 0.44 Per ACI 14.3.6lateral ties Width of Pier Being Designed(ft) 1 (Width of pier,or enter 1 ft for analyzing unit width) 0.875 0.60 need not be provided Total Wall Thickness(m) 7.25 1.000 0.79 where vert reinf is not I req'd as compression Depth of Reveal(in) 0.75 65 9 1.128 1.00 reinf Thus walls Structural Thickness(In) 6.50 _=Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of Reinf?' — 1 � 11 1.410 1.56 method do not need to have confinement steel. Vert Reber Size 6 0,44 —lire 0.75 '.In But in many cases is still Vert Rebar o.c.Spacing(In) 12 OK advisable,particularly with — — 2 layers of rebar As per foot(in% 044 (This is the area of f steel only) Total As in Pier(in°) 0 44 I(ihls is the area of tension steel only) Number of Bars within Pier(Ea Face) 1 00 ACI Min Cover Regments: Are You Providing Confinement Relnf7_ NO Exposed to Weather:#5&Smaller-1 1/2" Confinement Rebar Size` 1#6&Larger-2" Cone Cover at Ext Side of Wall Exp to Weather/Earth(In) 2 _ - Not Exposed to W eathar:#11 &Smaller=3l4" Cone Cover at Int Side of Wall Not Exp to Weather/Earth[in)- 0.75 1 Vern+"d"with Min Depth to Tension Reber=d(in) 3.3 (w/2 layers of rebar,d=Struc Width-Max Cover-Confine -112 Vert�) 1 h"talcs also I Min Vertical Steel Ratio-p�men 00025 (pv min may be reduced if the shear force is low See ACI 21.7.2) 1 Actual Vertical Steel Ratio-p. 00051 OK Based on total wall thk not strut thk=(Rebar A"#Layers!Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(in=Al), 0.12 OK Wert SIC, , Min Tensile Flexural Reinf 2=As min 2(Ilel t)' 013 I OK -.�: r d p 0.0113 =Asperft/(12"d) • N StruC Thk pmax=0.6 pb=0.6"0.85`p i"Fc/fy`87000/(87000+fy) 0.0171 — Ec(psi) 3604997 57000`sgrt(fc) Es(psi) 29000000 • • • n 8.0 =EsIEc d ew(in) 12 12" Ag(in%) 78 =Struc Thk"12 0.06 fc(psi) 240 Pier Width=ow ec(in) 328 =Wall Ht"12 p1 0.65 Ig(in°/ft) 275_i=1/12`12`Struc Thk' _ fr(psi) 474... =7.5`sqrt(fc) yt(m): 3.25 =Struc Thk/2 Mcr(lb-tn) 40082 =fir`Ig/yt e c/150(in) 218666667 JOK Job Name=GAYTEWAY C J Job Number=2170821 2 Wall Type=27 Wall Description=PIER 8 J J = + } u'J i0 W lil 0 0 0 + n N + 2 O O J + + J J } + N O N p > O > N CIO } + + + O + p V N N N N _ m O O II II II II 11 11 II II 7 7 7 7 7 7 7 7 Load Load Load Load Load Load Load Load -A$CE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5` 16-6 16-7' D 1,4 1.2 1.2 1.2 12 13522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 00 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(IM) 2604 2609 3441 3441 2609 3044 1674 _ 1391 Factored Applied Moment at Mid Ht=Mua(Ib•inM) 444 711 1438 2 7742 39319 37405 38893 36750 Pu/Ag(psi) 33 33 44 44 33 39 21 18 Vei-L Stress at Mid-Ht Wall ok7 Pu/Ag<0.06 fc7 OK Off' OK OK OK OBI I OK OK QL Ase(in')=(Pu(h/2d)+As"fy)/fy 0.49 0.49 0.50 0.50 0.49 0.49 0.47 0.46 a(in)=(Ase`fy)I(0.85'OV" 0.71 0.71 0.73 0.73 0.71 0.72 0.69 0-68 Cu=C ULTIMATE=a/p, 0.84 0.84 0-86 0.86 0.84 0.85 0.81 0.00 Icr u(in4)=Icr ULTIMATE=n"Ase"(d-Cu)2+U3.6W Cup 25-OLI 25.05 25.44 1 25.44 25,05 2518 24.59 24.46 Mu(lb-in)=Mua/(1-(5`Pu`Lc2)/(0.75`48'Ec"Icr))=_ 781 1252 3273 47194 69199 74735 54176 1 48086 Mn(lb-in)=Ase•fy`(d-82) 84225 64240 86M 88339 84240 85339 81856 $1131 Cu/d 0.26 0.26 027 0,27 0.26 0.26 0.25 0.25 =0.23+0.25/(Cu(d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 $MriWin) 75803 75816 77705_ 77705 75816 76605 73670 73017 �Mn>Mcr9 " 91 QK QK OK OK OK OK OK Mu14M 1% 2% 4% 61% 91% 97% 74% 66% IPOSITIV �Mn>Mu 9 QE K UK !K I OK !1K OK OK OK N N co W w + m r `o 3 + + rn + + Job Name=GAYTBA J J J J J J Job Number=2*170821 ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=27 u II II n u u ¢ ¢ ¢ ¢ ¢ ¢ Wall Description=PIER B D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lf 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 E 0 0 0.70 0 0 0,70 W 0 0.6 0 0-6 0-3 0 Axial Load at Mid Ht=Ps M M) 2615 8860 1860 2238 2615 2615 Applied Moment at Mid Ht=Msa(lb-in/ft) 978 23482 25876 23812 12561 26537 Ase(in2)=(Ps+As"fy)/(y 0,49 0.47 0.47 0.48 0.49 0.49 k=Sqrt((n'p)2+2"n`p)-n'p 0.345 0.345 0.345 0.345 0-345 0.345 CE=C.ELASTIC=k"d 1.12 1.12 1.12 1.12 1.12 1.12 Icr E(in4)=Icr ELASTIC=n"Ase`(d-CE)2+1131WW 23.33 22.87 22.87 23.10 23.33 23.33 Mi=Msa(116•1n) 978 23462 25876 23812 12561 26537 lei(in4)_{(Mcr/M)3'Ig+(1-(Mcr/M)3)"Icr E)<Ig 275 275 275 275 275 275 M2(lb-in)=Msa/(1-(5*Ps"Lc2)/(48"Ec'lei)) 1008 23987 26433 24431 12944 27347 Ie2tIn4) 2/b 275 275 275 275 275 M3(113-•in) 1008 23987 26433 24431 12944 27347 le3(n4) 275 275 275 275 275 275 M4(Ib-in) 1008 23987 1 26433 _ 24431 12944 27347 le4(in4) 275 275 275 1 275 275 275 Ms(lb-in) 1008 23987 26433 24431 12944 27347 le5(in4) 275 275 275 275 275 275 M6(lb4n) 1008 23987 26433 24431 12944 27347 le6(104)_275 275 275 275 275 275 _ M7(lb-in) 105 23987 26433 24431 12944 1 27347 Ie7(in4) _275_ 275 275 275 275 275 I'c/150(in) 2.1866667 2.1866667 2.1866667 2,1666667 2.1866667 2.1866667 As(in)_(5'M7"Lc2)/(48'Ec'lei) 0.01 0.27 0.30 0.28 0.15 E+S is N/A O OK I QJj I QL Q I OK rage"I0"I oT 40l Job Name = Job Number = 2170821.2 Wall Type = 27 Wall Description = PIER B Wall Ht= 27.33333 ft Wall Weight at Mid Height b = 6.333333 ft Wt of Concrete= 150 pcf c= 7.166667 ft Wall Thickness= 7.25 in. e = 15 17 ft Concentric Load= 259 plf -� d = 20 16667 ft Seismic Fp=.4Sd"= 0.3044 Wp a = 3.166667 ft a = b/2 Roof Weight Joist Span= 50 feet i Dead Load= 12 psf d Snow Load= 25 psf i Live Roof= 0 psf Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 362.63736 plf equiv SL = 755.49451 plf 1 c equiv Lr= 0 plf equiv LL = 0 plf !� b e Equivalent Wind and Seismic Load P wind = 28.5 psf P seismic= 27.6 psf -� P wind equiv= 34.5 psf P seismic equiv= 32.6 psf L� J J J J ..J J J Alternate Concrete Slender Wall Design (ACI 318-11 Sect 14.8) If you need to make modifications to Job Name=GAYTEWAY C any other part of the spreadsheet Q besides the yellow cells the Job Number=21708211:M3/ password is"save" Wall Type= 31 Wall Description=PIER B See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Concentrated forces Wall Ht Btwn Supports(tt) 27.33333333 WE Total Wall Ht w/Parapet ln) 27 33333333 e MT Total Wall Thickness(In) 7.25 of .`1/'. Reveal Depth(Ito) 0.75 structural etrueturalThtokomOn) 6.5 thickness Pier Width(ft) 12.67 NnmhPr of Bars Fa Fare(or at 1u.tlb Center)of Pler D=Dead Load p Concrete Strength(psi)l 4000 S=Snow Load (1)Layer Lr=Roof Live Load ReI1d0(ClllNflt #6 Rebar L=Occupancy Live Load 14"o.c. H=Soil Load Max Aallia Don L 11078 E=Seismic Load(Ultimate) _ %of Flexural Cap 96 W=Wind Load Me Hand Input Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or'Lr") NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live loads?(YES:fi=1.0,NO:fi=0.5) YES De you have a roof config that prevents snow from shedding off the structure?(YES:f2=0.7.NO:f2=0.2) _I YES Is the design snow load less than or equal to 30 pa17 �u 0. 661 SeIsmlC Sds fi= 05 fz= 0.7 Uniform Concentric Applied Loads(Wc) Dead.D(plf) -it n (frihi nary wall weight at mirihaight) Snow-S(pM) 0 Roof Live-Lr(p#) 0 Occupancy Live-L OM 0 Soil-H(pill 0 Uniform Eccentric Applied Loads(WE) . Moment at Top(Ib-ft/ft)=WE*a Moment at Mid-Ht(lb-ft/ft)=112 Eccentricity(in) 1.75 MTOP Dead-D(plf) 75 D 11 D= S Snow-S(plq 15625 S. 23 S= 17 Roof Live-Lr(plf) 0 Lr=_ 0 Lr 0 Occupancy Live-L(plf) 0 L= 0 L— 0 Soil-H(plf)� 0 I H= 0 H— 0 Moment @ Mid-Ht(lb-ft/ft)=1/2 Uniform Moments Applied (MTw (Msm') (M +MT) PP ) TOP cO The uniform moments applied to Dead-D IbdlMl 0 _ -� D ra Q the top and bottom of the wall can be used to model loads from a Snow-S ob-Nm 0 0 S. 0 wall above or below,or to model Roof Live-Lr(Ib-11M) _0 0 Lr-I1 0 lateral parapet forces. Enter Occupancy Live-L(Ib-Nq)� 0 0 L= 0 the moment induced at the mid-height Soil-H Ob•fUll) 0 0 H= 0 of the wall being designed and Seismic(Ultimate)-E Ob-fllfl), 0 0 E_• 0 rfeoafNe numbers to reduce the Wind-W(Ib-MI)� 0 0 j W=i 0 moment Mole that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand talcs. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(lb-ft/ft)=118 PL2 Seismic(Ultimate)-E(psf) 33 6 E= 3135 Wind-W(psf) 35.6 W= JJ2/ Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plf) 1623 Dead-D(lb-ft/ft). 5 Snow-S(plo 156 Snow-S(lb-f/ft)` 11 Roof Live-Lr(plf) 0 �. Roof Live-Lr(lb-fUft) 0 Occupancy Live-L(plf) 0 Occupancy Live-L(lb-ft/ft) 0 Soil-H(plf) 0 Soil-H(Ib-ftfft) 0 Seismic(Ultimate)-E(lb-ft/ft) 3135 Wind-W(lb-ft/ft) 3327 Note that these totals represent the uf@g forces at the mid-height of the wall&jgkiftl the self wt of the wall(this spreadsheet automatically talcs wall self wt) P-A effects have=been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will sM have to enter information describing the loads so that the proper h,f2 and f3load factors are properly applied_ Remember to enter the loads unfactored and include the self-weight of the section of wal being analyzed. Wall Parameters Wall Height Between Supports(ft) 27.3333333 (Not including parapet) Parapet Height(ft)I 0 (This Is used to talc the sell-weight of the wall only) Reber Dia in A in2 Total Wall Height(f)l 27.3333333 The width of the pier doesn't affect the structural 3 0.375 0.11 ( design since toads are Input per linear loot- Pier Concrete Strength fc(psi), 4000 4 0,500 0.20 width i9 for your reference so you can track your Concrete Unit Weight(pcq 150 calculations.This does calculate the actual number of 5 0.625 0.31 Reber Yield Stress fy(psi) 60000 bars required within—the pier width you input 6 0.750 0.44 Per ACI 14-3.6 lateral ties Width of Pier Being Designed(it) 1 (Width of pier,or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness(in) 7.25 8 1.000 0.79 where reinf is not req'd ass compression Depth of Reveal(it) 075 as 9 1.128 1.00 reinf Thus walls Structural Thickness(in)k 6.50 =Total Thk-Reveal Depth 10 L270 1.27 designed using this (1)or(2)Layers of Reln% 1 gx 11 1.410 1.56 method do not need to — have confinement steel. Vert Reber Size 6 0.44 tinii `0.75 in But in many cases is still Vert Reber o.c.Spacing(in) 14 — advisable,panicutahy w11b 2 layers of rebar As per foot(In=M) 0.3e IM11111 is the area of n(B Sion steel only) Total As in Pier(in).. 0.38 I0bl6 is the area oftensign teel onl) y Number of Bars within Pier(Ea Face)1 0.66 ACI Min Cover Re ments: f{` Are You Providing Confinement Rehr?, NO Exposed to Weather:45&Smaller-1 1/2" Confinement Reber Size' 3 0 In #6&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(in)i 2 Not Exposed to Weather:1#11 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in): 0.75 Verify"d"with Min Depth to Tension Rebar=d(in) 33 (W 2 layers of rebar,d=Struc Width-Max Cover-Confine -112 Vert�) hand calcs also J Min Vertical Steel Ratio-p�min 0.0025 (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-pvlYYY 0.'__00���4'__4 D2I Based on total wall thk not struc thk=(Reber A"#Layers/Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(In=rll)�0 SVert Spc9 i r Min Tensile Flexural Reinf 2=As min 2(Ift 0 13 r ( d Struc p 0,0097 =As per ft/(12"d) y •_ __ Thk pmax=0.6pb=0.6"0.85'pi"fc/fy"87000/(87000+1 0.0171 M& Ec(psl)i 3604997 i=57000"sgrt(rc) Es(psi) 29000000 • • • nraEs/Ec � • • •— d ew(in) 12 =12" Ag(in2/ft) 78 =Struc Thk'12 0-06 I fc(psi) 240 L` Pier Width=bw 1 e c(in) 328 Wall Ht"12 01; 0.85 1 Ig(in"/ft) 275 1-1112"12"Struc Thk' 1 fr(psi) 474 , 7.5.sgrt(fc) yt(in); 325 ,=Struc Thk/2 Mcr(lb-in)� 40082 =fr"Ig I yt e c/150(In)i.2 18666667 Job Name-GAYTEWAY C _ Job Number=2170a21 2 Wall Type=31 Wall Description=PIER B J } t J J + J I � O � O J J � J + } � 111 O + + O O + N J + 2 S o `o _ ❑ ° + + J J N � N + + + + + O ❑ ❑ ❑ CI N+ ❑ m N N _ m � O II II II II II II II II J J J Load Load Load Load Load Load Load Load 'ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5` 16-6 16-7' D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 U 0 0 0 0 0 0 0 0 L 0 1.6 I 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(#A) 2272 2026 2198 2198 2026 2304 1461 1214 Factored Applied Moment at Mid Ht=Mua(!b-InM) 92 147 298 20259 40071 37602 39983 37667 Pu/Ag(psl) 29 26 28 28 26 30 19 16 Vert Stress at Mid-Ht Wall ok?Pu!Ag<0.06 fc4 OK OK OK OK DK _K OK PE OK Ase(in2)=(Pu(h/2d)+As'fy)/ 0.42 0.41 0.42 0.42 0.41 0.42 0.40 0.40 a(in)=(Ase'fy)/(0.85'fc'F4 0.61 0.61 0.61 0.61 0.61 0.61 0.59 0.59 Cu=C ULTIMATE=a/pI 0.72 0.71 0 72 0.72 0.71 0.72 0.70 0.69 Icr u(in4)=Icr ULTIMATE=n'Ase'(d-Cu)z+1!3`Cw'W 2293 22.80 22.89 1 22.89 22.80 22M I 27-48 22.34 Mu(Ib-in)=Mua/(1-(5 Pu'Lc')/(0.75'48`Ec`Icr)) 156 233 494 33649 63436 64743 54720 48613 Mn(lb-in)=Ase'fy`(d-a12) 73572 T2921 73375 73375. 7292I 73656 71424 70766 Cu/d 0.22 0.22 0.22 0.22 0.22 0.22 0.21 021 =0.23+0.25/(Cu/d) 0.90 0.90 o.90 0.90 0.90 0.90 0.90 0.90 �Mn(Ib4lt) 66215 65629 66038 66038 65629 66290 64281 63690 �Mn>Mcr7 QK OK^ C3�K (J_K Q OK Mu/1)Mn 0% 0% 1% 51% 97% 98% 85% 76 �Mn>Mu 7 ®K OK OK OK I foE I OK QK I K UK N + "rl n ° 3 3 + + J + Job Name=GAYTEN J J J J J Job Number=2110821 ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=31 n II n n II II ¢ ¢ ¢ I < ¢ ¢ Wall Description=PIER 8 D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lf 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 1 0 Axial Load at Mid Ht=Ps(IbJft) 1779 1623 1623 1701 1779 1779 Applied Moment at Mid Ht=Msa(lb-OM) 202 24020 26398 24088 12179 26535 Ase(in)=(Ps+As`fy)I fy 0.41 0.41 0.41 0.41 0.41 0.41 k=Sqrt((n'p)z+2'n"p)-n`p 0 325 0.325 0.325 0.325 0.325 0.325 CE=C ELASTIC=k'd 1.06 1.06 1.06 1.06 1.06 1.06 Icr E(in4)=Icr ELASTIC=n'Ase'(d-CE)2+113'lw'CO 2052 20.42 20A2 20.47 20-52 20.52 Mi=Msa(lb-in) 202 24020 26398 24088 12179 1 26535 lei(in4)=((MCr/M)3'Ig+(1-(Mcr/M)3)`Icr E)<Ig 275 275 275 275 275 275 M2(lb-in)=Msa!(1-(5'Ps`LC2)/(48'Ec'lei)) 207 24469 26892 24561 12430 27080 le2(ln4) 275 275 275 275 275 2tb M3(Ib4n) 207 24469 26892 24561 12430 27080 le3(in4) 275 275 275 275 275 275 M4(lbdn) 207 24469 26892 24561 12430 27080 le4(In4) 275 275 275 275 275 275 M5(lb-in) 207 24469 26892 24561 12430 27080 le5(04) 275 275 275 275 275 275 M6(lb-0) 207 24469 26892 24561 12430 27080 le6(In4) 275 275 275 275 275 275 _ M7(lb-m) 207 24469 26892 24561 12430 1 27080 IeT(u14) 275 275 _ 275 _275 275 275 eC/150(in) 2.1866667 2.1866667 2.1866667 2A 666667 2.1866667 2.1866667 As(in)_(5'M7'Lc2)/(48'Ec'lei) 0.00 0.28 0.30 0.28 0.14 E+S is N/A .K I DK 2L OK OK rage l bb oT 410l Job Name = Job Number = 2170821.2 Wall Type = 31 Wall Description = PIER B ` Wall Ht= 27.33333 ft Wall Weight at Mid Height b = 6.333333 ft Wt of Concrete= 150 pcf c= 7.166667 ft Wall Thickness= 7.25 in. e = 12.67 ft Concentric Load= 310 plf d = 20 16667 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 3.166667 ft a= b/2 Roof Weight Joist Span= 10 feet Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 0 psf Live Floor= 0 psf eccentricity 1.75 inch I I equiv DL= 75 plf r equiv SL = 156.25 plf c equiv Lr= 0 plf L- equiv LL= 0 plf b e Equivalent Wind and Seismic Load P wind = 28.5 psf P seismic= 27.6 psf P wind equiv= 35.6 psf P seismic equiv= 33.6 psf �J J �1 J Alternate Concrete Slender Wall Design(ACI 318-11 Sect 14.8) If you need to make modifications to Job Nanle=GAYTEWAY C any other part of the spreadsheet besides the yellow cells the Job Number=2170821,20 D 02ssword is"save" I Wall Tyo = 29 Wall Descriptionn=PIER A See ACI 14.82.5for We DESIGN SUMMARY distribution Of Wall HI Btwn Supports(ft) 27.78571429 concentrated forces WE Total Wall Ht w/Parapet(ft) 27.78571429 e MT ^ Total Wall Thickness(in) 9.25 fE of Reveal Depth(in) 0.75 structural —� Structural Thickness(in)l 8.5 thickness Pier Width(ft) 1.75 Number of Bare Ea Face(or at 5.00 Center)of Pier D=Dead Load Concrete Strength(psi) 4000 S=Snow Load (2)Layer Lr=Roof Live Load Rebebfal"" #5 Reber a L=Occupancy Live Load 4"o.c. H=Soil Load Max Deflection, L 1 227 E=Seismic Load(Ultimate) _ /of Flexural Capacity 75% W=Wind Load A Me I Hand Input Potential Hand Input �K Applied Loads F Output S What is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or"Lr") .Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live NO loads?(YES:fi=1.0,NO:f1=0,5) YES Do you have a roof config that prevents snow from shedding off the structure?(YES:f2=0-7,NO:f2=0.2) YES I Is the design snow load less than or equal to 30 psf? 0.761 ',Seismic:Sds f1= 0.5 f2=~ 0-7 Uniform Concentric Applied Loads(Wc) Dead D(plf) 7343 (ttibularyw3ll weight at midheight) Snow-S(plpr 0 r— Roof Live-Lr(pit) 0 Occupancy Live-L(plf) 0 Soil-H(pit) 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(lb-ft/ft)=112 Moment al Top(lb-ft/ft)=W e'a Eccentricity(in) 3.75 MTOP Dead-D(plp 334.2857143 D-' 104 D= 52 Snow-S(plp 696 4285714 S= 218 S=FL00 Roof Live-Lr(plf) 0 Lr= 0 LrOccupancy Live-L(plf) 0 L(pin = 0 L=Soil-H � 0 = H= Moment @ Mid-Ht(lb-ft/ft)=1/2 Uniform Moments Applied (Mrav) (M6ot9 (MTOP+ff!Meor�)���III The uniform moments applied to Dead-D(Ib4U1l)( 0 0 D=i u the lop and bottom of the wall can Snow-S(116411t),r 0 0 S= 0 be used to model loads from a wall above or below,or to model Roof Live-Lr(lb•111f1t)l _ 0 0 Lr=! 0 lateral parapet forces. Enter Occupancy Live-L Qb-Nfgr 0 0 L si 0 the moment induced at the mid-height Soil-H(ID•NR)� 0 I H 0 of the wall being designed and Seismic(Ultimate)-E(Ib•Nft), 0 0 E= 0 Reoafive numbers to reduce the Wind-W(Ilf-NN) 0 0 W z moment i Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand talcs Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(lb-ft/ft)=118 PL2 Seismic(Ultimate)-E(psf) 124.8 E b 12041 Wind-W(psf) 1588 W 15324 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plp _9284 Dead-D(lb-ft/ft) 52 Snow-S(plf) 696 Snow-S(Ib-ftft) 109 Roof Live-Lr(plf) 0 Roof Live-Lr(lb-fUft) 0 _ Occupancy Live-L(plf) 0 Occupancy Live-L(lb-ft/ft) 0 Soil-H(pit) 0 Soil-H(Ib-ft/ft). 0 f Seismic(Ultimate)-E(lb-lft), 12041 Wind-W(Ib-ft/ft) 1532� Note that these totals represent the unfedared forces at the mid-height of the wall includin the self wt of the wall(this spreadsheet automatically talcs wall self wt).P-A effects have=been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper R,F2 and fs load factors are properly applied Rememberto enter the loads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(ft) 27 7857143 (Not including parapet) Parapet Height(ft) 0 This is used to talc the sell-we. ht of the wall only) Reber Dia in A ins Total Wall Height(ft)i 27.7857143 The width of the pier doesn't affect the structural 3 0.375 0.11 'design since bads are Input oar linear foot- Pier Concrete Strength fc(psi)1 4000 width is for you you can track your r reference so 4 0.500 0.20 Concrete Unit Weight(pcf) 150_ calculations.This does calculate the actual number o 5 0.625 0.31 Reber Yield Stress fy(0). 60000 bars required vathin the pier width you input 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed(it) 1 (Width of pier,or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness(in) 925 8 1.000 0.79 Whtfe vert reinf is not req'd as compression Depth of Reveal(in) 0.75 65 9 1.128 1.00 _ reinf. Thus walls Structural Thickness(in)I 8.50 =Total Thk-Reveal Depth 10 1,270 1.27 designed using this (1)or(2)Layers of Reinf?,.�2 11 1.410 1.56 method do not need to - methodhave do not nt need to Vert Reber Size 5 0.31 ink f-0.621 But in many cases is still Vert Reber o.c.Spacing(in)I 4.2 advisable,particularly with 2 layers of rater As per foot(01A 0.88 Mills is the area of tension steel only) Total As in Pier(in') 0.88 (IAit is the area of tension steel only) Number of Bars within Pier(Ea Face) 2.86 ACI Min Cover Regmentsi Are You Providing Confinement Reii YES Exposed to Weather,#5&Smaller-1 1/2" Confinement Reber Six• 3 0.375 In i#6&Larger-2' Cone Cover at Ext Side of Wall Exp to Weather/Earth(in)I 1.125 Not Exposed to Was therrp111 &Smaller=3/4" Cone Cover at Int Side of Wall Not Exp to Weather/Earth(in) 0.75 Verify-d-with Min Depth to Tension Reber=d(In) 6.7 - (w1 2 layers of rater,d=Struc Width-Max Cover-Confine -1/2 Vert 0) hand talcs also Min Vertical Steel Ratio-pv thin 0.0025 (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-pv 0.0158 E Based on total wall thk not strut thk=(Reber A•#Layers/Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(Will) 025 VKK Von Spa J Min Tensile Flexural Reinf 2=As min 2(ini 0.27 t f d p 0.0109 =As per ft1(12"d) •-. _ SWc 1 Thk 1=0.6 pb=0.6•0.85'p 1'fc/fy 87000 I(87000+fy) 0,0171 2K Ec(psi)� 3604997 =57000'sgrt(fc) - Es(psi) 29000000 • • • n 8.0 =Es/Ec d ew(in) 12 -12" Ag(in2/ft) 102 =Struc Thk'12 0.06 fc(psi) 240 #I Pier Width=bw ` e c(in) 333428571 -Wall Ht"12 Pi 0.85 Ig(in'/p) 614=1/12.12`Struc Thk' 1 fr(psi) 474 =7.5'sgrt(fc) yt(n) 4.25 =Struc Thk/2 Mcr(lb-In) 68542 =fir'Ig/yt 8 c/150(in)L2.2228571-41 JOK Job Name=GAYTEWAY C J Job Number=2170821 2 Wall Type=ze Wall Description=PIER A rJ J J J J = u) W } J } S + + O O _ ❑ 0 ❑ J J J + N > N ❑ ❑ ❑ ❑ ❑ + ❑ T c1 O II II II II II II II II J J J J J J J Load Load Load Load Load Load Load Load 'ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5' 16-6 16-7" D 1.4 1.2 1.2 12 12 1.3522 09 0.7478 S 0 0.5 1.6 1.6 05 0.7 D 0 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(IbMI) 12998 11489 12255 12255 11489 13041 8356 6943 Factored Applied Moment at Mid Ht=Mua(lb-MMl) 878 1405 2641 94764 185290 146253 184449 144960 Pu/Ag(p91) 127 113 120 120 113 128 82 68 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.061'C4 OK DIU _QA OK OK 2L OK Q� 2K Ase(in2)_(Pu(hl2d)+As'fy)/fY 1.011 1.00 1.01 1.01 1.00 1.01 0.97 0.95 a(in)=(Ase'fy)!(0.85'fe'liO 1 49 1.47 1.48 1.48 1.47 1.49 1.42 1.40 Cu=C ULTIMATE=a/Iti 1.75 1,73 1.74 1.74 1.73 1.76 1.67 1.64 Icr u(in4)=Icr ULTIMATE=n'Ase'(d-Cu)'+11WW'Cu 220.14 218.20 219.19 219.19 218.20 220.19 214.09 212.20 Mu(lb-in)=Mua/(1-(5'Pu'Lc2)/(0.75"48"Ec"Icr))2 1175 1 1814 3736 124631 239247 195966 221472 _ 168585 Mn(Ib-in)=Ase'fy"(d-a!2) 361578 368586 359124 359124 356585 t 361723 346143 341402 Cu/d 0.26 0.26 0.26 0.26 0.26 0.26 0.25 0.25 =0.23+0 25/(Cu/d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn(lb-11n) 325420 320927 323211 323211 320927 325550 311529 307262 pMn>Mcr? OK PLC OK �^ OK OK tZK OK OK OK Mu/�Mn 0% 1% 1 1% 39% 75% 60% 71% 55% POSITIVI �Mn>Mu? Q;j OK OK Q I UK _ 0K N (n + m r `o w 3 + + + + Job Name=GAYTEVI J J J J J J Job Number=21/U821 + + + + + + ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=29 u II n n u n < ¢ < ¢ < < Wall Description=PIER A D 1 1 1 1 1 1 $ 1 0 0 0.5 1 1 L 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 1 0.6 1 0.3 0 Axial Load at Mid Ht=Ps(Ib/lt) 9980 9284 9284 1 9632 9980 9980 Applied Moment at Mid Ht=Msa(lb-InMt) 1933 110958 101771 111611 57098 103076 Ase(inz)=(Ps+As"fy)/Illy 1.04 1.03 1.03 1.04 1.04 1.04 k=Sqrt((n'p)2+2'n'p)-n'p 0.340 0.340 0.340 0.340 0.340 0.340 CE=C ELASTIC=k"d 2.28 2.28 2.28 2.28 2.28 2.28 Icr E(in4)=Icr ELASTIC=n'Ase'(d-CE)2+1/3"8 W CO 210.42 208.61 208.61 209.51 210.42 210.42 Mi=Msa(lb4n) 1933 110958 101771 111611 57098 103076 lei(in4)_{(Mcr/M)''Ig+(1-(Mcr/M)3)*Icr E)<Ig 614 304 332 303 614 329 M2(lb-in)=Msa!(1-(5'Ps"Lcz)!(48'Ec'lei)) 2039 123019 111799 124294 60243 114201 le2(W) 614 2/9 302 211 814 298 M3(lb-in) 2039 124252 112920 1 125625 60243 115517 le3(In4) 614 277 299 275 614 295 M4(lb-in) 2039 124363 113034 125748 60243 115657 lei(04) 614 276 299 275 614 294 M5(W-in) 2039 124373 113045 125759 60243 115671 105(64) 614 276 299 275 614 294 M6(Ib4n) 2039 124374 113047 125760 60243 115673 le6((n4) 614 276 299 275 614 294 M7(Ib4n) 2039 124374 113047 125760 60243 115673 le7(104) 614 276 299 275 614 _294 Cc/150(in) 2.2228571 2.2228571 2.2228571 2.2228571 2.2228571 2.2228571 As(in)_(5'M7'Lcz)/(48'Ec`191) 0.01 1.45 1.21 1.47 0.32 E+S is N/A OK I O DE OK P-r, QL( Alternate Concrete Slender Wall Design (ACI 318-11 Sect 14.8) --'' If you need to make modifications to Job Name=GAYTEWAY C any other part of the spreadsheet r♦ besides the yellow cells the Job Number=2170821.20 password is"save" Wall Type=, 29 _ Wall Description=iP1ER B See ACI 14.8.2.5 for I We DESIGN SUMMARY idistribution of Wall Ht 8twn Suppons(ft) 27,78571429 concentrated forces WE Total Wall Ht wl Parapet(ft) 27.78571429 g MT Total Wall Thickness(in) 9.25 Of Reveal Depth(In) 0.75 structural i� Structural Thickness(in) 8.5 thickness Pier Width(h) 3.50 Number of Bars Ea Face(or at 6.00 Center)of PUN D=Dead Load p Concrete Strength jp� 4000 1 S=Snow Load > (2)Layer Lr=Roof Live Load Reinforcement; #5 Rebar L=Occupancy Live Load 7"o-c. H=Soil Load Max Deflection L 1 592 E=Seismic Load(Ultimate) %of Flexural Capacity 77 W=Wind Load Me Hand OW Potential Hand Input Applied Loads output I S Wh81 is the 0000"type of roof load?Snow or Roof Live Load?(Enter"S"or'Lr) NO Are youapplying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live load$?(YES:ft=1.0.NO:fi=0.5) YES DO you have a roof config that prevents snow from shedding off the structure?(YE&f2=0.7.NO:f2=0.2) YES Is the design snow load less than or equal to 30 PM r0,761 Seismic:Sds fi 2! 0.5 f2-r 07 Uniform Concentric Applied Loads(Wc) Dead-D(plf) 4437 i(bftAery wall weight at midheight) Snow-S(pU) 0 Roof Live-Lr(plf) 0 Occupancy Live-L(plf) 0 Soil-H(plf) 0 Uniform Eccentric Applied Loads(WE) Moment at Top(lb-ft/ft)=WE a Moment at Mid-Ht(lb-ftlft)=1/2 "Eccentricity(in) 3,75 y_ ' _ OP _ Dead-D(plf) 22ti_71a2W? D= 71 —_ ' D MT �� Snow-S(plf) 470 2380952 S=� 147 S 3= 7 Roof Live-Lr(plf) 0 Lr=- 00� Occupancy Live-L(plf) 0 L=I 0 ' L=� 0 } Soil-H(plf). 0 1 H=" 00 H=1 0 I Moment @ Mid-Ht(lb-ft/ft)=112 Uniform Moments Applied (MToi) (M$o1) (MTOP+MBOT) The uniform moments applied to J Dead-D(Ib.fVR)i 0 I v D= 0 the top and bottom of the wall can Snow-S Qb-Nft)I 0 0 I S=1 0 be used to model loads from a wall above or below,or to model Roof Live-Lr(lb-Ill 0 0 Lr= 0 lateral parapet forces. Enter Occupancy Live-L(lb-11M)r 0 0 L- 0 8030V numbers to dnareaW the - moment induced at the mid-height Soil-H(lb-PA) _0 0 I H= 0 of the wall being designed and Seismic(Ultimate)-E(ID-N8) 0 0 E= 0 neoahve numbers to nifilm the Wind-W(Ibdl/lq 0 0 I W=, 0 -� moment, Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(lb-ft/ft)=1/8 PL2 r Seismic(Ultimate)-E(psf) 89 3 E_� 8�619 Wind-W(psf) 1072 W s+l 10347 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plf) 6269 Dead-D(lb-fUft) Snow-S(plf) 470 Snow-S(lb-ftfft) 73 Roof Live-Lr(pip 0 Roof Live-Lr(lb-ft/ft) 0 Occupancy Live-L(plf)--0 Occupancy Live-L(lb-ft/ft) 0 _t Soil-H(plf) 0 _I Soil-H(lb-ft/ft) 0 Seismic(Ultimate)-E(lb-f lft) 8619 Wind-W(lb-ft/ft) 10347 Note that these totals represent the unlecto forces at the mid-height of the wall in the self wt of the wah(this spreadsheet automatically calcs well self wt),P-A effects have Mt been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper fi,h and f3load factors are properly applied Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall I leight Detwcon Supporto(11) 27 7867143 (Plot including poropot) Parapet Height(ft) 0 is is used to calc the self-vi ht of the wall only) Reber Dia(in) q ins Total Wall Height(D) 27.7857143 1(The width of the pier doesn't affect the structural 3 0.375 0.11 dosign since bads are input per linear toot Pier Concrete Strength Pc(psi) 4000 4 0-500 0.20 wirtth is for your rnfmmnrsr so you can hack your Concrete Unit Weight(pcf)_,150 calculations.This does calculate the actual number Of 5 0.625 0.31 Reber Yield Stress fy,(psi) 60000 bars required within the pier width you input 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed(ft) 1 (VVWIh of pier.or enter 1 Of for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness(in) 9.25 8 1.000 0.79 wham vnrt rP(nf is not req'd as compression Depth of Reveal(in)!' E-1b s5 9 1.128 1.00 relnf. Thus walls Structural Thickness(in) 8.50 =Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of Reinf? 2 11 1.410 1.56 method do not need to - have confinement steel Vert Reber Sizel 5 0.31 friz L 2525 in Rut in many rnsPs is still Vort Robor o.o 6paoing(in) 7 �IOK advisable,particularty with 2 layers of rebar As per foot(inz/ft) 0.53 (This is the area of lonslarli steel only) Total As in Pier(in) 053 (This is the area of tension sfeel 0*) Number of Bars within Pier(Ea Face) 1 71 ACI Min Cover Reqments: Are You Providing Confinement Reinf? YES Exposed to Weather:#5&Smaller-1 1/2" Confinement Reber Size 3 0.375 #6&Larger-2" Conic Cover at Ext Side of Wall Exp to Weather/Earth(in) 1.125 Not Exposed to Weather:I#11 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in) 075 j Verify"d"with Min Depth to Tension Reber=d(in) 6.7 (w/2 layers of rebar,d=Struc Width-Max Cover-Conine 0-112 Vert�) hand calcs also Min Vertical Steel Ratio-p�min 0.0025 (pv min may be reduced if the shear force is low.See ACI 21.7 2) Actual Vertical Steel Ratio-ie 0.0095 OK Based on total wall thk not struc thk=(Reber A*#Layers/Spacing)/(Total Thk) Mtn Tensile Flexural Remf 1-As min 1(OAQ1 0.25 Q ,Vert Spcg Min Tensile Flexural Reinf 2=As min 2((nz/It) 0.27 OK _? i � d p 0,0066 =As per ft/(12*d) • • a—I__ Struc ,max=0.6 pb=0.6*0.85"31"fc/fy*87000/(87000+fy) 0.0171 OK l II Tl* Ec(psi), 3004997 -07000*sgrt(Pc) Es(pw) 29000000 • • • d n 80 =Es/Ec t w Poll 12 =12" Ag(In'11q 102 =Struc Thk*12 0 06 Pc(j*)j 240 -Ik Plot Width bw Cu(m)t333.420071 —Wall llt`12 (1 0 85 Ig(in`lit) 614 -r 1112*12"Struc Thk' fir(psi) 474 =7 5*sgrt(Pc) yt(n) 4 25 =Struc Thk/2 Mcr(lb-�n) 68542 J=fr"Ig/yt e c l 150(In) 2 22285714 j oK Job Name=GAYTEWAY C Job Number=2170821 2 Wall Type=29 Wall Description=PIER B J J J J + + OILL! W O + + O R O + n n + + _ 2 O + O J ❑ O J J J + + 0 N 0 CO a 1 N + + + + O + N ❑ O O O ❑ + O d O 1 II II II II II II II II 7 7 7 7 7 D Load Load Load Load Load I Load Load Load 'ASCE7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12A.2.3 16-1 16-2 I 16-3(a) 16-3(b) 16-4 16-5" 16-6 16-7" D 1.4 1.2 1.2 1.2 12 13522 0.9 0.7478 $ 0 0.5 1.6 1.6 0-5 0.7 0 0 U 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 -� W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(Ibl t) 8776 7758 8275 8275 7758 8806 5642 4688 Factored Applied Moment at Mid Ht=Mua QbAnlft) 593 949 1919 63999 125110 104620 124542 103747 Pu/Ag(p11) 86 76 81 81 76 86 55 46 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 r.?j OK OK OK (�K Off' Q Q 1QLt OK Ase(in2)=(Pu(h/2d)+As"fy)/fy 0.62 0.61 0.61 0.61 0.61 0.62 0.59 0.58 a(in)=(Ase`fy)/(0.8510w) 0.91 0.89 0.90 0.90 0.89 0.91 0.86 0.85 CU=C ULTIMATE=a/p1 1-07 1.05 1.06 1.06 1.05 1.07 1.01 1.00 Icr u(in4)=Icr ULTIMATE=n`Ase"(d-CU)2+113.IW.Cu' 161.96 160-01 161.01 161.01 160.01 162.03 155.86 153-95 Mu(lb-in)=Mua/(1-(5"Pu`Lc2)/(0.75"48`Ec`Icr))- 772 1197 2460 82063 157898 136361 147396 119308 Mn(lb-in)=Ase"fy"(d-SQ) 231433 227688 229591 229591 227688 231541 219876 216339 Cu/d 0.16 0.16 0.16 0.16 0.16 0-16 0.15 0.15 =023+0.25/(Cu/d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn(lb•In) 208290 204919 206632 206632 204919 208387 197868 194705 ¢Mn>Mcr 1 OK OBI` OK OK Q PAOK OK Mu/yMn 0% 1% 1% 40% 77% 65% 74% 61% �Mn>Mu 7 OK Qfs OK 21 OK QE OK OK OK N N N + m r ° 3LU3: + + Job Name=GAYTEIA J J J J J J Job Number=2170821 + + + + + + ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=29 u II n n n II ¢ ¢ ¢ ¢ ¢ ¢ Wall Description=PIER B D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0-70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps IRA) 6739 6269 6269 6504 6739 6739 Applied Moment at Mid Ht=Msa(Ib•inlR) 1305 74920 72825 75361 38553 73706 Ase(in2)=(Ps+As`fy)/fy 0.64 0.63 0.63 0.63 0.64 0.64 k=Sqrt((n"p)2+2`n`p)•n'p 0.276 0.276 0.276 0-276 0276 1 0.276 CE=C ELASTIC=k"d 1.85 1.85 1.85 1.85 1.85 1.85 Icr E(in4)=Icr ELASTIC=n"Ase'(d-CE)2+1131 W CO 145.50 144.02 144.02 144.76 145.50 145.50 Mi=Msa(lb•IA) 1305 74920 72825 1 75361 38553 73706 lei(in4)_((Mcr/M)3"Ig+(1-(Mcr/M)3)`Icr E)<19 614 504 536 498 614 522 M2(lb-in)=Msa/(1-(5`Ps"Lc2)/(48`Ec`lei)) 1353 78038 75668 78662 39962 76893 le2(In4) 614 463 493 455 614 477 M3(Ib-In) 1353 78330 75923 78986 39962 1 77207 le3(in4) 614 459 490 451 614 473 M4(lb-in) 1353 r 78358 75946 79018 39962 77239 le4(in4) 614 459 490 1 451 614 473 M5(lb-in) _1 353 78361 75949 79021 39962 77242 le5(04) 614 459 490 451 614 473 M6(ID-in) 1353 78361 75949 79021 39962 77242 le6(In4) 614 459 490 451 614 1 473 M7(lb-in) 1353 78361 1 75949 79021 39962 77242 I le7(in4) 614 459 490 451 614 _ 473 _ t c/150(II1) 2.222857112.2228571 2.2228571 2.2228571 2.2228571 22228571 As(in)_(5"M7"Lc2)/(48`Ec"let) 0.01 0.55 0.50 0-56 0.21 E+S is N/A Q}j OK Q( KK OK OK Alternate Concrete Slender Wall Design(ACI 318-11 Sect 14.8) If you need to ma's e motcations to I Job Name=GAYTEWAY C -M any other part of the spreadsheetAll besides the yellow cells the Job Number=2170821.20 Wall Description=PIER ` J See ACI 14.8.2.5 for We I DESIGN SUMMARY distribution of IWI Wall Ht Btwn Supports(ft)I 27.70571429 concentrated forces VVE Total Wall Ht w/Parapet(h) 27.70571429 MT ^ Total Wall Thickness(in) 7.25 e r \v Of —� Reveal Depth(in) 0.75 structural rt- Structural Thickness(in) 6.5 thickness — i Pier Width(it) 1.75 Number Or kfars to hate(or a 3.00 Center)of Pier D=Dead Load f' r Concrete-Strength(psi) 4000 S=Snow Load I (2)Layer I r=Rnnf I ive I nad Reinforcement #5 Reber Q. L=Occupancy Live Load i 7•`a•F H=Soil Load Max Deflection L/497 E=Seismic Load(Ultimate) %of Flexural Capacity 69 W=Wind Load , A Me Hand Input v Potential Hand Input OK Aipplied Loads t)t1W S What is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or"Lr") Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live NO I loads?(YES:ft=1.0,NO:fi=0.5) ! YES Do you have a roof config that prevents snow from shedding off the structure?(YES:f2=0.7.NO:f2=0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic:Sds ft= 0.5 f2=r—0.7 Uniform Concentric Applied Loads(Wc) Dead-D(pin 1199 (tributary wall weight at midheight) Snow-S(plf)` 0 Roof Live-Lr WO D Occupancy Live-L(plf) D Soil-H(plf) 0 Uniform Eccentric Applied Loads(WO) Moment at Top(lb-ftft)=WE a Moment at Mid-Ht(lb-ft/ft)=1/2 Eccentricity(itt), 1-75 MTOP 1 Dead-D(plf) 117.1426571 D= 17 D= 9 Snow-S(plf) 244� S= 36 S= 18 Roof Live-Lr(plQ 0 l Lr= 0 Lr= 0 Occupancy Live-L(plO 0 L= 0 L a 0_ Soil-H(p1lF� H= 0 H- 0 Moment @ Mid-Ht(lb-ft/ft)=1/2 Uniform Moments Applied (M—) (1IIII-), (MTOP+MBOT) The uniform moments applied to Dead-D(Ib-Rill _0 _ 0 D= 0 the top and bottom of the wall can Snow-S Wfttl 0 0 S= 0 be used to model loads from a wall above or below,or to model Roof Live-Lr(Ib-NO)l 0 0 Lr 0 lateral parapet forces. Enter Occupancy Live-L(lb-ft/ft) 0 0 L= 0 the moment induced at the mid-height Soil-H Ib-R/fl = i ( )� 0 0 H } of the wall being designed and Seismic(Ultimate)-E( -01fft)b ( 0 0 E_ the Wind-W(lb-fUft)', 0 0 W= 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand talcs. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(lb-ft/ft)=1/8 PL2 Seismic(Ultimate)-E(psf) 50-5 E= 4872 Wind-W(psf) 61.5 W= 5935 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at IM411sipht of Wall Dead-D(plf) 2575 Dead-D(lb-ft/ft) 9 " Snow-S(plf) 2" Snow-S(lb-ft/ft) 18 Roof Live-Lr(plf) 0 �— Roof Live-Lr(lb-ft/ft) 0 JI Occupancy Live-L(plf) 0 Occupancy Live-L(lb-ft/ft) 0 Soil-H(plf) 0 Soil-H(lb-ft/ft) 0 Seismic(Ultimate)-E(lb-ft/ft) 4872 Wind-W(lb-ft/ft) 5935 Note that these totals represent the ud adored forces at the mid-height of the wall 81G/ HI9 the self wt of the wall(this spreadsheet automatically talcs wall self wt).P-A effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper fi,h and h load factors are properly applied Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(ft) 277857143 (Not including parapet) Parapet Height(ft) 0 ,(This is used to plc the sell—weight of the wall on Reber Dia(in) A inr Total Wall Height(ft) 27.7657143 The width of the pier dosgn l affect the structural 3 0.375 0.11 design since loads are input per linear fool. Pier Concrete Strength fc(psi). 4000 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight(pco) 150 Calculations.This does calculate tho actual number o 5 0.625 0.31 Rebar Yield Stress fy(psi)` 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14 3 6 lateral ties Width of Pier Being Designed(ft) 1 (Width of pier,or enter 1 ft for analyzing unit width) 7 0,875 0.60 need not be provided Total Wall Thickness(in) 725 8 1.000 0.79 where vent rein(is not � req'd as compression Depth of Reveal(in) 0.75 ss g 1.128 1.00 rein Thus walls Structural Thickness(in) 6.50 =Total Thk-Reveal Depth 10 1,270 1.27 designed using this (1)or(2)Layers of Reinf? 2 Qi4 11 1,410 1.56 method do not need to I have confinement steel. Vert Reber$904_ 5 0.31 Jfn= 0.625 111 But in many cases is still Vert Reber o c Spacing(iri} �..72K advisable,particularly with =2 layers of rebar As per fool(in fR} (This is the area of tension steel only) Total As in Pier(in) (This is the area of tension steel only) - Number of Bars within Pier(Ea Face) 1.71 ACI Min Cover Reqments: Are You Providing Confinement Reinf? YES Exposed to Weather:1#5&Smaller-1 1/2" Confinement Reber Size, 3 0.375 lin J#6&Larger-2" Cone Cover at Ext Side of Wall Exp to Weather/Earth(In)' 1.125 Not Exposed to Weather:#11 &Smaller=3/4" Cone Cover at Int Side of Wall Not Exp to Weather/Earth(in)! 0.75 Verify'd'with Min Depth to Tension Reber=d(in) 47 (wl 2 layers of rebar,d=Struc Width-Max Cover-Confine -112 Vert�) hand cefcs also Min Vertical Steel Ratio-pv min 0.0025 (pv min may be reduced if the shear force is low See ACI 217 2) Actual Vertical Steel Ratio-pu 00121 IQ Based on total wall thk not struc thk=(Reber A'#Layers/Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(inz/ft). 0.18 JOK rVen Spcg i r Min Tensile Flexural Reinf 2=As min 2(Wift)i 0.19 I tl pi 0.0094 i=As per ft/(12`d) 10 • •— _ T kc pmax=06pb=0.6"0.85"Pi`fc/fy'87000I(87000+fy) OO�QK I — Ec(psi) 3604997 57000`sgrt(1c) Es(psi) 29000000 • • • d n 8.0 �=Es/Ec Ew(in) 12 =12" Ag(in'th) 78 =Struc Thk`12 0,06 fc(psi) 240 Pier Wklth=bw i'c(in) 333.428571 =Wall Ht`12 (3i 0.65 Ig(MIM 2 55 -1112•12`Struc Thk' fA(i00 474 7.5`sgrt(fc) yt fl)I 3.26 =Struc Thk/2 Mcr Win) 40082 =fr`Ig/yt 8 c 1150(in)L222B5714 OK Job Name-GAYTEWAY C J Job Number=2170821 2 Wall Type=29 Wall Description=PIER C J J J J J �+ + + p + n + + + O O J O J J J + C`1 N + + + + O + O ❑ ❑ ❑ ❑ ❑ + ❑ m V N (y N N O II II II II � II II 11 Load Load I Load Load Load Load Load Load 'ASC E 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16.2 1R 9(a) 16 9(h) 16-4 19-5* 16-6 16-7' D 1-4 1.2 1.2 1.2 1.2 1 1.3522 0.9 0.7478 .Gi Q. 05 07 n n Lr 0 0 0 0 0 0 0 0 1 n 1 6 05 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(IIMI) 3605 I 3212 I 3461 3481 3212 1 3653 2318 1926 Factored Applied Moment at Mid Ht=Mua(lbdNll) 144 230 465 36075 71451 58747 71313 58535 PuIAg(psi, 46 I 41 1 45 45 41 47 30 25 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 fC9 OK OK j OK OK OK � I OK OK Q jt Ase(in)=(Pu(h/2d)+As'fy)Ify 0.57 056 0.57 0.57 0.56 0,57 0.55 0.55 a(in)=(Ase*fy)/(0.85'k%) 0.63 0.83 { 083 0.83 0.83 0.84 0.81 0.81 Cu=C ULTIMATE=a/pi 0.98 0.97 0.96 0.96 0-97 0.98 0-96 0.95 Icr u(in4)=Icr ULTIMATE=n*Ase*(d-CU)2+1/3*CW*z 66,48 66.15 66.38 66.38 66.15 66.52 65.40 65.07 Mu(lb-in)=Mua/(1-(5`Pu*Lc2)/(0.75*48*Ec'Icr))= 187 290 599 46525 90214 76815 84076 67033 Mn(lb-in)=Ase*fy*(d-812) 145424 144373 145091 145091 144373 145552 141975 140921 Cu/d 0.21 0.21 0.21 0,21 0.21 0.21 0.20 0.20 =0.23+0.25/(Cu/d) 0.90 0,90 0.90 0.90 0.90 0.90 0.90 0.90 yMn Win) 130882 129936 I 130582 130582 129936 130996 127777 126829 �Mn>Mcr? OK OK QJ( OK OK PL OK P-K PIS MuI¢Mn 0% 0% 0% 36% fig% 59% 66% 53% POSITI @Mn>Mu7 QK OK OK QK OK OK OK I N rn LU S + M > n 3: + + J N + Job Name=GAYTEW J J J J J J Job Number=2170821 ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=29 II II II II II 11 ¢ ¢ ¢ ¢ ¢ ¢ Wall Description=PIER C 0 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 1 0.6 0.3 0 Axial Load at Mid Ht=Ps(Ib111) 2819 2575 2575 2697 2619 2819 Applied Moment at Mid Ht=Msa(lb-in/it) 316 42835 41024 42942 21682 41237 Ase(in)=(Ps+As`fy)/ty 0.57 0.57 0.57 0.57 0.57 0.57 k=Sgrt((n*p)2+2'n*p)-n'p 0.320 0.320 0.320 0.320 0.320 0.320 CE=C ELASTIC=k*d 1.50 1.50 1.50 1-50 1.50 1.50 Icr E(in4)=Icr ELASTIC=n*Ase'(d-CE)2+1/3-ew-Ces 60.33 60.00 60.00 60.16 60.33 60.33 Mi=Msa(lb-In) 316 42835 41024 42942 21682 41237 lei(in4)_{(Mcr/M)''Ig+(1-(Mcr/M)3)*Icr E)<Ig 275 236 260 235 275 257 M2(lb-in)=Msa/(1-(5 Ps'Lc2)/(48*Ec•100) 327 44392 42371 44589 22422 42743 1e2(In4) 275 218 242 216 275 237 M3(lb-in) 327 44525 42478 44737 22422 42875 le3(In4) 275 217 240 214 275 235 M4(Ib•in) 327 44537 42486 44751 22422 42887 le4(In4) 275 216 240 214 275 235 M5(lb•1n) 327 44537 42487 44752 22422 42888 le5(04) 275 216 240 214 275 235 M6(lb4n) 327 44538 42487 44752 22422 42688 1e6(in4) 275 216 240 214 275 235 MT(lb-in) 327 44536 42487 44752 22422 42688 (e7(04) _275 216 1 240 214 275 _235 _ ec/150(in) 2.2228571 2.2228571 2.2228571 12,2228571 2.2228571 2.2228571 As(in)=(5`M7*Lc2)/(48*Ec'191) 0.00 0.66 0.57 0.67 0.26 E+S is N/A P-6 OK I OK OK OK rage.1 r5 or 413-1 Job Name = Job Number = 2170821.2 Wall Type = 29 Wall Description = PIER C Wall Ht= 27.78571 ft Wall Weight at Mid Height b = 3.333333 ft Wt of Concrete= 150 pcf c= 7.166667 ft Wall Thickness= 7.25 in. e = 1 75 ft Concentric Load= 1199 plf -� d = 20.61905 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 1,666667 ft a = b/2 Roof Weight Joist Span= 10 feet i Dead Load= 12 psf Id Snow Load= 25 psf i Live Roof= 0 psf Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 117.14286 plf r equiv SL = 244.04762 plf c equiv Lr= 0 plf I equiv LL = 0 plf —1 b e �] Equivalent Wind and Seismic Load J P wind = 31.5 psf P seismic= 27.6 psf P wind equiv= 61.5 psf P seismic equiv = 50.5 psf J J J J J J J J Alternate Cffonnlcrete Slender Wall Design (ACI 318-11 Sect 14.8) d t•I If you need to make modifications to Job Name='',GAYTEWAY C i any other part of the spreadsheet jMV besides the yellow cells the Job Number=2170821.20 �` II'aso'v,,o,d is"save iia'it Type_ Wall Description=PIER A See ACI 14 8 2 5 for We DESIGN SUMMARY distribution of concentrated forces Wall Ht Btwn Supports(ft)' 27.33333333 lhrE Total Wall Ht w/Parapet(ft) 27.33333333 Mr ^ftTotal Wall Thickness(In) 9.25 r \W of Reveal Depth(in), 0.75 tstructural hickness Structural Thickness(in) E.5 thickness Pier Width(ft) 3.50 Number of Bars Ea Face(or at 6,00 Center)of Pier I D=Dead Load t' Concrete Strength(psi) 4000 S=Snow Load (2)Layer Lr=Rnof Live I_nad Rolnrorcament 95 Reber CID L=Occupancy Live Load 7"o,ra H=Soil Load Max Deflection L/397 E=Seismic Load(Ultimate) /of Flexural Capacky 79 W=Wind Load , p �.Ma Poor"Hand uU i O� Anolied Loads \`J/ S !What is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or"Lr") NO AM you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live bad87(YES:fi=1.0.NO:fi=0.5) YES I)O you have a roof config that prevents snow from shedding off the structure?(YES:1`2=0.7,NO:1`2=0.2) YES :Is the design snow load less than or equal to 30 psf? 0,761 ,Seismic:Sds h 0.5 f2 y 0.7 Uniform Concentric Applied Loads(Wc) Dead-D(plf) 4063 (tributary wall weight at midheight) Snow-S(pl0j 0 Roof Live-Lr(pM)� 0 Occupancy Live-L(plf) 0 Soil-H(plf) 0 Uniform Eccentric Applied Loads(WE) Moment at Top(lb-ft/ft)=W E•e Moment at Mid-Ht(lb-ft/ft)=V2 Eccentnc,ty(in) 3,75 MTOP Dead-0(plf) 964 2857143 D= 301 D 151 Snow-S(pit) 2008 828571 S= 62B S= 314 Roof Love-Lr(plp 0 Lr= 0 Lr= 0 Occupancy Live-L(plf) 0 L:_ 0 L= 0 Soil-H(plo) .__0 H= 0 H- 0 Moment @ Mid-Ht(Ib-ft/ft)=1/2 Uniform Moments Applied (MraP) (Meof) (MTOP+MeoT) The uniform moments applied to Dead-D(lb-sUR)! 0 0 D= 0 the top and bottom of the wall can i be used to model loads from a Snow-S(Ib-R10)t 0 0 I S wa I above or below,or to model Roof Live-Lr(Ib-OA)� 0 00 Lr= 0 lateral parapet forces. Enter Occupancy Live-L pb-IIMt)! 0 0 I L= 0 fffiSitlye nul nbefs to increase the moment induced at the mid-height Soil-H(lb-NM),- 0 0 H 0 of the wall being designed and Seismic(Ultimate)-E(IbdUll). 0 0 E_', 0 neoative numbers to reduce.the Wind-W(lbdVlt) 0 0 W=` 0 ` moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that countered other forces are not allowed to be factored and should be accounted for in hand talcs. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(lb-fVft)=1/6 PL2 Seismic(Ultimate)-E(psf) 107.1 E 10006 Wind-W(psf) 101 8 W 9506 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plf) 6608 Dead-D(lb-ft/ft) 151 ' Snow-S(plq 2009 f1 Snow-S(Ib-ftlft)' 314 Roof Live-Lr(plf) 0 :E Roof Live-Lr(Ib-fUfl" Occupancy Live-L(plf) 00 Occupancy Live-L(Ib-ft/ft) 0 Soil-H(plf)0 Soil-H(lb-ft/ft) 0 Seismic(Ultimate)-E(lb-ft/ft) _ 10006 Wind-W(lb-ftfft) 9506 Note that these totals represent the gp forces at the mid-height of the wall fnr utl( iflg the self wt of the wall(this spreadsheet automatically talcs wall self wt).P-A effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will sbll have to enter information describing the loads so that the proper fi,t and f3load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. 1 Wall Parameters Wall Height Between Supports(ff) 27.3333333 (Not including parapet) Parapet Height(ft)l 0 (This i8 used to calc the sett-wet hl of the wall on Rebar Dia(in) A in`l Total Wall Height(ft) 27.3333333 The width of the pier doesn't affect the structural 3 0.375 Oil 1 i design since loads are input per linear toot. Pier Concrete Strength Pc(psi)I 4000 ; wtdth is for your reference so you can track your 4 0.500 0.20 Concrete Unit Weight(pcp 150 calculations.This does calculate the actual numberoll 5 0.625 0.31 Reber Yield Stress fy(psi) 60000 bars required within the pier width you input 6 0.750 0.44 Per ACI 14,3,6lateral ties Width of Pier Being Designed(IQ 1 (Width of pier,or enter 1 6 for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness(in) 9.25 8 1.000 0.79 where van relnl is not req'd as compression Depth of Reveal(in)! 0.75 _ 9 1.128 1.00 reinf Thus walls Structural Thickness(In), 8 50 =Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of Rehr? 2 QK 11 1.410 1.56 method do not need to have confinement steel. Vert Reber Slzm 5 0.31 U° 0.625 ,In But in many cases is still Vert Reber o.c.Spacing(0)' 7 Q� advisable,particularly veth t I 2 layers of rebar As per foot(1, nq 0.53 (This is the area of traoWn steel only) Total As in Pier(in) 0,53 "(ThI8 is the area of lerWn steel only) Number of Bars within Pier(Ea Face) 1.71 ACI Min Cover Regments: 9. Are You Providing Confinement Reinf? YES Exposed to Weather:#5&Smaller-1 1/2" Confinement Reber Size 3 0.375 In _#6&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(in) 1-125 Not Exposed to Weather:j#11 &Smaller=3/4" _ 1 Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in) 0.75 Verify'd.'with Min Depth to Tension Reber=d(in) 6.7 (wf 2layers of rebar,d=Struc Width-Max Cover-Confine -1/2 Vert 0) hand calcs also Min Vertical Steel Ratio-py min 0.0025 (pv min may be reduced if the shear force is low.See ACI 21 7 2) Actual Vertical Steel Ratio-pa 0.0095 OK Based on total wall thk not strut thk=(Reber A"#Layers/Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(Ip214)1 0.25 OK iVert -� Min Tensile Flexural Reinf 2=As min 2 ilwfig1 0.27 OK Spy - i r p 00066 II=As per it rqTS:,,trk' c Amax=0.6pb=0.6"0.85'pi"fcIfy'870001(67000+ly) 0.0171 ga Ec(pal)[ 3604997 j=57000"sgrt(Pc) Es(peQl 29 000 • • e n 8,.. 8.0 =Es/Ec • • � l w(in) 12 =12"St Ag(in2/ft) 102 =Strut Thk"12 0.06 rc(psi) 240 Pier Width=bw lc(in) 328 Well Ht"12 Pi 0.85 -1( Ig(in°/ft) 614_ =1/12"12"Struc Thk' J fr(psi) 474 _.}}}}=7.5"sgrt(Pc) yt(in) 4.25 =Struc Thk/2 Mcr(lb-in) 68542 =fr"Ig/yt l c/150(in) 2.18660667 J °K Job Name=GAYTEWAY C J Job Number-2170821.2 Well Type=33 34 Wall Description=PIER A J J J J J O + + O O O + n in + 0 o J ❑ ° O + J J N iO ip (p ++ } > N N } } + } + + O ❑ ❑ ❑ ❑ ❑ ❑ 01 V N N (y N _ a> O II II II II II II II II 7 7 I D D D 7 7 7 Load Load Load Load Load Load Load Load "ASC E 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(0) 16-4 16-5` 16-6 16-7' D 1.4 1.2 1.2 1.2 12 13522 0.9 0.7478 S 0 0.5 1 F 1 6 n 5 0.7 n n Lf 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 I 1 0 1 0 Factored Axial Load at Mid Ht=Pu(ItNk) 9251 8934 11144 11144 I 8934 10341 5947 4941 Factored Applied Moment at Mid Ht=Mua WAM) 2531 4053 8196 65230 118121 125150 I 115695 121420 Pu/Ag(psi) 91 88 109 109 Be 101 58 48 Vert Stress at Mid-Ht Wall ok7 Pu/Ag<0.06 fc? P-Kl OK I OK OK ® I OK Qg Ase(in2)=(Pu(h/2d)+As"fy)/ty 0.62 0.62 0.64 0.64 0.62 0.64 0.59 0.58 a(in)=(Ase`fy)/(0.65`1c'k4 0.92 0.91 0,95 0 95 0.91 0.93 0.87 0.85 CU=C ULTIMATE=a/P 1 1.08 1.07 1.11 1 11 1.07 1.10 1.02 1.00 Icr u(in4)=Icr ULTIMATE=n'Ase`(d-CU)2+113'IW W 162.88 162,28 166.45 166.45 162Z 164.95 156.46 154.46 Mu(lb-in)=Mua/(1-(5`Pu`Lc2)/(0.75`48`Ec`Icr))- 3311 5251 11345 90285 153044 169091 , 137331 139982 Mn(lb-in)=Ase`fy`(d-812) 233175 232012 240M 240M 232012 237168 221006 217280 Cu/d 0.16 0.16 0.17 0.17� 0.16 0.16 0.15 0.15 =0.23+0.25/(Cu/d) 0.90 0.90 0.90 0.90 0-90 090 0.90 0.90 �Mn(Iti-in) 209858 208811 216088 216088 208811 _213451 198905 195552 �Mn>Mcr? oK Qg � OK OK OK aK Mu/WTI 2% 3% I 5% 42% 73% 79% 69% 72% POSITIVI �Mn>Mu? OK OK OK OK OK OK QK OK OK N_ N CO W + M w + + o + + `+ Job Name=GAYTEVI J J J J J J Job Number=2170821 ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=33 34 II II II II II II < < a < < Wall Description=PIER A D 1 1 NO.70 1 1 1 S 1 0 0.5 1 1 Lr 0 0 0 0 0 L 1 1 1 1 1 H 1 1 1 1 1 E 0 0 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps(bM) 8617 6608 6608 7612 8617 8617 Applied Moment at Mid Ht=Msa(b•in/fl) 5575 70249 85856 72132 39795 89623 Ase(in2)=(Ps+As'fy)/fy 0.67 0.64 0.64 0.65 0.67 0.67 k=Sqrt((n"p)2+2`n'p)-n-p 0.276 0.276 0.276 0.276 0.276 0.276 CE=C ELASTIC=k`d 1.85 1 1.85 1.65 1.85 1.85 1.65 Icr E(in4)=Icr ELASTIC=n`Ase`(d-CE)2+trwitert;i 151.40 145.09 145.09 148.24 151.40 151.40 Mi=Msa(ID-in) 5575 70249 85856 72132 39795 89623 lei(in4)_{(Mcr/M)''Ig+(1-(Mcr/M)')`Icr E}<Ig 614 581 384 548 614 358 M2(lb-in)=Msa/(1-(5"Ps"Lc2)/(48 Ec'tei)) 5829 72825 90712 75388 41610 96862 le2(IM) 614 536 347 498 614 315 M3(lb-1111) 5829 73047 91251 75728 41610 97942 (e3(IM) 614 533 344 1 494 614 310 M4Win) 5829 73067 91310 75764 41610 98099 le4(rM) 614 532 343 493 614 309 M5(Ib-In) 5829 73069 91317 75767 41610 98122 lee(M) _614 532 343 493 614 309 Me(b4n) 5829 73069 91318 75768 41610 98126 les(in4) 614 532 343 493 J 614 309 M7(Ib4n) 5829 73069 91318 1 75768 j 41610 98126 lei(in4) 614 532 343 493 614 309 ecl150(in) 2.1866667 2.1866667 2.1866667 2.1866667 2.1866667 2.1866667 As(in)_(5`M7`Lc2)/(48`Ec'lei) 0.03 0.43 0.83 0.48 0.21 E+S is N/A OK OK 9L OK 211 PL DKK Alternate Concrete Slender Wall Design (ACI 318-11 Sect 14.8) If you need to make modifications to Job Name=GAYTEWAY C 1 1 any other part of the spreadsheet QW Vom V besides the yellow cells the Job Number=217082 1.20 password is"save" 35 Wall Type= 35 Wall Description PIER A See ACl14.8.2.5for DESIGN SUMMARY Wedistribution Of Wall Ht Btwn Supports(") 27 33333333 concentrated forces WE Total Wall Ht wl Parapet(ft)I 27.33333333 Mr 1 e r \V' Total Wall Thickness hn)i 7.25 of �� Reveal Depth(In)' 0.75 structural Swunund ThtOknsss fin) 6.5 thickness Pier Width 3.50 Number of Bars Ea Face(or at Center)of Plef 8.00 D=Dead Load P Concrete Strength(POIl) 4000 1 S=Snow Load (2)Layer I Lr=Roof Live Load ReInforameM 95 Reber @ L=Occupancy Live Load 5"o.c. H=Soil Load Max Deflection L 1237 E=Seismic Load(Ultimate) %of Flexural,CapeCBy 73% W=Wind Load 1 A Me Hand Input v Potential Hand Input OK Applied Loads l output 1 What is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or'Lr") INO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live IDW(YES:ft=1.0,NO:ft=0.5) YES ;Doyrlu have a roof config that prevents snow from shedding off the structure?(YES:f2=0.7,NO:f2=0.2) YES I Is the design snow load less than or equal to 30 psf? 0,761 Sebri a Sds ft= 0.5 f2=_— 07 - Uniform Concentric Applied Loads(Wc) Dead-D(plf) 2123 (tributary wall weight at midheight) Snow-S(plf)j 0 Roof Live-Lr(plf), 0 . Occupancy Live-L(plo) 0 Soil-H(plop 01- Uniform Eccentric Applied Loads(WE) Moment at Top(Ib-ft/ft)=WE*a Moment at Mid-Ht(Ib-ft/ft)=112 Eccentricity(in) 1 75 MTOP J Dead-D(pit). 732.8571429 D s 1t17 D=� 53 Snow-S(plf) 1526.785714 S-1 223 S= 111 1 Roof Live-Lr(pit) 0 Lr- 0 Lr= 0 Occupancy Live-L(plf)f 0 L= 0 L= 0 Soil-H:(pd)I 0 H= 0 H=1 0 Moment @ Mid-Ht(Ib-ft/ft)=112 Uniform Moments Applied (U7+pP) (AtpoT) (MTOP+MBOT) The uniform moments applied to `I Dead-D P5.11 ) 0 _ _ A D 0 the top and bottom of the wall can 1 b NR) 0 g s 0 be used to model loads from a Snow-S ( wall above or below,or to model Roof Live-Lr(Ib-ftlft)'i 0 0 Lr 0 lateral parapet forces. Enter Occupancy Live-L(Ib-RIIO 0 0 L` 0 the moment induced at the mid-height Soil-H(111:0 R)_ 0_ 0 44 H= 0 of the wall being designed and J Seismic(Ultimate)-E(Ib-itlR) 0 0 E=t 0 neaaf ve rfumhers reduce the Wind-W(Ib.fWq' 0 0 I W= 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that aountefect other forces are not allowed to be factored and should be accounted for in hand talcs. 1 Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(lb-It/ft)=118 PL2 `..1 Seismic(Ultimate)-E(psf) 65 2 E=1 6087 Wind-W(psf) 77-4 1 W= 7224— J Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plo 4095 Dead-D(lb-ft/ft) 53 Snow-S(plf) _1527 Snow-S(lb-ft/ft) 111 Roof Live-Lr(plf) 0 Roof Live-Lr(lb-ft/ft)� 0 J Occupancy Live-L(plq 0 Occupancy Live-L(lb-ft/ft) 0 Soil-H(pit) ,0 Soil-H(lb-ft/ft) 0 Seismic(Ultimate)-E(lb-ft/ft) 6087 Wind-W(Ib-ft/ft) 7224 I Note that these totals represent the unfactored forces at the mid-height of the wall InWud1(tp the self wt of the wall(this spreadsheet automatically talcs wall self wt) P-d effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments detarmined from hand calculations. You will still have to enter information describing the loads so that the proper A,f2 and h load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(fl) 27 3333333 (Not including parapet) Parapet Height(it) 0 This 1s used to talc the self-weight of the wall on Reber Dia(in) A in`) Total Wall Height(R) 27.3333333 The width of the pier doesn't affect the structural 3 0.375 _ 011 design since bads are Input per linear foot.Pfar Concrete Strength fc(psi) 4000 Wish is fnr ynur mforenca sn you ran beck your 4 0.500 0.20 Concrete Unit Weight(pcq, 150 calculations.This_Oggg calculate the actual number 5 1 0.625 0.31 Reber Yield Stress fy(psi) 60000 bets required within the pier width you Input 6 0.750 0.44 Per AC 14 3 6 lateral ties Width of Pier Being Designed(n) 1 (Width of pier,or enter 1 R for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness(in) 7.25 8 1.000 0.79 whvfo vort roinf is not Depth of Reveal(in) U.76 oa 9 1.128 1.00 req'd as compression reinf- Thus walls Structural Thickness(In) 6.50A Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of ReinP 2K 11 1.410 1.56 method do not need to -- haveconOnementsteel Vert Reber Size, 5 0,31 kt2 �.625 In But In ur+ny cuvvv is still Vart Reber o.a Upacing(ar) 5.2b gA advisable,particularly with 2 layers of rebar As per foot(in21R) 0.70 (This is the area of IMAJM steel only) Total As in Pier(in')' 0.70 (This is the area of tension steel only) Number of Bars within Pier(Ea Face) 229 ACI Min Cover Reqments: Are You Providing Confinement Reinf? YES Exposed to Weather:)#5&Smaller-1 1/2" Confinement Reber Size 3 0.375 #6&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(in) 1.125 ��M Not Exposed to Weather:#11 &Smaller=314" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(in)70.75 j Verity"d.with Min Depth to Tension Reber=d(in) 47 (w/2 layers of rebar,d=Struc Width-Max Cover-Confine -112 Vert�) hand talcs also Min Vertical Steel Ratio-p�min 0.0025 (pv min may be reduced if the shearforce is low.See ACI 21.7.2) Actual Vertical Steel Ratio-p. 0.0161 QK Based on total wall thk not strut thk=(Reber A'#Layers/Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(inz/ft) 0.18 QK Vert Spog , Min Tensile Flexural Reinf 2=As min 2(inz/ft) _0.19 OK i t p 0.0126 =As per ftIIt2`d) • • u—, Thk pmax=0.6pb=0.6.085`pi`fc I fy`87000/(87000+(y) 0.0171 QK Et:tpsi). 3604997 —57000'sgrt(rc) Es(psi). 29000000 • • • d n 8.0 =EsIEc Ew(In) 12 =12" Ag(in'/R) 78 =Struc Thk`12 0 06 fc(psi) 240 Pier Width=bw CC(In) 328 —Wall HI.`12 Pi 0.85 Ig(m4R)) 275 1/12`12`Strut ThO fr(psi) 474 7.5`sqrt(fc) yt(n) 3.26 j=StruC Thk/2 Mcr pbdn), 40082 fr`Ig/yt E c/150(in) 2.18666667j otc Job Name=GAYTEWAY C Job Number=2170821 2 Wall Type=35 Wall Description=PIER A N J � O � O I J � { O + + p O O + N N J } 2 + J + j O ❑ J J � ❑9 N Cq CO } + + + + + `y ❑ ❑ O ❑ O ❑ m V N ClN N �? � O II 11 II II II II II II 7 7 7 7 7 7 7 Load Load Load Load Load Load Load Load 'ASC$? IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5" 16-6 16-7" D 1.4 12 1.2 1.2 L2 1.3522 09 0.7478 S 0 05 1,6 1.6 0.5 0.7 0 0 �1 U 0 0 0 0 0 0 0 0 I L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E o 0 0 0 0 1.0 0 1.0 i W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(IbIR) 5732 5677 7356 7356 5677 6605 3685 3062 l� Factored Applied Moment at Mid Ht=Mua(lb-mM) 898 1437 2907 46253 88129 74846 87269 1 73523 Pu/Ag(psi) 73 73 94 94 73 85 47 39 Vert Stress at Mid-Ht Wall ok7 Pu/Ag<0,06 re? OK OK Q}� QI OK QL( OK Ase(inZ)=(Pu(h/2d)+As'fy)/fyj 0.77 1 0.77 1 0.79 1 0.79 0.77 0.78 1 0.74 0.74 a(in)=(Ase'fy)/(0.05'111 1.13 1,13 1.16 1.16 1.13 1-14 1.09 1.08 CU=C ULTIMATE=a/01 1.33 1.33 1.36 1.36 1.33 1.35 1.29 127 Icr u(in4)=Icr ULTIMATE=n'Ase"(d-CU)Z+1/3'EW'Cu" 79.05 79.02 80.09 80.09 79.02 79,61 77.72 77.31 Mu(lb-in)=Mua/(1-(5 Pu"Lc2)/(0.75'48"Ec"Icr))= 1284 2047 4694 74689 125502 114078 108615 87963 Mn(lb-in)=Ase'fy'(d-all) 189870 189733 193861 193861 189733 T 192020 184793 183238 Cu Id 0.28 0.28 0.29 0.29 0.28 0.29 0.27 0.27 =0.23+0.25/(Cu/d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn(111:4n) 170883 170760 174475 174475 170760 172818 166314 164915 �Mn>Mcr7 PS OK ®K QK OK OF OK F37 OK Mu!�Mn 1% 1% 3% 43% 73% 66% 65% f+O81TIVl �Mn>Mu 7 Q ®K gj _Q.K DK OBI OK I OK OK N () + m `o I 3 + + `P o N CO Job Name=GAYTBA J J J J J J Job Number=2170821 + + + + + + ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=35 n It u < < < < < < Wall Description=PIER A - D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lf 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 _ E o 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht=Ps(Ibffl) 5621 4095 4095 4858 5621 5621 Applied Moment at Mid Ht=Msa(lb-MA) 1977 52656 51772 53324 27985 53108 ` Ase(inZ)=(Ps+As"fy)/ly 0.79 0.77 0.77 0.78 0.79 0.79 k=Sgrt((n'p)Z+2"n'p)-n'p 0.359 0.359 0-359 0-359 0-359 0.359 CE=C ELASTIC=k'd 1,68 1.68 1.68 1.68 1.68 1.68 Icr E(in4)=Icr ELASTIC=n'Ase"(d-CE)Z+1/3"C W Cel 76.80 74.95 74.95 75.88 76.80 76.80 i Mi=Msa(Ib-In) 1977 52656 51772 53324 27985 53108 lei(in4)={(Mcr/M)''Ig+(1-(Mcr/M)3)'Icr E)<Ig 275 163 168 1 160 275 162 M2(lb-in)=Msa/(1-(5'Ps"Lc2)/(48'Ec"let)) 2112 57116 56026 58871 29886 59536 le2(in4) 275 144 148 139 275 137 ` M3(11 2112 57764 56641 59845 29886 60861 Ie3(ia l) 275 142 146 136 275 133 M4(Ib4n) 2112 57855 56727 60008 29886 61120 le4(k1A) 275 141 145 135 275 133 M5(lb•In) 2112 57867 56739 60035 29886 61169 les(MA) 275 141 145 135 275 1 132 ` M6(lb-In) 2112 57869 56741 60039 29886 61179 les(1nA) 275 141 145 135 275 132 M7(lb•in) 2112 57869 56741 60040 1 29886 , 61180 le7(in4l) 275 141 145 135 1 275 132 e c/150(in) 2.1866667 2,1866667 2.1866667 2.1866667 2.1866667 2.1866667 '--� As(in)_(5'MT"LcZ)/(48'Ec'lei) 002 1.27 1,21-I 1.3�4 E+S is N/A OK2K OK OK J rage ltfz oT 4b"I job Name = Job Number = 2170821.2 Wall Type = 35 Wall Description = PIER A Wall Ht= 27.33333 ft Wall Weight at Mid Height b = 12 ft Wt of Concrete= 150 pcf c= 9 ft Wall Thickness= 7.25 in. e = 3.50 ft Concentric Load= 2,123 plf d = 18.33333 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 6 ft a =b>2 Roof Weight Joist Span= 45 feet Dead Load= 12 psf d Snow Load= 25 psf i Live Roof= 0 psf Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 732.85714 plf equiv SL = 1526.7857 plf c equiv Lr= 0 plf equiv LL= 0 plf b e Equivalent Wind and Seismic Load P wind = 28.5 psf P seismic = 27.6 psf P wind equiv= 77.4 psf P seismic equiv= 65.2 psf Alternate Concrete Slender Wall Design(ACI 318-11 Sect 14.8) IIf you need to make modifications to Job Name=GAYTFV;AY C Z1 0/ any other part of the spreadsheet Q r r besides the yellow cells the Job Number=2170821.20 35 1 password is"save" Wall Type= 36 _ Wall Description=PIER B r See ACI 14.8.2.5 for We DEMON SUMMARY distribution of concentrated for Wall Hit Btwn Supports(ft) 27 33333333 WE Total Wall Ht wl Parapet(ft). 27 33333333 MT �\ Total Wall Thickness(in) 725 rL of Reveal Depth 00) 0.75 structural Structural Thickness(in) 6.5 1 thickness 1 Pier Width(ft)I 9.50 i Number of Bars Ea Face(or tl 14.25 � Center)of PIW D=Dead Load P Concrete Strength(psi) 4000 1 S=Snow Load (1)Layer I Lr=Roof Live Load Reinforcement #6 Reber @ L=Occupancy Live Load 8,,o.c. H=Soil Load Max Deflection L 1856 E=Seismic Load(Ultimate) %of Flexural Capacity 97 h W=Wind Load MB Hand Input v Potential Hand Input OK A plied Loads I Output S What is the controlling type of roof load?Snow or Roof Live Load?(EJnitill or"Lr") NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live 'loads?(YES:fi=1.0,NO:fi=0,5) �Ea Do you have a roof confg that prevents snow from shedding off the structure?(YES:fz=0.7.NO:1`2=0.2) YES Is the doill snow load less than or equal to 30 psf? 0.761 Seismic:Sds f1= 06 /z= 07 1 Uniform Concentric Applied Loads(We) Dead-D(plf) 782loft"wall weight at midheight) Snow-S(plf) 0 Roof Live-Lr(pit), 0 - Occupancy Live-L(plf) 0 Soil-H(pit) 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(lb-ft/ft)=1/2 Moment at Top(lb-ft/ft)=W E'a Eccentricity(in) 1.75 MTOP _ Dead-D(pit) 440_5263158 D= D-1 32Snow-S(plf) 917.7631579 S=E]E14 S=I 87 Roof Live-Lr(plf) 0 Lr= 0 Lr Occupancy Live-L(plf) 0 L= 0 L= 0 r— Soil-H(plf)_ 0 H= 0 H= 0 Moment @ Mid-Ht(Ib-ft/ft)=112 Uniform Moments Applied (MTOP+MBOT) PP (MTOP) (MB?'r� The uniform moments applied to Dead-D(lb-f lft)I 0 1 0 D- 0 the lop and bottom of the wall can Snow-S(Ib-fUft) 0 0 S= 0 be used to model loads from a J - wall above or below,or to model Roof Live-Lr(Ib-ft/ft) 0 0 Lr=� 0 i lateral parapetforces. Enter Occupancy Live-L(Ib-ft!ft)� 0 0 L=1 0 aosBntBnumbetsfoincrWiethe (lb-ft/ft 0 0 H= 0 'moment induced at the mid-height Soil-H ( ) _ L of the wall being designed and _1 Seismic(Ultimate)-E(Ib-ft/ft)r 0 0 E a+ 0 neoehye num0ers fo rerlu_Sa the ]I Wind-W(lb-f lft) 0 0 W moment Note that soil forces are not allowed to counteract wind or seismic forces In addition,soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand talcs. lEquivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(lb-ft/ft)=1/8 PL2 Seismic(Ultimate)-E(psf) 41.4 E r �3870 Wind-W(psf) 465 W-r 4343 1 �JJ Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall �7 Dead-D(plf) 2461 Dead-D(lb-ft/ft) 32 Snow-S(pit) 918 Snow-S(lb-ft/ft) 67 Roof Live-Lr(pit) 0 _ Roof Live-Lr(lb-ft/ft) 0 Occupancy Live-L(plf) 0 Occupancy Live-L(lb-fUft) 0 Soil-H(pit) 0 Soil-H(Ib-ft/ft) 0 Seismic(Ultimate)-E(lb-f/ft) 3870 Wind-W(Ib-ft/ft) 4343 Note that these totals represent the unlacrored forces at the mid-height of the wall incl tllLfO the self wt of the wall(this spreadsheet automatically talcs wall self wt).P-A effects have not been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper A,f2 and fs load factors are properly applied. Rememberto enter the loads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(n) 27 3333333 (Not including parapet) Parapet Height(n) 0 This is used to talc the seff•wel ht of the wall only) Reber Dia in A in' Total Wall Height(n) 27.3333333 The width of the pier doesn't affect the structural 3 0.375 _ Oil Concrete Strength fc(psi) 4000 design since bads are Input Per linear toot Pier 4 0.500 0.20 8 wlrlih K fnr ynnr refnrenra:an ynn ran frank yntrr Concrete Unit Weight(pcq' 150 calculations This does calculate the actual number of 5 il625 0.31 Reber Yield Stress fy(psi} 60000 bars required within the pier width you input 6 0.750 0.44 Par ACI 14.3.6lateral ties Width of Pier Being Designed(A) 1 (Width of pier,or enter 1 ft for a ialongunit width) 7 0.875 0.60 need not be provided Total Wall Thickness(in) 725 8 1.000 0.79 where vert reinf k no+ — req'd as compression Depth of Reveal(in) 075 ue y 1,128 1.00 reinf. Thus walls Structural Thickness(in) 6.50 =Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of Reinf?, 1 2C 11 1.410 1.56 method do not need to have confinement steel. Vert Reber Size 6 0.44 1 in' 0-7 5 1n But in many cases is vlill Vert Reber o.c.Dpecing(in) 0�UK adwsabfe,particularly with 2 layers of rebar, As per foot(inz/ft)�_(This is the area of tension steel only) Total As in Pier(W) 0:66 (This is the area of tension steel Daly) Number of Bars within Pier(Ea Face), 1.50 ACI Min Cover Re ments: Are You Providing Confinement Reinf?C YES I Exposed to Weather:#5&Smaller-1 1/2" Confinement Rebar Size 3 0.375 i1 #6&Larger-2" Cone Cover at Ext Side of Wall Exp to Weather/Earth(in) 1.125 Not Exposed to Weather:1#11 &Smaller=3/4" Cone Cover at Int Side of Wall Not Exp to Weather/Earth(in)( 0-75 Venfy'd'wnh Min Depth to Tension Reber=d(it) 33 -(vW 2 layers of rebar,d=Struc Width-Max Cover-Confine 0-1/2 Vert 0) hand talcs also I Min Vertical Steel Ratio-pv min 0 0025 (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-pv 0.0076 QI( Based on total wall thk not strut thk=(Rebar A"#Layers/Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(m=ttl) _ 0.12 1yert Spcg r Min Tensile Flexural Reinf 2=As min 2(it=!fl) 0.13 t t tl p 0.0170 =As per ft/(12"d) r.. _ _ Strut Thk pmax=0.6 pb=0.6"0.85•pi"fc/fy'87000/(87000+ty) 0.0171 OK Ec(psi) 3604997 -57000`nyi t(fc) Es(psi); 29000000 • • • n 8.0 =Es/Ec �Td • r ew(in) _ 12 =12" Ag(In2111) 78 -Struc Thk'12 0.06 Pc(psl)l 240 III' Pier Width=low 6 c(In)' 328 -Wall Ht*12 ate 0.85 Ig(in,ift) 275 =1/12`12"Struc Thk' fr(psi) 474 =7.5"sgrtIfc) yt(at) 3.2b =Steuc I nk 12 Mcr(lb-in) 40082 Am fr"Ig/yt Q c/150(In)j 2.18666667 OK Job Name=GAYTEWAY C Job Number=2170821 2 Wall Type=35 Wall Description=PIER B J � O W O + + O O 2 O O J ❑ O + _ ❑ J J J + + O D O > > > N > ry ❑ ❑ ❑ ❑ ❑ Ci + ❑ m N N N N _ O O O II II II II II II II II Load Load Load Load Load Load Load Load -ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7` 0 1.4 1.2 1.2 1 2 1.2 1.3522 0.9 0 7478 0 0.5 1.6 1 6 0.5 0.7 0 0 Lf 0 0 0 0 0 0 0 0 L _ 0 1.6 0.5 0 0.5 0.5 0 0 J H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(IbM) 3446 3412 4422 4422 3412 3971 2215 1841 Factored Applied Moment at Mid Ht=Mua(lb-WR) 540 864 1747 27603 52975 47519 52458 id Pu/Ag(psi) 44 44 57 57 44 51 28 _ Vert Stress at Mid-Ht Wall ok7 Pu/Ag<0.06 fc9 OK Q}j OK QK OK OK 1�K ®K Ase(in2)=(Pu(h/2d)+As*fy)I ry 0.72 0.72 0.74 0.74 0.72 0.73 0.70 a(in)=(Ase*fy)/(0,454c*Av) 1.06 1.06C41971 08 1.06 1.07 1.03 1.02 Cu=C ULTIMATE=a/Pr 1.25 1.2427 1.24 1.26 1.21 1.20 Icr u(in4)=Icr ULTIMATE=n`Ase*(d-Cu)2+113-eW.CU' 31.00 30.9940 30.99 31.22 30.51 30.35 Mu(lb-in)=Mua/(1-(5`Pu*Lc2)/(075*48`Ec`Icr))a 1001 159085 97457 10050975046 ! 62409 Mn(lb-in)=Ase*fy*(d-af2) 117544 117471671 117471118691 114829 113995 Cu/d 0.38 0-3839 0.38 0.39 0-37 0.37 0.23+025/(Cu/d) 0.88 0.8887 0.88 0.87 I 0.90 0,90 �Mn(lb•in) 103692-' 1036B7 j 103844 103844 103687 103775 103346 t-102596 �Mn>Mcr 7 OK OK OK OK OK K k OK OK Mu/�Mn 1% 2% 4% 64% 94% 97% 73% 61% PIX } �Mn>Mu7 OK O OK OK OK 4K OK N N + ClLU Lij n + + f+ + N + Job Name=GAYTEA J J J J J J Job Number=2170821 ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=35 II II II II II II ¢ ¢ ¢ ¢ ¢ I ¢ Wall Description=PIER B D 1 1 1 1 1 1 S 1 0 0 0.5 11 1 Lf 0 0 0 0 0 1 0 L 1 1 1 1 1 1 r 1 1 1 1 1 1 E E 0 0 0.70 0 0 0.70 W 0 0.6 0 1 0.6 0.3 0 Axial Load at Mid Ht=Ps(bM) 3379 2461 2461 1 2920 3379 3379 Applied Moment al Mid Ht=Msa(Ib-WA) 1189 31652 32891 32054 16822 33694 11 Ase(in)=(Ps+As*fy)I ry 032 0.70 0.70 0.71 0.72 oat k=Sort((n*p)2+2*n`p)-n'p 0.404 0.404 0.404 0.404 0,404 0.404 CE=C ELASTIC=k*d 1,31 1.31 1,31 1.31 1.31 1.31 Icr E(in4)=Icr ELASTIC=n*Ase*(d-CE)2+113YWC.a) 30.76 30.29 30.29 30.53 30.76 _ 30.76 Mi=Msa(lb4n) 1189 31652 32891 32054 16822 33694 J ' ] lei(in4)_((Mcr/M)3*Ig+(1-(Mcr!M)3)`Icr E)<l9 275 275 275 275 275 275 �•J M2(lb-in)=Msa/(1-(5`Ps*Lc2)1(48*Ec*lei)) 1236 32559 33833 33149 17491 1 35034 1e2(in4) 275 275 275 275 275 1 275 M3(Ib-in) 1236 32559 33833 33149 17491 35034 f le3(In4) 275 275 275 275 275 275 1 �J M4(Nf-N) 1236 32559 33633 33149 17491 35034 le4(10) 275 275 275 275 275 275 _ M5(11 1236 32559 33833 33149 17491 35034 le5(64) 275 275 275 275 275 275 MIS(lb-in) 1236 32559 33633 33149 17491 1 35034 les(In4) 275 275 275 275 275 275 M7(lbrn) 1236 32559 33833 33149 17491 35634 I 1e7(04) 275 275 275 1 275 j 275 275 - [c/150(in) 2.1866667�2.1866667 2.1866667 2.1866667 2-1666667 .2.1866667 As(in)_(5"M7`Lc2)/(48`Ec*ley) 001 0.37 t 0.38 0.38 0,20 E+S is N/A �C OKT OK OK 26 1 OK ) 1I �.I Alternate Concrete Slender Wall Design (ACI 318-11 Sect 14.8) If you need to make modifications to Job Name-GAYTEWAY C any other part of the spreadsheet Job Number=2170821.20 / "M besides the yellow cells the D Ipassword is"sa"o" I Wal! -Type 37 Wall Descrlpllgn )PIER A See ACI 14 8 2 5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports(ft) 27 33333333 concentrated forces WE Total Wall Ht wl Parapet(ft): 27.33333333 MT �\ Total Wall Thickness(In) 9.25 of e / '\Ir Reveal Depth(in) 0.75 structural structural Thl h"ess pn) 8.5 thickness Pier Width(ft), 3.50 Number of Oars Ca race(or at Center)of Pier 7.00 D=Dead Load P Concrete Strength(pail 4000 S=Snow Load (2)Layer Lr=Roof Live Load Reinforcement) p5 Reber L=Occupancy Live Load _� 6"o.a H=Sail Load Max Dellectioij L 12fi7 E=Seismic Load(Ultimate) %of Flexural Capacity 80 W=Wind Load p Me Hand Input ®� Potential Hand InDu! Iled Loads output S What is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or'Lr") NO Are you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live loads?(YES:fi=1.0,NO:fi=0.5) YES Do you have a roof config that prevents snow from shedding off the structure?(YES:1`2=0.7.NO:1`2=0.2) YES Is the design snow load less than or equal to 30 psf? 0,761 Seismic:Sds fi 0 5 f2= 0.7 Uniform Concentric Applied Loads(Wc) Dead-D(plf) 4063 �(Yibutarywal weight at midheight) Snow-S(plf) 0 Roof Live-Lr(Qlh 0 Occupancy Live-L(pll) 0 Soil-H(pli 0 Uniform Eccentric Applied Loads(WE) Moment at Mid-Ht(Ib-ft/ft)=1/2 Moment at Top(lb-ft/ft)=W E'a Eccentricity(in) 3.75 MTOP t Dead-D(plf) 964.2857143 D— 301 D= 151 Snow-S(plf) 2008.928571 S= 626 S= 314 Roof Live-Lr(plf). 0 Lr= 0 Lr a 0 Occupancy Live-L(plf) 0 L= 0 L= 0 Soil-H(plf) 0. I H= 0 H= 0 Moment @ Mid-Ht(lb-ft/ft)=112 Uniform Moments Applied {Mtel.) (Mom}. (MTOP+MBOT) The uniform moments applied to Dead-D(lb-ft/ft)I 0 0 D 0 the top and bottom of the wall can Snow-S(Ib-fl/ft) 0 0 S= 0 be used to model loads from a wall above or below,or to model Roof Live-Lr(lb-ft/ft)' 0 0 Lr lateral parapet forces. Enter Occupancy Live-L(lb-ftlft)f 0 0 L=i 0 the moment induced at the mid-height Soil-H Ib-ft/ft 0 0 H=� 0 ( ) t � of the wall being designed and Seismic(Ultimate)-E(lb-ft/ft) 0 0 E 0 neoafive numbers to reduce the Wind-W(Ilb-ItIft)i 0 0 W=',, 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition,soil forces that (Mrileract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(Ib-ft/ft)=1/8 P1_2 Seismic(Ultimate)-E(psf) 125.7 E= 11739 Wind-W(psf) 101 B W-i 9506 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Momentat Mid-Height of Wall Dead-D(plf)__ 6608 - Dead-0(Ib•ftlft) 161 Snow-S(pI0 2009 snow-S(lb-ft18) 314_ Roof Live-Lr(plf) 0 Roof Live-Lr(Ib-ft/ft) 0 Occupancy Live-L(pll) 0 Occupancy Live-L(Ib-fbft) 0 Soil-H(plf) 0 Soil-H(Ib-ft/ft) 0 Seismic(Ultimate)-E(lb-ft/ft) 11739 Wind-W(lb-ft/ft) 9506 Note that these totals represent the unfacto forces at the mid-height of the wall&Wd the self wt of the wall(this spreadsheet automatically talcs wall self wt) P-A effects have=been accounted for These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You MR still have to enter information describing the loads se that the proper fi,f2 and fs load factors are properly appked. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. �I Wall Parameters rr Wall Height Between Supports(rt) 27.3333333 (Not including parapet) r- Parapet Height(ft)` 0 rb is used to talc the self-weight of the visit only) Reber Dia in A(in 2) Total Wail Height(ft) 27.3333333 The width of the pier doesn't affect the structural 3 0.375 0.11 design since loads are input per linear foot Pier Concrete Strength fc(psi) 4000 width is for your reference so you can track your 4 0.500 0.20 Concrete Unit Weight(pcf)rI- 150 calculations-This does calculate the actual number of 5 0.625 0.31 Reber Yield Stress fy(psi)! 60000 bars required within the pier width you input 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed(0) 1 _(Width of pier,or enter 1 If for analyzing unit width) 7 0.875 1 0.60 need not be provided Total Wall Thickness(in) 925 6 1.000 0-79 I where vart reinf is not req'd as compression Depth of Reveal(in) 0,75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness(n) 8-50 =Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of ReinR 2 IQK 11 1.410 1.56 i method do not need to have confinement steel. Vert Reber SMO 5 0.31 in= r0.625-]in But in many cases is still Vert Rebar o.e Spacing(0) 6 jOK advisable,particularly with ; 2 layers of rebar As per foot(in M) o.e1 (lids is the area of tens,on steel only) Total As in Pier(In)' 0.61 (1*is the area of( nC sign steel only) Number of Bars within Pier(Ea Face)I 2.00 ACI Min Cover Reqments: Are You Providing Confinement Relnf? YES Exposed to Weather:1#5&Smaller-1 1/2" � Confinement Rebar Sae. 3 0.375 in #6&Larger-2" Conc Cover at Ext Side of Wall Exp to Weather/Earth(In) 1.125 J Not Exposed to Weather:#11 &Smaller=3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth(In) 0.75 I Veri fy"d"withpth to Tension Reber=d(in) layers Min De 6.7 (w/2 la of rebar,d=Struc Width-Max Cover-Confine 112 Vert� �) hand talcs also Min Vertical Steel Ratio-p„min 0.0025 (pv min may be reduced if the shearforce is low.See ACI 21-72) Actual Vertical Steel Ratio-p� 00111 QK Based on total wall thk not strut thk=(Reber A'#Layers I Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(inz/t) 025 QK VertSpcg r Min Tensile Flexural Reinf 2=As min 2(inZ/ft) 0.27 fQK '" JSTIthk p 00076 ,=As per ft/(12"d) � � F t pmax=0.6 pb=0.6"0.85"(11•fe I fy'870001(87000-ly) 0.0171 4tS Ec(psi) 3604997 =57000"sgrt(fc) � Es(psi) 29000000 • • • Td n &0 =Es/Ec • • r ew(in)' 12 =12" . Ag(Wift)I 102 =Strut Thk"12 0 06 f c(psi) 240 Pier Width=bw e c(in), 328 Wall Ht"12 p1 0.85 Ig(in"M) 614 -1/12"12"Struc Thk3 fr(psi) 474 7.5"sgrt(fc) yt(in) 4.25 =Struc Thk/2 Mcr(IWn) 68542 =fr"IgIyt e c!150(ifl)L 2.18666 OK Job Name=GAYTEWAY C Job Number=2170821 2 Wall Type=37 r Wall Description=PIER A 1 J' J J J I J � O O + + O O. O J + _ + o o + p o ❑ J J J + y f0 tp (D + N > rn �+ + + + O + NO ❑ ❑ ❑ ❑ ❑ N ❑ 6 V N ry N I N o O II II II II II II It II Load Load Load Load Load Load Load Load 'ASCE 7 IBC-2012 (;nmhn Cnmhn Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5' 16-6 16-7' D 1.4 j 1.2 1.2 1.2 1.2 1,3522 0.9 0.7478 & 0 0.5 16 16 05 07 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(WM) 9251 8934 11144 11144 8934 10341 5947 4941 Factored Applied Moment at Mid Ht=Mua(lb•inM) 2531 4053 8196 65230 118121 145960 115605 142221 Pu/Ag(psi) 91 88 109 109 88 101 58 48 Vert Stress at Mid-Ht Wall ok?Pu/Ag<0.06 fog OK UK QK ((K OK UK $LK 1A QL Ase(in2)=(Pu(h/2d)+As'fy)/ly 0.71 0.71 0.73 0.73 0.71 0.72 0-68 0.67 a(in)=(Ase"fy)/(0.85'W" 1.05 1.04 1.08 1.08 1.04 1.06 0.99 0.98 CU=C ULTIMATE=a/pl 1.23 1.23 1.27 1.27 1.23 1.25 1.17 1.15 Icr u(in4)=Icr ULTIMATE=n'Ase'(d-Cu)2+113-(w'cu° 177.89 177.34 181.12 181.12 177.34 179.7E 172ZT 170-26 Mu(lb-in)=Mua/(1-(5`Pu`Lc2)/(0.75"48`Ec-Icr))= 3227 I 5123 11002 87561 I 149295 191651 135040 161669 Mn(lb-in)=Ase`fy'(d-a@) 263183 262045 269950 269950 262045 267086 281284 247641 Cu/d �0.18 0.18 0.19 0.19 0.18 0.19 0.18 0.17 ¢=0.23+0.25 I(Cu/6)L 0-90 0.90 0.90 0.90 0,90 0.90 0.90 ¢Mn(lb•in) 235841 242955 242955 235841 240377 226156 222877 ¢Mn>Mcr? Qj� ' OK OK O! OK OK Mu/Omn2% 5% 36% 63% 60% 60% 73%¢Mn>Mu9QK QK 22K OK K j UK OK N n W + m ° 3: + + J 1' ` + + Job Name=GAYTEVI J J J J J J Job Number=2170821 ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=37 n n u II u u < ¢ ¢ I < ¢ ¢ Wall Description=PIER A D 1 1 1 1 1 1 S 1 0 0 1 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0,70 W 0 0.6 0 0.6 0.3 1 0 Axial Load at Mid Ht=Ps(IbM) 8617 6608 6608 7612 8617 8617 Applied Moment at Mid Ht=Msa(tb•milt) 5575 70249 100416 72132 39795 104183 Ase(in2)=(Ps+As`fy)/fy 0.76 0.72 0.72 0.74 0.76 0.76 k=Sqrt((n"p)2+2'n"p)-n-p 0.295 0.295 0.295 0.295 0.295 0,295 CE=C ELASTIC=k'A 1.97 1.97 1.97 1.97 1.97 1.97 Icr E(in4)=Icr ELASTIC=n'Ase'(d-CE)2+1/3'lW'CO 166.14 160.15 160.15 163.14 166.14 166.14 Mi=Msa(b4n) 5575 70249 100416 72132 39795 104183 lei(in4)_{(Mcr/M)3"Ig+(1-(Mcr/M)')'Icr E)<lg 614 582 305 550 614 294 M2(lb-in)=Msa/(1-(5'Ps'Lc2)/(48`Ec`lei)) 5829 72820 107680 75375 41610 114638 182((n4) 614 539 277 502 614 262 M3(lb•fn) 5829 73033 108452 75699 41610 116053 Ie3(04) 614 535 275 498 614 258 M4(lb-tn) 5629 73051 108530 75731 41610 116230 Ie4(in4) 614 535 275 498 614 258 M5(lb4n) 5829 73053 108538 75735 41610 116252 le5(m4) 614 535 274 497 614 258 M6(Ib4n) 5829 73053 108539 75735 41610 116255 le6(in4) 614 535 274 497 614 1 258 M7(lb-m) 5829 73053 108539 1 75735 41610 1 116255 lei(04) 614 535 274 _ _ 497 614 258 e c/150(in) 2.1866667 2.1866667 2.1866667 2.1866667 2.1866667 2.1866667 As(in)_(5"MT`LC2)/(48`Ec-let) 0.03 0.42 1.23 0.47 0,21 E+S is N/A � OK Dii rage"1 OV OT 4nl Job Name = Job Number = 2170821.2 Wall Type = 37 Wall Description = PIER A Wall Ht= 27.33333 ft Wall Weight at Mid Height b= 18 ft Wt of Concrete= 150 pcf c= 0.01 ft Wall Thickness= 9.25 in. e = 3.50 ft Concentric Load= 4063 plf d = 27.32333 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 9 ft a = b/2 Roof Weight Joist Span= 45 feet i Dead Load= 12 psf d Snow Load= 25 psf Live Roof= 0 psf Live Floor= 0 psf eccentricity 3.75 inch equiv DL= 964.28571 plf •� r equiv SL = 2008.9286 plf c equiv Lr= 0 plf equiv LL= 0 plf b e Equivalent Wind and Seismic Load P wind = 28.5 psf P seismic= 35.2 psf P wind equiv= 101.8 psf P seismic equiv= 125.7 psf �1 J y d �l Alternate Concrete Slender Wall Design (ACI 318-11 Sect 14.8) t1 If you need to make modifications to Job Name='',GAYTEWAY C iar• any other part of the spreadsheet besides the yellow cells the Job Number=�2170821.20 Awl password is"save" Wall Type= 38 Wall Description=f PIER A See AOI 14.8.2.b for We DESIGN SUMMARY distribution of concentrated forces Well Hl Btwn Supports(rt) 27.33333333 WE Total Wall Ht w/Pafapet 0t) 32 MT /1 Total Wall Thickness(in) 9.25 of Reveal Depth(in) 0.75 structural ~ Structural Thickness(in)' a.5 thickness Pier Width(it) 3.50 _ Numhar of Bars Ea Facia(or at 7,00 Center)of Plan D=Dead 1_n 1 13 Concrete Strength(psi) 4000 S=Snow Load (2)Layer Lr=Roof Live Load WOM u5 Reber L=Occupancy Live Load H=Soil Load Max Deflection L/394 E=Seismic Load(Ultimate) %of Flexural Capacity 75 W=Wind Load p Me Hand Input \\1! potential Hand Input OK AoDlied Loads output r- S VM.is the controlling type of roof load?Snow or Roof Live Load?(Enter"S"or"V) NO you applying occupancy live loads for places of public assembly,or live loads in excess of 100 psf,or parking garage live )♦WS9.(YES:ff=1.0.NO:ft=0,5) YES 00 you have a roof config that prevents snow from shedding off the structure?(YESt f2=0.7,NO:f2=02) YES lb the design snow load less than or equal to 30 p0117 �0.761 �'iSeistnit Sds ff f2 0.7_ Uniform Concentric Applied Loads(We) Dead-D(plf) 5451 (tributary wall weight at midheight) Snow-S(PIr) Roof Live-Lr(plf) 0 Occupancy Live-L(plf) 0 Soil-H(plf) 0 Uniform Eccentric Applied Loads(We) Moment at Mid-Ht(Ib-f/ft)=1/2 Moment at Top(lb-ft/ft)=W e"e OP Eccentricity(in) 7.125 MT Dead-D(plf) 2076571429 D= 1234 D- 617 _ Snow-S(plf) 4332,142857 S= 2572 S= 1286 Roof Live-Lr(plf) 0 Lr= 0 Lf= 0_ _ Occupancy Live-L(pit) 0 L= 0 L= 0 Soil-H(plf) 0 H= 0 H= 0 Moment @ Mid-Ht(Ib-ft/ft)=1/2 Uniform Moments Applied (MTO) (Mien) (MTOP+MBOT) The uniform moments applied to Dead-D(Ut-ftft 0 _ 0 D= 0 'i the lop and bottom of the wall can Snow-S(Ib•ttNf)r 0 0 S= 0 be used to model loads from a wall above or below,or to model Roof Live-Lr(lb•ft/R)1 0 0 Lr= 0 lateral parapet forces. Enter Occupancy Live-L(Ib-Il/1l)� 0 0 L- 0 Dom"nuMi)il1loGloMWthe Soil-H(Ib-fl i 0 0 H 0 —� moment induced at the mid-height of the wall being designed and Seismic(Ultimate)-E(lb-fifft) 0 0 ( E_2 nm�e num�rs fo red& the Wind-W Qbt11N) 0 0 W=�0 moment Note that soil forces are not allowed to counteract wind or seismic forces, In addition,soil forces that eoumefaCt other forces are not allowed to be factored and should be accounted for in hand Gales. Equivalent Uniform Lateral Applied Loads(P) Moment @ Mid-Ht(Ib-ft/ft)=1/8 PL2 Seismic(Ultimate)-E(psf) 64 2 E e 5998 Wind-W ipsf) 101.8 1 W 9506 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead-D(plf) 9649 Dead-D(lb-f/ft) 617 Snow-S(plo 4332 Snow-S(lb-ft/ft) 1286 Roof Live-Lr(plf) 0 Roof Live-Lr(lb-ft/ft) 0 Occupancy Live-L(plf) 0 Occupancy Live-L(lb-f/ft) 0 Soil-H(plf) 0 Soil-H(lb-ft/ft) 0 Seismic(Ultimate)-E(lb-ft/ft) 5998 Wind-W(lb-ft/ft) 9506 Note that these totals represent the unWare forces at the mid-height of the wall indudko the self wt of the wall(this spreadsheet automatically Gales wall self wt).P-o effects have W been accounted for.These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper A,f2 and h load factors are properly applied, Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Wall Parameters Wall Height Between Supports(ft) 27 3333333 fNot including parapet) Parapet Height(ft) 4.66666667 (This is used to calc the self-weight of the wall only) Rebar Dia(in) A fln2j Total Wall Height(ft) 32 The vaidth of the pier doesn't affect the structural 3 1 0.375 0.11 Concrete Strength fc(psi) 4000 design since bads are input per linear to Pier 4 _ 0-500 0.20 _ _ width Is for your reference so you can track your Concrete Unit Weight(pcf) 150 1 calculations.This does calculate the actual number of 5 0.625 0.31 Reber Yield Stress fy(psi) 60000 bars required within the pier width you input 6 0.750 0.44 Per ACI 14,3.6lateral lies Width of Pier Being Designed(h) 1 (Width of pier,or enter 1 It for analyzing unit width) 7 0,875 0.60 need not be provided Total Wall Thickness(in) 9.25 a 1.000 0.79 where vert reinf Is not - req'd as compression Depth of Reveal(in, 0.75 65 9 1.128 1.00 roof, Thus walls Structural Thickness(kl) 8.50 =Total Thk-Reveal Depth 10 1.270 1.27 designed using this (1)or(2)Layers of Reinf? 2 Q15 11 1.410 1.56 method do not need to have confinement steel, Vert Reber Size- 5 I 0.31 in' 0.625 lin But in many cases is still Vert Reber o.c.Spacing(in)' 6_ �Qis advisable,parfiwlarly with l - 2 layers of rebar As per foot(in f4) 0.61 ('Phis is the area of tension steel only) Total As in Pier On') 0.61 (This is the area of tension steel only) Number of Bars within Pier(Ea Face) 2.00 ACI Min Cover Reqments: Are You Providing Confinement Reinf? _-YE-Sj ed to Weather:#5&Smaller-1 1/2" i Confinement Reber Seel 3 1 0.375 71n #6&Larger-2" Cone Cover at Ext Side of Wall ExptoWeather/Earth(in)l 1.125 Not Exposed to Weather:1#11 &Smaller=3/4" Cone Cover at Int Side of Wall Not Exp to Weather/Earth(In)i. 0.75 I Ve-hf tl•wilfi Min Depth to Tension Rebar=d(in) 6.7 (wf 2layers of rebar,d=Struc Width-Max Cover-Confine -1/2 Vert�) hand cats also Min Vertical Steel Ratio-p�min 00025 (pv min may be reduced if the shear force is low.See ACI 21.7.2) Actual Vertical Steel Ratio-Ica 0.0111 OK Based on total wall thk not struc thk=(Reber A #Layers I Spacing)/(Total Thk) Min Tensile Flexural Reinf 1=As min 1(In'!ft) 0.25 ,VertSpcg r Min Tensile Flexural Reinf 2=As min 2 pn=ift) 0.27 OK r tl p 0.0076 I=As per ft/(12•d) • • •_ $truc � � - Thk pmax=0.6 pb=0.6"0.85•p,•fc/fy•87000/(87000+fy)' 0.0171 IQK Ec(psi). 3604997 =57000•sgrt(fc) .. Es(psi) 29000000 • • • 8.0 =EsIEcT- n' ew(in) 12 =12" Ag(01111) 102 =Struc Thk"12 0.06 fc(psi) 240 +IM Pier Width=bw ` ec(in) 328 =Wall Ht•12 Pi 0.85 Ig(in"Ift)r 6 44 =1/12.12•Struc Thk' r fr(psi)1474 =7.5•sgrt(fc) yt(in)! 4--2-5- =Struc Thk/2 J Mcr(lb-in)! 68542 -fr•Ig/yt e c/150(in) 2.18666867 -J OK Job Name=GAYTEWAY C -1 Job Number=2170821 2 IWall Type=38 Wall Description=PIER A ►J1 I i Iy MJ J J = J f IJ O J + } in W W O o O + n n + J + _ + + O O _ ❑ ❑ � 3 a _ _ ci + + + } O + N ❑ ❑ ❑ ❑ ❑ N ❑ m N N N N 0) O O II II II II II II II II J ❑ ❑ ❑ ❑ 7 7 7 Load Load Load Load Load Load Load Load "ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5" 16-6 16-/' D 1.4 12 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 05 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 1 0 0 1 0 0 0 L U 1.6 U.5 0 0.5 0.5 D 1 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht=Pu(IbM) 13509 13745 18511 18511 13745 16080 8684 7216 Factored Applied Moment at Mid Ht=Mua(Ib•InT) 10367 16603 33579 90613 130670 92790 120732 77511 Pu/Ag(psi) 132 135 181 181 135 1 158 85 71 Vert Stress at Mid-Ht Wall ok?Pu I Ag<om re? OK OK - OK QK r,ZK OK ] 9K OK Ase(in)=(Pu(h/2d)+As'fy)/y 0,76 0.76 0.81 0.81 0.76 0,78 0.71 T 0.69 a(in)=(Ase"fy)/(0.85'R'Iw) 1.11 1,12 1.19 1.19 1.12 1.15 1.04 1.01 Cu=C ULTIMATE=a/pi 1.31 1.31 1.40 1.40 1.31 1.36 1.22 1.19 Icr u(in4)=Icr ULTIMATE=n`Ase"(d-Cu)`+1/3-e%ira 185.05 186.44 193.03 193.03 185.44 189.21 176.91 17433 Mu(lb-in)=Mua/(1-(5`Pu'Lc')/(0.75'48'Ec'Icr))= 14865 23965 55729 150386 188619 143249 151573 93562 MIT(lb-in)=Ase"fy'(d-8/2) 278357 279194 295953 295953 279194 287434 261149 251111 Cu/d 0,20 0.20 0.21 0.21 0.20 0.20 0.18 0.18 =0.23+0.25/(Cu/d) 0,90 0.90 0.90 0.90 0.90 0.90 0.90 0,90 ¢Mn(1") 250522 251275 266358 266358 251275 258691 235034 230279 �Mn>Mcr7 OK OK OK OK OK a OK OK OK Mu/4Mn 6% 10% 21% 56% 75% 55% 64% 41% IV �Mn>Mu? OK ( qKK OK OK K OK j QK OK N n N W + Lu 3 + + + + + + + + Job Name=GAYTEN J J J J J J Job Number=2170821 ❑ ❑ ❑ ❑ ❑ ❑ Wall Type=38 n u u n u u ¢ ¢ ¢ ¢ ¢ ¢ Wall Description=PIER A D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 1 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 1 0.6 0.3 1 0 Axial Load at Mid Ht=Ps(" 13981 9649 9649 11515 13981 13981 Applied Moment at Mid Ht=Msa(RkM 22838 75846 57786 83562 57059 73220 Ase(in)=(Ps+As'fy)/Illy 0.65 0.77 0.77 0.81 0.85 0.85 k=Sort((n"p)Z+2"n"p)-n'p 0.295 0.295 0.295 0.295 0.295 0.295 CE=C ELASTIC=k`d 1.97 1.97 1.97 1.97 1.97 1.97 Icr E(in4)=Icr ELASTIC=n"Ase"(d-CE)2+113'l W CE) 182.15 169.22 169.22 175.69 182.15 182.15 Mi=Msa(Ib4n) 22838 75846 57786 83562 57059 1 73220 lei(in4)=((Mcr/M)''Ig+(1-(Mcr/M)')'IcrE)<Ig 614 498 614 418 614 537 M2(lb-in)=Msa/(1-(5`Ps`LCZ)/(48`Ec'lei)) 24578 80711 60754 91620 61404 79674 le2(In4) 614 442 814 359 014 457 M3(lb-in) 24578 81372 60754 93076 61404 80912 le3(In4) 614 435 I 614 351 614 445 M4(Ib4n) 24578 81461 60754 93336 61404 81150 lea(04) 614 434 614 349 614 442 M5(lb-In) 24578 81473 60754 93381 61404 81196 le5(04) 614 434 614 349 614 442 M6(Ib-1n) 24578 81475 60754 93389 61404 81204 lee(in4) 614 434 614 349 614 442 M7(lb-ln) 24578 81475 60754 93390 61404 81206 Ie7(in4) 614 434_ _614 349 614 442 e c 1150(in) 2-1866667 2.1866667 2,1666667 2.1666667 2,1866667 2.1866667 As(in)_(5`M7"LCZ)/(48`Ec"ler) 0.12 0.58 0.31 0.83 0.31 E+S is N/A OK OK PK CK OK OK -1 _y isd Z'bg =nlnbe olwslas d Isd 8-�Ol, =nlnba pulM d Isd Z'5£ =olwslas d isd 9,8Z = pulM d - peol OlwSIOS PUe pulM Jualenln 3 a q ;Id 0 =11 nlnbe l j1d 0 =a1 nlnbe o 1 � cf j1d 6ZVVZ££ti = 1S nlnba IId KLTOLOZ = 1a nlnbe u3ul9ZVL Appluaooe Isd 0 =aoold anll Isd 0 =100�j anll Isd c6zL =peo1 MouS p Isd Z89 =peO1 pea(] 1991 Z =uedS}slob I 34BIaM 10oa Z/q = e 4 6 = e dM i�b0C 0 =,pSti,=dd olwslas :4 ££££££'6 = p j1d 1gv9 =peo1 olJ;uaouoo 4 09'£ = a ,ul5Z6 =sseu�ol41IIeM :4 86 =o lod oc, =919aou0010 IM 4 8L = q ;yBIaH pIw Ie WBIaM IIeM 4 £££££'LZ =IH IIeM V 2131d = uoi}diaasaa IIeM 8£ = adAl IIeM Z,�Z80L4Z = aagwnN qor 1 = GWON qOrJ i W,in cR i ARPA -pazAleue 6u!aq llem;o uo4oas ogl;o l46!am-;las agl epnlou!pue paioloe;un speol ayl jalue of jagwawab pegdde Aliadad aye sio]oe;peol el pus z]'y jadoid ayl leyl os speol ayl 6u!qu0sap uogewJo;u!ialua of aneg II!ls II!M no%'suope!ro!ea puey wa;paU"W0lep sluawow pus speol le!xe ig6!ay-p!w umo inoA 6uuelue Aq Uappwano eq ueo seojo;esayl'7o;palun000e ueaq/ou aneg s1Oa-a v-d'(N+lles Item soled A!leopewolne laayspeaids s!yl)Ilem eq,jo lm;las ayl> Ilem pull jo l46!ag-p!w eyl is saoiojPMMWjM ayl luesaidaj slelol esayl legl010N L!£L (4/4-gl)M-pu!M L9L9 (UM-q)3-(alewnin)ous!aS 0 (UM-gl)H-006 0 Old)H-I!OS n (UM-ql)I-an!l Aouednmo 0 Old)l-an!l Aouedn000 0 (UM-gl)Jl-an!l;o0H 0—old)j -an!l;ooa L9E (U/U-q)S-mous ME L -Old)S-mouS �LL '(4/4-(41)U-PUeU 9905 Old)(] p0o(i Ilamlo 3461aH-p!W le luawoW wuo;!un mol IIBM10 34618H-PIW Is Peo-I le!xV wjo;!un Ielol LLEL =M v£L 74sd)ivy-puyV, L9L9 =3 9L9 Osd)3-(alewpin)olwslaS zld 911,=(UM-4)lH-P!W @7 luawoW (d)speol Pa!lddV leiale-I uunlpin lualenln63 ,soleo puey u!io;palun000e aq pinogs pus pajoloe;eq of pamolle lou aie seoio;iaylo PWBIun00 leyl seojo;I!os'uo!l!ppe ul 'seojo;o!ws!as jo pu!m loejalunoo of pemope lou aie saojo;I1os legl OJON 'luewow 0 'M 0 0 OIN•VO M-PUIM ayl 0 —3 0 0 (Wu-)3-(alewllln)0!w6!9S pup pau6!sap 6u!aq Ilem ay!}0 0 �=H 0 0 110YN-0 H-HOS 146!ay-p!w ayl is peonpu!luawolu eql Memo cj voqtVnIj avp&W 0 ''=l 0 0 I(jNKg)l-an!-[Aouednoo0 ialu3 sawo;laeeiedlejalel 0 =jl { 00 0 (UN•01)Jl-an!j;ooa 0 4 lepow of jo'molaq Jo anoge Ilem S I n 0_ (Wu'91)S-mouS e ww;speol lopow of pesn eq ueo Ilem ayl;o wolloq pus col ayl 0 =❑ 1 0 0 I(Um-gl)(]-Pea(] 01 papdde sluawow wo;!un ayl (iOeW+doi(ry) ( W) ( W) PaIIddV sluawow wjo1!un Z/L=(4R1-gl)1H-P!W @7lugLUON 0 =H 0 =H 0 !Old)H-1!OS 0— --_ 0 c-1 0 Old)l-an!l AoueenooO 0 =Jl 0 �jl 0 Old)Jl-an!l;o0b 29£ =S L ELL =S Iseen L88t 'W S-mouS LLl, =0 ZtE _ a(] gLL99Z9'0L9 Old)Cl-pea(] doilN a.3M=(UM-q)dol Is luawoW 9Z C9 (u)A;!01Aua333 Z/L=(UM-q)1H-PM Is luawoW (9M)speo3 pallddy opluaaa3 wio;!u(] 0 Old)H-I!oS 0 Old)I-an!l Aouednoo0 JI-an!1;00y III'I S-MOUS (ly6!ayplw Is 1461am l!em Aleelq!n); LLSZ Old)0-PPaO (oM)speol pa!lddV o!Lluaouoo wLo;lun L'O —ZJ 9-n =Id spS.alwel&S L9L'O aW OE of lenbe io uew ssal peol mous U61sap eql slI S3A (Z'0=zJ:ON'L'O=z):S3A)6ajnlonjls eql Uo BUlppeyS wm;Mous sluanajd leyl 6!;uoo low a aneg noA 0p, S31. (9'0=LJ:ON'O'L=LJ:SB),)60P001 ON an!l a6eJe6 6u!�ied io';sd 00 L;o ssaoxe u!speol anp i0'A!gwasse o!lgnd;o saoeld jo;speol an!l Aouednoo0 6u!Aldde noA WV („/l„.10.6.ialu3)6PE01 an!I;OOU Jo MouS Zpeol;oa;o edAl 5u!llaluoo ayl s!IetIM S 3ndlnO speo—1 poll d N® lndul PUBH legualod (^N , lndul PueH SW I v Peol pu!M=M %ss A7!nede0lemxaljlo% Newlin)PBOJ D=SIOS=3 9%/l uo!loallap xeW PLOT I10S=H Peol an!l Aouednoo0=I �egaa S>F auawauolulai! Peol an!1100'd=it jaAel(Z) Peol MouS=S 000q (Isd)41Buat1S a;emoo d peol pea(]_Cl Iald;o 081U80 j 00*" le jo)and e3 sjeg;o jagwnN 1 00'L I 41PIM Jald ssau>l0!y1 g•g (u!)ssaun103J 4;daa lI411em1omlS leln13n11s - _ !� 9G'0 (u!)41da0 eanaa c`'�// SZ'L M)Seamm4111eM 1e101 8 SLe'OE (4)ladeled Im 1H IIeM M01 3M 9z 8z (U)syoddns uxgg 1H JJIM sawn;paleilua0u0o T ;o uo4n4uls!p Ai1VWWf1S N�JIS3(] I oM �o;TZ'9'K IOV aaS V 831d= f Il0sa0 IIeM a 0Lq adj'=adR IIeM „anes,s!piomssed � OZ'LZBOLIZ.=jegwnN qoP a41 slloo mollaA ayl sep!saq _ + - ;aayspeaids agl;o ped jaylo Aue 'm 0 AVM3IAV9!-aweN qof of suo!leog!pow a�ew of peou noA 11 ■/Is Wrt loaS woke lob') u6ISa0 IleM aapualg alaa0u03 ejeuie)ly �7 r� V a31d=uo!;duoSa(3 IIeM le lb=adAl IIeM Z.IZ2OLl Z=jagwnN qof 0 AVM31Atl9=aweN qof A TO 9zz IA/61,j1=� Z9004 W'0 Jon z/>I4loni)S=i 9ZE N))A (od)ysbs.91= 4LJ, (!sd)it EA41 oNIS,zl,ZIn=1 9LZ (W,u!)61 99'0 �41 Zl.1HIIeM= 8£E NO0p MCI=U1P!M Ja!d 04Z�(1sd)od 9o'o ZI.AU ow1S= 9L (Wu!)6V �Zl= ZI i(q)m, -• • • t� p • • ♦ 00 000 06Z (Isd)s3 (od)ybs 00OL9= L661,09E .6sd)33 Ri� 1L170-00 (Al+000L9)I OOOL9.Al I31.rd.98'0.9'0=qd 9'0=xewd Dols - -• • (P.ZI)14jedsV=� 6010-0 'd - p ' � 60dS PeA' �SO! 61'0 ,(W:q)Z uupsy_Z lu!aa leinxald apsual u!n I : OVO (Wzq)1 u!w sV=I ju!ed lemxeld allsuel ujn (A41!e)ol)/(6u!oedS/sjeAel#,V jeged)=A41 onjls 1ou sl4)Ilem lejol uo pasee 95, 1710'0 "d-OPLe J lae)S IBOWGA!enjoy (Z L lZ IOV 90S mol s!eao;jeegs eqj l!peonpej eq Aew u!w Ad) 9ZOTO ,qw,d-op l I981S!ea!UaA u!n I os!e Sol eo puaq (01JOA Z/l-$aupu0O-JanoO xen-4)P!M orujS=p'jegej to sjeAel Z Nn) LV (q)p=jegaa uo!sual of Uldap u!n 11 Ul+ P N 8A 9L'O NO 4IJ831Je4189M of dx3)ON IIeM;o aPIS)ul)e Jeno0 ou0p SAY/E=J0llewS'8 l I#j:jegleeM of pesodx3ION„ 9L'l �(ud UUe3PagjeoM of dx3 IIeM io aP!S 1x31e Janop ouop Z-jobjel99# UI�LE'0 �3A G lueweuguoo :�egleeM of pasodx3 2wauguop 6u!p!nad noA sjVZl1 -Jell axSegea :sluawba,6 JenoO u!!nl IOV 007_(e39d e3)Je!d u!Ullm sieg to jegwnN (A!uo leas uulwol to esie eq)s!slgl)! l9'0 J,UI)J9!d w sV 18101 (A!uo!eels uoisuaj;0 ease 041 s!si41) l9 0 (Wzul)loot jad sV jegaj 10 sjeAel Z 4ILM ApelnO!yed'algeanpe 9 (u!)6u!oedS o o jegea PDA lips sl seseo Auew ui jng ull 9z9'0 rul IV D 9 1e21S jegea yeq leafs luawawIJu03 ane4 �� �L1ule?J;o sieAel(Z)jo(I) of Peau jou op po4lew s1416ursn peu6lsep LZ-1 OLZ'l Ol 41daQ leaned-NMI 1e1o1 09'9 (4)sseumo!41!einjonilS seem sn4l lu!w 00' 9 '1 6 so 9L'O(q)leenea;o Uldep I O SJ;U!sei w00 se p,hw l Z l 6L'0 000'19 5z'L NOssau>1o141 IIeM Ielol ou 11wee Uan ore I pap!noxl eq tou peoueu r� 09'0 9L9'0 L (4)pVn j!un Bu!zAleue jo14 l jawo jo'Aldl0 41PIM) 1 '(ll)Pau6!sep NMI]Je!d 10 WP!M sap Iwelel 9'£4l 10V Jed �yJ h4'o 09L"0 9 7ndui noA 4lpyn ia!d a41 u!41px pellnbaj S1eq 00009 (l�)Al ssailS Pla!A�egaa x0 9Z9'0 lojeqwnu jenpe aq1 a)elnoleo seop S141 suone1M1e0 091 Uod)146!em Uun ejejouoo OV0 009'0 4 1n0A sped ue0 noA os+»ueis;el inoA fo1 s 41pYn 0001, (!sd)od 4j6uej1S e)ejouoo Md ool au6 jo Indu,e1e speol a0ujs udlsep l VO 9L£'O £ lempruls eqI joege),useop je!d egjlo 4lplm aql 9L9'OE (9)10181H IIeM Ielol lzu!/V wo e!p ( uo Oem 94110 14 am-ges eqj oleo of pesn si s! i 9Z9'Z (u)1461eH ladeJed (jadejed 6u!pnpul ION) 9Z'9Z lu)spoddnS ueaNgeg WISH IIeM I SJaiaweJed 119M `1 III J NO o 7 o m w NO NO V/N s!S+3 E4 0 s0 z LE I VL L 80'0 (gal a 03 a RV)/(Zola Lw a 9)_(u!)sV 9z'z 9z'z 9z z 9z'z 9z'z 9Z'z NO 09I/0 3 VLI 9LZ III OVl LZ4 9LZ [$")Lel VZVL9 4649E L 99999 Z4VL9 Z99E9 6989 (U1-glIL1N VIL 9LZ ILL OVI LZL 9LZ (4U!)gal 4IVL9 VVVq£ 09989 01,17L9 6V9E9 6989 OHN)9W VLI q/7. 1,L4 044 LZ4 9LZ (OU1)sal E9EL9 VVV9£ Z9989 OOVL9 9E9E9 6999 01-41)9A 9IL 9LZ Z4I OK IZL 9LZ (VUI)eal 9LIL9 VVVSE UEyBy L9EL9' ILVE9 b999 (Ul-g1)`IN 9LI 9LZ ELL IV[ zu 9LZ (PUDEel 99V99 VVV9E 966L9 ZILL9 99I£9 6989 (UHH)EN 661 sLe GII 914 96L 9C6 (WI) di 0E9E9 VVV9E 9ZL99 99699 9E9 L9 6999 WGI.39.90/(Zol.sd.9)-L)/esw=(u!-ql)ZLN L9L 9LZ zVl zLL 091 9LZ fll'{3m1,(E(IN/101N)-1)+6l«�(IN/jOIN)}=(Vul)Ial ZLLVO r,L9d£ LING V640G Oun e£E9 twoll eslN=IN LL IL ZL 4L Eif OL C6,69 ! MN ZL LL 33.M pa"„£/4 T Z(-o-P)a-GVv IJ_OIl--'3 =(`v�l)3 09'I 09 L 09 L 09.1 09 I 09'L p.�=ollsv]3 o=30 OVF.'0 OVE'O OVE'O OVE-O OV£'0 OVE'0 id.U-(d.u„Z+ (d,u))pbS= ZL'O ZCO IL-0 OL'O OL-D ZL'O N/(Nast/+ad)=(Zul)esV ZLLV9 9L9Z£ LL999 V6VO9 8EGVs E££9 (WUI-CO)Bspl=1H P!lN le IuawoV4 pallddV E9V9 09179 V9L9 9909 9909 CM WO)ad=IH PA le PeOI!B!xV 0 E'O 9'0 0 9'0 0 M OL'0 0 0 OL'O 0 0 3 L I I L I I H 0 0 0 0 0 0 n L I 9'0 0 0 L S L l I L I L a V N31d=uo!Ldp3sap peM a n n a n D adA a II u n n n n l9 IV= 111 M o 0 0 0 0 0 IZ80LIz=jegwnNgor + + + + + + r r r r r r 1A31AVO=awBN qor + + + + + + m o rn + + c V r W } m o m N ' NO SIO To NO 70 NO 7 0- 710 N0 6 nA<uW� All %Z9 %ze %88 %66 1 %99 %I 4 %S %£ UV O/n!N NO NO 7 0' TO' To— 710 7i0 3i0 NO 6 jolty<uno 9EZGV4 9ZOL9I L£9891, L£L991 j 8£9691 1 9E9694 LEI99L IS9991, (1,11"gl)U10 06'0 06'0 06'0 06.0 06.0 06.0 06.0 06'0 (p:I no)/sz'0+EZ'0= Vz-O 9z'0 9Z-0 9Z'O 9z-O 9z'0 9z'O 9Z'0 p/no OZ999L 91J9L9L 9149L4 6L176L4 9LELLI 9LELLI 6LVELI 6LZVLI IZ1e-p)„N,esV=(u!-gl)uIN Z IOZ6 I L98EZL 9VL9El 96VV9I I LV9£O L 9481,48I L692 L96V (001.03.9V a 9L'0)/(Z0l a nd.9)-4)/enW=(ul-ql)nLN E9'ZL WEL OV'9L L9'4L VL'9L VL'9L L9'VL 68'17L �nD.mj.Vt+z(no-p),esV,u=3imuin jo!=(Vu!)n n! VL'L 9L-L ZZ'I OZ'L I Ez'L Ez'4 OZ'I OZ'L Id/e=31vwuln0=no L6.0 B6'0 170 I ZO'I VO'I VO'4 ZO'I z0'I GM.0).99'0)/Nast/)=(u!)e 99-0 L9'0 OL'O 69-0 IL-0 IL'O 69'0 OL'O 14/(N.sV+(pZlq)nd)=(Zu!)esV ill NO a k0 ''0 710 710 3i0 7iO LoJ 90'0>6V/nLI 010 IIOM IH-PIA 1u M40 UaA 6V 89 OOL L8 LOL LOL L9 16 (19d)6VInd 9ELOL 99968 ZL6VL I IVZ6 V1,N9 L L£6 V09V 9L9Z (Umt-Q).enn=1H p!W le luawolN pagddV paioloed 69L£ 699V 9ZOL 9LL9 Kee V4£B BLL9 Z60L (VAI)Ind=1H PIN le pe01 lWV P9JOloed 0 4 0 L 50 0 0 0 M O'4 0 0.1 o 0 0 0 0 9'I 9-1 0 0 0 0 9'1 0 H 0 0 TO 9'0 0 TO 9'4 0 l 0 0 0 0 0 0 0 0 n 0 0 L'O s'0 I 9-I 9'I TO 0 s 9LVL-0 60 ZZ9£'4 Z'I j Z% Z'L Z'L V'I 4 .L-9I 9-94 .9-9L "1, (q)£-94 (e)E-9I Z-9I I-9L E'Z's,*U ogwoo ogwoo ogwoo ogwoo ogwoo ogwoo ogwoo ogwoo L 30SV. Peol peol peol peal peol peol peol peol c c c c c c c c u II u n II a II u p N N V N A o O } O O O O O + o + + + + C N a + n + m m rn N r + + rn O r o 0 2 0 6 + + O m m o o < + + n = r N N ;sd 919 =nlnbe olwslas d ;sd t,'£L =n!nbe pulm d ;sd b'6£ =olwslas d ;sd 9'b£ = PulM d -� peo-1 opslas pue pu!M Juaienln 3 a q j1d 0 =11 nlnbe j1d 0 =JI nlnba I .1 j1d 6Z#L'L6£6 = IS nlnbe IId L99Z9'OL9 = la nlnba uoul9Z6'9 ;Iola;uaooa _� ;sd 0 =aool=l 9nl-1 ;sd 0 =;oo�l 9AII ;sd 9Z =peon mous p c� ;sd Z 6 =pe0-1 Pea(] f ;aa; gt, =uedS;slor i 14610M Joob Z/q = e £'6 = e dM 17tbOE 0 =,PSt,'=dd oluaslaS 4 9Z'M = p j1d LL9Z =peo-1 olJ;uaouoo 4 001 = a 'u! 9Z L =ssau�o141 IIeM :4 96 =o ;od r 6 Z =a;aaouo(];o 3M 4 9'9 6 = q WBIGH P!W W WBIOM IIeM :4 9Z'9Z =IH IIeM V M31d = uolldposaa IIeM �q �v = edAl IIeM Z,�Z80L4Z = aagwnN qor I = GWBN qOr �J 1 Di,in I r I QRP.J 'pezAleue 6waq Ilem)o uopoas e4l)o lg6lam-llas eql epnlou!pue pajoloe;un speol aql jalua of jagwewoa -papdde Aliedold aie slol0e)peol�J pue zJ'q jadold aql legl os speol eql bu!quosep uo!lewJo;u!Jalua of aneq II!ls ll!m noA -su0pelnoleo pueq wojlpeUIW)elep sluawow pue speol le!xe lg6!aq-p!w umo ino/6uualua Rq uappwanO aq ueo seojo;asagl'lo)palun000e ueeq;ou aneq S109;)a V-d-(lmJIGS Ilem soleo Alleopewolne laagspealds s!ql)IBM ag1101M;leS aql WTpW pem ag110 lgbleq-p!w aql le seojojpMMW aql luesaldai slelol asegl leg1e10N 9096 (S/8-gl)M-pu!M t7601 (8/U-gI)3-(alewnln)o!ws!aS 0 (A/4-gl)H-110S 0 (lid)H-I!0S 0 (11a1-40l-an!J Aouednoo0 0 Old)0-an!�louednoo0 O)M-gl)11-an!1;00a —� ` 0 Old)11-an!0100a 6LZ (UM-ql)S-mous 99L L Old)S-mouS bE L (1114-011)(]-Pea(] IUS9 Old)a-Paso IILM40l46!aH-P!W;e;uawoW wlo;!un Ie;ol IleMlo)46!a i-p!W le peo-I le!xy wlo;!un lelol 9096 s M -;Tol Osd)M-P0!IN 4h601 =3 I Z'LL l Osd)3-(a)ewmn)o!ws!as zed 9/1,=(uM-QU]H-P!W N7luawoW (d)speo-I pallddy lelalel wLo)!un lualen!nb3 .soleo pueq u!jo)palun000e eq pinogs pue paloloel aq of pamolle lou ale s8010IMPOIDW14 nw 1e41 sago;110s'u011 ppe ul 'saolo)o!ws!a 3 to pu!mloewalunoo of pamolle lou eje saolo)1!os law 44ON luuwuw 0 i=M 0 0 (iNl-gl)M-Pu!M eql 0 1-3 0 0 (ON-gl)3-(alewglf)o!ws!as PUS pau6!sap 6u!aq Ilem aq)to 0 Is H 0 0 (AN•gd H-110S lg6!ag-p!w a4l le peanpu!luawoW an! Aouednoo j9lu3 saojol ladeled lelele) 0 l=1l 0 0 (UM-ql)Jl-an!�)oOa lepo!u 01 JO'MO!aq l0 anoge peM 0 S 0 0 (anl-90 S-mous e wa)speol lapow of pasn eq _ ueo pem agl;o wolloq pue dol eLp 0�=(] 1 0 J 0 (4/4-gl)(]-Pea(] of pa!ldde sluawow wlol!un e41 (i09A+doiW) 40ep,)) (+a4N1 pallddy s)uawoW wLo)!un Z/1=(4/4-gl)lH-P!W 9)luawoW 0 =H 0 H 0 Old)H-1!0S 0 l 0 =l 0 Old)l-an!I/ouednoo0 0 n ll 0 =al 0 Old)11-an!-l;0oa 6LZ S 999 S 98ZVlL'98L1 Old)S-mouS 89Z :C1 LL99ZK1 99 Old)0-pea(] dOiW a.3M=(414-40 dal le luawoW 9L E (u!)ho!jluaoo3 Z/l=(UM-gl)1H-PM le luawoW (3M)speo-1 pallddy oulueo33 wLo)lun 0 IOld)H-1!OS 0 I(Md)I-and A uednoo0 0 (lld)11-an!j;ooa 0 Old)S-mouS Og6l0gp!w 40146!am llem Nelnqul) E907 _Old)(]-Pea❑ -- (oM)speo-1 pallddtl 31JIU83UOD w/o)lun G0 !-ZJ 9'0 =LJ r sps:31W91% 1,9L'0 Z;sd OE of lenbe to uegl ssal peal mous u6!sap eql sl S3A__ (Z'O=zJ:ON'L'0=z):83A,)6amlonlis agl;;o 6ulppags wol;mous quaead legl eguw)oOJ a aneq noA o(] S3A (9'0=IJ:ON'0'l=IJ:STJ Ope01 ON ann ebeleb bu!>Iled to')sd 001;o ssaoxe w speol an!l to'Algwosse ongnd)o seoeld lo;speol an!l Aouedn000 6u!Rldde noA WV U-L M.S.Ja1u3)LPBOJ an!�;00a to MouS�peOI JOW 10 GA OUI10411W aq1 s!legM S In ln0 --� speo-I Palle V NO lndul PUSH PIU910d I !ndul pueH ell,)W t7 peol pu!M=M Y.ot Rlpedap!mnxo!d)o h (alewnlfl)Peon o!ws!as=3 ZZE 1 i uonoo0ao xeW - I PBO-1 I!0S=H .0-0 a pe0I an!j louednoo0=� jegaa S# luawao�o;u!aa Pe01 an!�)o0y=1"l ja6el(Z) PeOI mous=S 0004 (!sd)glBuaals alamoo d peol pea(]=(] a!d 10(Jalu83 00'L le JO)aoed e3 sieg;o jagwnN i OS'E JW4lP!M Jald ssauA3!gl S'e (u)Lilde fa411e+n10nA8 lem;10 3 9L'0 1(ul)41da0 leanaa ;o aj SZ'6(W)ssau.4,141 IIeM 1e101 a iW EEEEEEEE'LZ I(4)ladeJed;m IH IIeM IM01. 3M SEEEEEEE'LZ •(4)slloddns UN;g 7H IIeM SaDlo; oiIuaauoa O ;o uopnggis!p AiItlWWf1S N`JIS30 M Jo19'Z'9'4l IOV 90S V =uol;d!lOsea IIeM Q gp =adlll IIeM „anes„s!plomssed OSIZ901LZ=lagwnN qop a4l sllao Mo119A aql sap!saq laagspealds aql to ued laglo hue :',: 0 AVAAMAtl0 MEN qof of suogeo}!pow a>ew of paau noA 11 (811k h8S bb-W 13V) UBISao IIeM aapual$8WOU00 a;euaa;ly I ._j V b3ld=uogdljosa0 IIeM 94111,=edA.LIIeM Z'IZOOLIZ=jagwnN qof O AVM31"D=aweN god >ao L 99L 99991Z(u!)ogl/�a IA/61.j;= ZV999 1(u!-ql)low Z/A41onj1S=. gz"4 (u!)1A (od)Lbs.g'L a~�Lq(Isd)4 fA41orulS.ZL.ZI/1=1 ng ,(4/yw)61 99 Id ZL.1HIIeM 9z£ NO0a mq=Clip M Ie!d ObZ (!sd)od 9p'o - ZL.Aql onilS _ =l ZOL Chu u!)6y ..ZL zL (u!)ma —. _ 03/s3 09 u 0000006Z (fsd)s3 (od)llbs.00OL9= L66709£ ;(tsd)03 Mi /LL0'0 (4+000L9)/ODOL9.Al/01.Id.g9-o.9"0=gd9'0=xewd TSJP- -a i. (P.Z L)/I;jed sV= 9L00 0 1- � LZ'0 (il/=W)Z u!w sV=z;ulab leinxal3 allsual UMI gz'O . 6odS U6AI (illzy)L u1w sV=L;u!ed lelnxel3 ol!sual u!!N (A41)elol)/(buioedS/sisAel#.V jegaa)=A4l orals lou A41 Ilem lelol uo passe r 11 o Id-014e21 I881S Ieo1V8A lenloy (Z'L 2 IOy aeg mol s!awo;jeays ay1;1 peanpej eq Rew u1w Ad) 4zppp,yW Ad-opea 1881g 1eoPaA uiW p!!gga!ppu 04 (�0BA Z/L- auyuo0-Jano0 xew-41PIM oN1S=P 7egej;o sieAel Z Pe)! L'9—�..(y)P=lege�l uolsual of 41de0 wW 19W�•0.NlyA VL.0 ~{y)gVB31Jey1e9M of dx31ON IIeM;o aP1S lul]e J8no3 3uo0 .7/E=Je11ewS'8 4#:JeyleaM 01 pesodxB ION M-1.~011)4Ue3PeyleaM of dx3 IIeM 10 ONS lx3 le Jeno0 ouo0 .z•'Awl T 9M � - - t4 ga.0 E 9AS Jegea]ueweuuuo0 2 I I IallauuS V 90 je4leeM of pasodx3 S3A 6;u!ea lueweuguo0 6u!P!AoJd noA ajV luawbea JaA03 uIW IOV �007 (60ej e3)Mcl u!yl!m sie8;o jegwnN (Aluo Teals u su ;o saie e4l s!s!tto L9'0 (,ul)JB!d u!sV lelol (Aluo leels uolsual;o eeje eyl s!sow, Le'O (Wj4A Too;jad sy o!Vod'o gI?S!AsigAe Z ul++Apelnollled'alges!npe kp g (ul)WoodS-0.0 MID l VGA llgs s1 seseo Auew u!Ins 'Au gZ9'0 tUI. LE 0 9�ez!S jegea VGA leels lueweu6u03 eney of peeu lou op po4leul 99'L 014'4 1,L _ �. Z Uu!e21;o slaAel(Z)Jo(0siyl Bysn peu8!sap LZ'L OLZ"L OL UldaOleanaa-A411elol=l 04'9 I(u!)sseummillleinlonul3 spemsnyl ;u!ej oo•1 9zl'L 6 9L-0 �(u!)leanea;Oglde0 uo!ssejdwoo so p.bej ! tou sr;U!w 11eA 8la4m 62-0 000-L 9 9z'6 (u!)sseuAO!41 IIeM 1e101 Pap!Aold aq lou peou 090 9L9"0 L (4lplm pun BuRAlaue io;8 L jewe jo'ieid l0 41131M)' L (4)Psu6113e0 6u1e9 Je1d 10 WPM sell I816181 9'E'4 L Ioy jed 74 0 09L'O 9 lndul noA 41pvA jard oqi u1g1w+pej!nbei eleg 00009 (lsd)A;ssailS Ple!A mgea L1 0 9z9'o g ojegwnu!enloeaulaleln0le0saops141 suogelivDin 09L I(;od)1461emimelelouo0 InoA Aoe4 ue0 noA as aoma;e;gnat jol s!41ptm' isd o 6uej1S ele�ouo oZ 0 00g'0 4 coot, (. ) d 41 0 oad yoo; eaua.I Indul eye spool eouas ubosap'tt L L 0 EM E leinpruls a411oage l,useop ja!d eyl;o ylp!m a41 I EEEEEEE'LZ (U)l46!eH IIeM Idol Zu! V (u1)e!0 jegaa (Aluo Oem e41 to IL161WAIMS 94101e3 of Pesn 91 Saul 1_0 (4)1461eH ledWed (ledejed bulpnlou!ION) f££8EE£LZ (4)sVoddnS uaeA+lse 14610H IIeM SJ048 Defied IIeM NO NO NO NO —Nu NO NO VIN s!&+3 lZ'o Wo Zo'I. ZV0 EO'0 (-01.071.GO/(,0l.iW,3) NO sV L999981,'Z L999991'Z L99998VZ 1999991,'Z L999991,'Z L999991'Z (00091,/0) 99Z V19 909 goc 6E9 V1,9 (011.11)L81 zZg901 1690V OV19L 99100E VLLZL ZL1,9 (urQl)LW 98Z 17L9 909 WE 6Eg VL9 (Vu!)sal ZZ9901 WBOV OV19L 991001 VLLZL ZLL9 (Wgl)9W 98Z VL9 909 g0E 6£9 VL9 (KN)sal OZ990L 1680V 6E1,9L 991001 VLLZL ZL1,9 (OPgi)SW 99Z b19 909 g0£ 6£9 V19 (Oul)vol 6U9yui. lb9ub LUSL 691,001 ULU ZLIq (OI q1)vW 99Z 149 909 90£ ob9 VL9 (bu!)Eel Z9£90L 1680V 9019L 96000E I 99LZL ZL1,9 (u"a)EW 686 V19 M 9u£ I m V19 (NOi)z0i L9z9ol 1,690V L L9VL 9LV66 Z99ZL ZL1,9 (091.03.8117)/(z01.sd.9)-l)(esW=(ul-ql)zW VZE V19 L99 6EE 989 VL9 91-{3 J31.(E(W +BI.E(W/i0W)}_(Vu1)181 98996 9L16£ 77.1 L/ AEC£fi ROW ggfiV (WQ1)esW=IVY 9i"9yt• 9L,99L 6`v z9 L 6a 691 �3'I..mP.Vl,+Z('o-P).a-..0=0asvu jol=(t7ul)q ml L61' L6'1 L6'1, L61 LL6*1, 'L6'1 p,I=0usvt30=30 96Z'0 96Z'0 96Z'O 96Z'0 96Z'0 96Z'0 d,u•(d.u,z+z(d.u))yobs=m 9L'0 9L-0 VL-0 ZL'0 ZCO 9L-0 4/N,sV+sd)=(zu!)asy 98996 9LL6E I ZZLIL MM BVOOL 996V (Wul-%)esW=1HP!WleluewoWpa!lddV 99Z9 99ZS 116£L Log9 log9 98ZB (WQO sd=1H PIN 1e Peol le!xV 0 £'o wo 0 9'0 0 M OL'O 0 0 OL 0 0 0 3 4 L 1 L L L H l L l l L L l 0 0 0 0 0 0 it 4 1 9'0 0 0 L s l L 1, 1l 1 ^L^0 V'd3ld=uopoljosaO IIeM > > > > > > It II 11 11 II II 99 9V=adRl IIeM o o o 0 o 0 LZ90LLZ=jagwnN qof + + + + + + r r r r r r 1A31AVO=aweN qoE + + + + + + w co m o + + m `G o V W + m N N ( NO NO Si0 NQ -�—O ) N® NO Np NO d nW<uW$ IALU %99 %09 %bL %69 %qE %V %Z %l tV*/nW 1Q NQ k0 NO mo NO L NO 1 RO Sib E 0W<uW$ g19ZZZ ZVBC77 9046EZ f 9909EZ 96£1,Vz 96E1,111Z 9909EZ OB£9Ez Iwo um 06'0 06-0 060 06.0 06'0 06.0 06.0 06'0 P/n0)/9Z'0+EZ'0=$ LL'0 L1'O 61.0 BI'0 61'0 61'0 91.0 91-n ain') U9tiGVG 9£tiU9L 60099E £9LL9Z LLZ99Z LLZ99ZZ £8119Z gY9Z9Z (P.Id p).N.ocy=(u!-gl)uW 6EE091 ,_LBVV£L bZ69Ll L9LLV 1, V6 L98 og96 I bZgb L99Z -(001.33.BV.9L'0)/(z0l.nd.9)-L)/enW=(u!-q!)nW l COLL I 09'b(t yZ'IsLI Z6'9L1 6Z'091, 6Z'01 Z6'9L1 E9'LLL m.M9,r4j+Z(no-p),asv.0=MVAuin jol=(bu!)n jo! qL'L I Ll'l 9ZL ZZ'1 9Z'1 9Z'L ZZ'L EZ'L td/e=3imuin0=no 96'0 66'0 90'1, VO'L LO'L LO'L W!, 110'1 UV.Z1.99'0)/(14.8sv)=NOB LTO 89'O ZL0 1L-0 EL'O EL'O LL'O lL'0 Al I(f1.sv+(pZ/q)nd)=(zu!)asV NO NO 590 No NO NO 340 NO NO j,%90'0>6v'/nd 6>l0 IIeM 1H-PIW le ssaAs LaA 9V L9 86 99 VOL V0L g9 69 Ued)6V/nd ZEgZ£l bL9911 LP99EL 1Z9L11 OZEV9 98ZL £09E O9ZZ (Wurgl)enW=1Hp!WleluewolNpallddypajol0ed L99V 1999 oV001 V699 99901 9990E 17692 1016 (WQI)nd=1H P!W 1e Peol 18!xv P8J010ej 0 1 0 1 To 0 0 0 M 0'1 0 O'1 0 1 0 0 0 0 3 9'L 9'1 1 0 O 0 0 9' o H 0 0 9'0 To 0 9'0 9'L 0 l 0 0 0 0 0 0 0 0 i 0 0 LIDS o 9-L 9-1, 9'0 0 s OLV L'o 6'o ZzgE 1 Z'1 Z.L Z'1 Z'1 V'1 0 .L-9L 9-9 1, .9-91 b-9L (q)£-9l, (e)E-9L Z-9L L-91 B'Z'V'ZL ogwoo ogwoo ogwoo ogwoo ogwoo ogwoo ogwoo ogwoo ZbOZ'391 1:30sv. peol peol peol peol peol peol peol peol c c c c c c c c u u u n u n u u 0 0 o o o N o A LO o } o O O + o + + + + N d C � + d <+ b m m + + x + + to cln + m m + + o + 0 4n + n , x r m rn Isd Z'LL!, = n!nbe o!ws!as d jsd g-!,o!, =n!nbe pulm d Isd Z'9E =olwslas d jsd 9'8Z = PUVA d peon O!uis!OS pue PLUM;ualen!n 3 a q lid 0 =-n n!nbe lid 0 =JI nlnbe o did CKL'98L6 = IS n!nbe ! lid 99Zb6198 =la n!nba 4oul9LT Alpli;uaooe J Isd 0 =aoold anq Isd 0 =100�1 an!j Isd 9Z =Peon MOOS p Isd Z L =Peol pea(] i 1991 ot, =uedS;s!or 446!aM 10011 i Z/q = e 4 6 = e dM bbo£ 0 =.xpSti'=dd o!uas!aS 4 EE££6'2 = P j1d £got, =Peon o!a}uaouo( :4 09'£ = a 'ul 9Z'6 =sseu�ol41 IIeM :4 9 =o �J lod 09l =918aou0010 IM 14 g6 =q I46!aH P!W le 40'em!leM 4 E£E££'LZ =1H IIeM r d 2i31d = uopdposaa IIeM 99 9ti = adAj IIeM Z,�Z801�Z = aagwnN qor = OweN qOr I Qb 10 Ln7 aBea 'pezAleue 6waq Ilem;o uonoas ayl;o 146!am-;les ayj apnlou!pue paloloe;un spool ay1 Jalue of Jagwawab Middle Apedold ale sJoloe;peol 4 pue zJ'y Jedold eqi leyl os speol ayl bu!gIJ068p u0gewlo;u!JaIUa of aney ll!15 ll!m noA suoyeploleU puey wuJ;VdulwJVlep sluawow pue spool le!xe 346!a4-p!w umo JnoA 6uualue Aq uappuJanO aq ue0 SOOJOJ asayl Jo;palun000e uaaq;ou aney SIDO49 V-d-(lmJIBS IIeM soleo Alleonewolnelaayspeeics s!yl)nem ay110 ym JIBS ayl u/ /ul Ilem ayl;o l461ay-p!w ayl le seoJol J Jun ayl luasaldej s!elol asayl le4l al°N OLZ9 (U/lJ-gl)M-pu!M Va91 (UN-gl)3-(alewnlN o!wsios 0 (UJU'gU H-IPS 0 Uld)H-1!°S 0 (UM-gU I-aA!j Aouednoo0 0 Old)l-OA!-I Aouednoo0 0 (UN-gl)Jl-GA!-I;ooy 0 _(lid)Jl-en!J;00a E7Z (U/U•gU S-MouS 799 t (lid)S-mouS Lt t (U/N g1)0 peep t 09V _(;Id)a-P1300 IIeM;o W-H-iom le luawoW wJoliun!el°l IIeM 101461OH-13111II le pe0l ie!xV w.lollun le)ol urea i-ivr y B"n u"sd)M-puLti, 46VL_ 1-3 Z 08 �Usd)3-(awwmn)o!ws!os 8/l=(UAl-gl)1H-P!W @7luawoini (d)speo�pa!!ddV!eJale�wlo;!un IUOIUA!nb3 zed 'so!eo puey u!Jo;palun000e eq p!noys pue paJulae;aq u;pemulle lou-e 9eaJuJ Je41otmaluno0 lew saolo;1!os'uo!l!PPe u! 'saolol0!ws!es to pu!mloelalunoo of pem°llelou ale se3jo;110sley1.elOH ;uowow 0 i.M 0 0 (WU qU AAPu!M ay; 0 =_3 0 0 3-(alewnul)o!ws!BS pue pau6!sep bu!aq nem ayl 10 0 H 0 0 i(WU'gl)H-110S puw 14aio4• ayl le poonpu!luawow a41 0 to 0 0 I(UN"G0 -an!j Aouednoo0 MwEl seal°;ladeled leJalel 0 0 (wql)J-1-BA!J Jooa lapow of J0'molaq 10 anoge 112M 0 =S 0 0 (UAt qA S-MouS e woJl spool lopow of pesn eq ueo llem ayl;o woeoq pue dot etp 0 ,=0 1 0 0 J(um-gl)a-Peaa of pa!ldde sluawow wJo;!un eyl (100A+doJW) (—YI) (dory) panddy sluawow wiojiun Z/t=(ll/11-cl)1H====-----P--!N @ luaw°���!n1 1111 0 H 0=H r 0 -�i(lid)H-I!oS = 0 =l 0 =1 Q (;Id)�-an13 AOuednoop 0 -J� 0 c J- ~ 0 (lid)J-1-8A!j;00y £4Z -S 984 =S 6Z4~ JLS-£9Sl l;ld)S-mouS Ll,t J=Cl _,EEZ_I=0 ; L99ZI JL'97L (lid)(1-pea0 d01A 9LE (u!)Al!ouluaoo3 Z/L=(414-gl)11-1-P!114 1e IUOWOA a•3M=(4N-gl)dol le luawoW (3M)speol pa!!ddV 3!J1u9003 wjol!un 0 Old)H-I!°S 0 old)-1-9M-1 Aouednoo0 0 (;Id)Jl-OA!j;o0y rr,,��,�H, 0 Old)S-mouS (11!61A1!P!111 IS 11161am lief MWI�INM' 019Z (Ad)a-pea0 (oM)speo3 pa!!ddV oijiueouo0 wiojiun L-0 ■zj 9-0 �J sps:a!wsigsl l9L'0 ,�,;sd OE of Ienbe Jo ueyl ssal pool mous u6!sep eq1 s1! SEA (Z'0=zJ:ON'L'0=z)!SEIA)LamlanJls ayl Uo 6u!ppeys woJ;MouS Swanald leUl 61;u00100J a aney noA aa. SEA (9'0=IJ:ON V L=lJ:S3A)$PPoq ON aA!l ebeleb bu!>IJed Jo';sd 001;o sseoxe u!spool ann J°'Algwasse o!Ignd;o sooe!d Jo;spool aA!1 Aouedrnoo bwA!dde v W („Jl„Jo„S„J81u3)6PEO-1 BA!l loos JO MouS 6pLol;ooJ;o adAl 6u!poJluoo ayl s!legMl S- Indl4o speol Pailci NO lndul PueH!enualod ;ndul PueH BW♦ v pool Pu!M=M %68 _ ,fiieed o IeJnxeld 10% (alewglN Pool a!ws!aS-3 ZSt/-1 1u011081180 xeyi Pool 110S=H .°.0.,s pool 8A!j Aouednoo0=I Jegab SYi luawaoJOJu10a Pe0j an!j JOO j=Jl JaAel(Z) PLO]MouS=S 0001• !(ISO)4l8ums alaJouop d pool Pearl=Q 18!d40 0aluap 00'B le Jo)eoaj e3 sJeg;o JagwnN OS'E jM41PIM Ja!d ssauJiO!yl S'9 ( l)ssaullo!41!em1o0AS ♦ - IeJn10nJ15 SL'0 .(Ui)4ida0 leaned �,G` .-JII_ .y ;° SZ'L (till ssau)lo!41 IIeM 10101 \�// 1 a - ipy EEEE£eE£'LZ (u)ladlMd Im lH IIeM 1e101 am EEEE£E££'LZ (till)sLoddns umla m IIeM SaaJO;o uo!luaau°Is, � ; ognq!Jls! A21tlWWf1S NomaMJoJ 9'Z'B'bt IOV ea C b'H31d=uopd!JOsap neM O 09 4s e9 Z4 =adAj.l!eM „anes,s!pJomssed 0Z'tZ80L tZ=iagwnN qor e41 61100 MOpaA 041 sop!saq _ _ leayspealds ayl;o ped Jaylo Aue i/�: _ 0 AVM31AVV=aweN q°P °l suonealyp°w a4ew of paau n°A;! Wrt has 1t-ste lib')UHIS80/leM aapuals a;aaouo:) ejeuiejIv II� 4-y V'691d=uopd!iosa0 IIeM —� 09 bS sb Zb=adAl IIeM Z'LZ9oLLZ=jagwnN qop 3 AVM31AV9=aweN qof 0 L9999991 Z (u!)091!o 2 IA 151.j1--�' Z9004 (u!-ql)jovq Z/>LLLon1S=, 5r Z'E (u!)1A (od)jibs.9 L=! I'Lb (18d)i1 - EN41onlS.ZL»ZL/1= 9LZ I(W,U!)6I 99'0 lil�d ZL.1H IIBM 9ZE NO o? } Mq=4lP!Mue1d OtZ l(19d)od 90'0 11 Z1.>I41onAS.l - 9[ (W k")6V ZL= ZL »(uI)M8 • • 03/s3= 09 U P • • • 10000006Z Osd)s3 I (od)Ubs.000L9= L66b09E ;(Isd)03 11 Imo' LL 10 0 .(N+OOOL9)/OOOL9.N I o1.�d.98'0.90=qd 90=xeuld oJ-P • (p.Z1)l4iedsV=l 9Z10'0 �I I l 11 6l"0 :J � 60dS U•A� lWruQ Z ulw sy=Z)weam Iexal j allsual uIW j�' 9� 1"0 {(Wtul)1 u!w sV=yulaa Iwnxelj el!sual u!IN (N41 Ielol)/(BuloedS/sjoAel#.V jegey)=>f41 onls you A41 IIeM lelol uo pesee 1910'0 "d-011e2!I8e1S IeolUeA lenloV (Z'L 1Z 10V 99S.Mol sI eojol jeeps egl l!Peonpaj eq Asw u!w Ad) t=0 gnu Ad-ogeZl 18e1S Igo!UBA wiry is sales pueg \� (0 UBA Z/1-�eu4uo0-Jenop xe(ry-41p!M onlS=p'jegaj 10 sjeAel Z!M) L'b (u!)p=jegea uolsuel of 41da(i u!W 4NM.P.Al9BA 1 9L O (u!)WUe3/uag1e0M of dx31ON IIBM 10 ePIS lul 1e Jen00 ouop ..b/E=Je1IBwS'8 11#I JegleeM Ol pesodx3ION —r 9ZV 1 M)4Ue3N844eeM of dx31IBM 10 ePIS 1x31e Jen00 3uo0 „Z-�a6�el 8 9# u1 9LE"0 £ OVS iegaa luaweuguo0 ..Z/1 1-jell BWS 8 9#:jegleeM of pesodx3 S3A ilu!9H lueiu9u9uo0 6uIPIAad noA ajV :sluawbaa Jeno0 u!W IOV 6Z'Z -'(aoej e3)jeld u!gl!M siee 10 jagwnN ( uo laa)s uolsuel 10 esje eWl sI sI41) 0! L-0 (,u!)Bald w sV Ielol (Aluo feels uo!suoi 10 eaje agl s!s9g1)VF 0L 0 (8/Zu!)loot jad sy �eqa�10 sLeAel Z t gl!M Asl sesUed'ew ui ins HO 5Z"9 (uI)6upedS�o o�egea UeA II!ls sl sase0 Auew uI ins 01 49'0 zu!1_ LE 0 9 'BZG Jegaa UBA Teals lueweugu polflow oo•eetl 99'1 O14'1 11 NO! Z L1u!ail to sjeAel(Z)jo(1) of peau op � slgl fiuIsn pauB!sap6!sap LZ'l OLZ'1 OL 4ldapleenea-A41IBlol 09'9 (u!)ssouNo!41lempnlS slleMsnLLL lu!ea pboj 00'1 9Z 1'1 6 9L'0 (u!)Ieenaa 10 Wldep uo!sse�dwoo se J84M � log st JU(el Uan aie4M 6L'0 000'1 9 SZ L (u!)sseulo!4111eM IBIol PepAojd eg log peou 09'0 9L9'0 L (41p!M pun 6ugA!eue 1o)g I,lelue io'jeid to 43gM) 1 (4)Peu6lse0 6u!e9 Ja!d!o g1P!M salt IeUelBI 9 E 41 10V red bb'0 09L'0 9 indu!noA Wip!M iald ag1 ulullM pajInbei sieq 00009 1(isd)Al ssailS pled uegea LE"0 9Z9'0 9 ouagwnu lenloe ogl olelf"m saoP sltu suoiielmneo 091 (l0d)146!eM 1!un elejouo0 moA)ptul ueo no/os oouo)alaj inoA Lol sl 41P M 6ua� a ejouo OZ'0 0090 b OOOb 'fled)od 41 3S 1 0 Lead l001 idea Indut aie spool aou!s u6isep 11'0 9LE'O E iempnis o4l page l,usaop joId e4i to WpyA aql EEEEEEE'LZ (4)146!BH IIBM 1e101 z! V I lull e!❑ (A UFO IleM e4110 14 om-;Ies egl oleo of pasn s!SW 0 (W 1461e1-1 ledeJed (ledejed 6ulpnlou!1oN) 101 suOddnS uOBA489146191-1!IBM sJ848Ul9Led IIeM NO No No N0 N0 NO NO V/N a!5+3 L V o L L"L WE 161 90"0 (101.07.at,)/(z01»!W»S)=(u)TV L99998L'Z L99998C7 L99999VZ 2999981,7 L999991,7 )99998L'Z (U0 09L/0) 66 9LZ BOL Lo4 ELL 9LZ (PW)Lal 996£8 ZE99E VZZU 61Z17L bZL69 bE9b (WQO LW 66 9LZ BO L LO L ELL 9LZ (Put)sal 49Z£e ZE99E l £LLEL BLZbL IIZL69 bE9b (uCQ1)9W 66 9LZ 90L L04 Ell 9LZ (IW)saI eszeg ZE99£ 99L£L 9LZbL OZL69 bE9b (UI'Ql)sW 004 9LZ 901 Lo4 E44 9LZ (Pul)091 E9L£9 ZE99E 64L£L 09Z4L 96969 b£9b Cum)on OM 9LZ 60L LOL 144 92Z (vul)Cal 917LZ8 Z£99£ 8ZPEL 89017L 64969 b£917 (Upgl)eW ZOL 9['c iii 60; 'aii 9LZ (PU?)zal O4 We ZE99E 1 17L91L 49LZL EZE89 b£9b (('el.09.8b)/(z01»Sd.9)-L)/esW=(u!-q!)zW 6LL 9LZ 6Z1, bZ4 Z£L 9LZ 61>{3JoI»(E(W/jOW)-0+61.e(W/�0W)?=(bu!)Lai Eq7/q EBnbE 96£7.9 Oq£b9 71,609 L LEb M•QI)esW=LW PP'LL 4V'LL 1 09.9L 99.9L 99'9L bb'LL i93 A)MI, (Ao-p)..,sv.0-nj Iq, 101-(bI4)n nl 994 89"4 B9"L 89'L 994 B9'L P.N=OUS-30=30 69VO 69E'0 69E'0 69E'0 69E"0 69£'0 d.u-(d.u.Z+z(d,u))U&S=�! O8"0 09'0 6L"0 9L"o At/N.SV+Sd)=QUO asV E9ZL9 E80PE 86£Z9 o9Eb9 Zb609 L L£b (Wu!-gl)esW=1H P!W le luawcA payddV e17L9 HbL9 4LE9 1169P b69b 8b49 (WQ)Sd=1H PIN le peol le!xV o Vo 9,0 0 9"0 0 M OL'o 0 0 OL'o 0 a 3 4 L l 4 L 4 H 4 4 l L 4 L 1 0 0 0 0 0 0 n L 4 9'0 0 0 4 8 4 L L L 4 L a V i131d=uolldposad 11em > > > > > > adA e n u u u u u 49B4Z4= 111 M o 0 0 0 0 0 LZBOLLZ=jogLunN qor + + + + + + r r r r r r MIAVO=aweN qor + + + + + + (n (n m m ? + + m o J W + m r N N I So SIo NQ f ND NO 7fo NO NO No b nW<uW$ 7Alll d %L9 %LL %LB %69 %b9 %9 %E %Z uW$/nW MID )io -NO N0 ?i0 - mo W R5 I )io Z JOW<UAO b9L994 LZEL9L o9EhL4 6LLZLL 9989LL 8989LL 6LLZLl NtUl, (Lil' )UVO 060 06 0 06 0 06'0 i 06'0 O6'O 06'0 06'0 (P/no)/9Z'o+£Z'0=P LZ'O BZ'0 6Z"o 6Z'0 6Z'O 6Z"o 6?'0 67 n P i n-_) LLLb94 ZM98L ZZL£64 EVZLeI (£P491 LE49ol 6PZtOL ZOML (ZM-p)»Al.aeV=(u!-gl)uW 9£bl L l 9BLE L i 06809 L BObZ94� 9bL96-� BLLOL 999b 946Z -(001.03.9b»9L'0)/(z0l.nd.9)-L)/enW=(w-q)nW 99'LL ZO'BL 9o'OS Lb'6L 6b'OB 6b'08 Lb'6L 056E �no�A).E/L+z(n0-p).asV,u=31Mun iol=(bu!)n jol 9Z"L OE"L 9E"4 bE'L LE-4 LE'L 17C'L t,- L11/e=3lvwinn0=no 60"L OCL 9V t11% LL"L LL'L bl'L bl"4 (AV.P1.99'Q)/NA OsV)=(u!)a bCo 9L'0 6L"0 LL'O 6L'0 I6L'O LL'O 9L'0 /(AI.sV+(pZ/U)nd)=(zu!)asV NO No To— NO Tto To— To N0 )fo boJ 90'0>6V/nd 610IIeM 1H-P!W le SSGAS P9A bb E9 b6 Le E04 £o4 1,9 Ze (md)6V/nd 9L606 L6b0O4 099E6 £LEZOL 99699 6EE9 b£LE 896L (BAI�-q))enW=lH P!W le luawolN po!!ddV paioloed 9EP£ 9ELb OO£L 06Z9 666E 666E 06Z9 ZE49 (Wql)nd=]H p!W le peol le!xV paJol0ed 0 L 0 L TO 0 0 0 M O'4 0 0'L 010 010 03 9'1, 9% 0 0 0 0 9-L 0 H 0 0 1 TO To 0 9-0 9"L 0 l 0 0 0 0 0 0 0 o n 0 0 CO 50 9'1. 9'4 9"0 0 S 9LVL'0 60 ZZ9E L I Z L Z'L Z'4 I Z L b 4 0 »L-94 9-94 .9-91, 17-9L (q)E-94 ME-9L Z-94 1,-94 £'Z'b'n ogwoo ogwoo ogwoo Ogwoo ogwoo ogwoo ogwoo ogwoo Z40Z'091 L 3DS1/. peol peol peol peol peol peol peol peol c c c c c c c c 11 u 11 11 11 u u u o o 0 0 0 0 o ++ + + + + + N y r + O m o 0 2 + _ + + rn T + 0 0 m U +O + W o J o + N ;sd Z-08 = nlnbe olwslas d ;sd 9-89 = nlnbe PuIM d ;sd 9*LZ = olwslas d ;sd 9*9Z = PuIM d Peol Olws13S PUe pulM;ualenln 3 a q ;Id 0 = 11 nlnbe ;Id 0 =Jl nlnbe o ;Id V6L5'£556 = 1S nlnbe �; •� ;Id 6Zt,6L'9tbL = la nlnbe uoul9L'£ Appluaooa ;sd 0 =aool=l anll isd 0 =100y anll isd 9Z =Peol MOOS p Isd Z 6 =PeOI pea(] }aa} 0t, =uedS Idol 34BIaM loom Z/q = e IJ 9L£'L = e dM bb0£,0 =.pSt,,=dj olwslaS )4 £££££,6Z = p j1d OL9Z =Peol ou}uaouo( 1} 09T = a 'ul 9Z'L =ssauNol41 IIeM 34 9 =o ;od 096 =a;aaouo(P}M :4 9LA7 = q 44BIaH PIW ;e I4BIaM IIeM :4 £££££IZ =IH IIeM d M31d = uol;diaosea IIeM 09 1,9 St, Zt, = edXj IIeM Z'4Z801�Z = aaquanN qof = GUJ8N 90C i a+,io cn7 OBEA 'pazAleue bu!aq Ilem)o uopoas ayl Io Iy6!am-Iles eyl apn!ou!pus paloloelun speol ayl lalue of jagwaWO'd 'pesdde /padold ale sjoloel peol eJ pue zy'U jedO1d eql le4l os speol ayl bu!quosap uogewJOIU!1alUa Ol ene4 II9s ll!m noA suupelnoleu puey wwl Vuu!uuuwy sluawow pus speol le!xe ly6!ay-p!w umo 1noA 6uualua Aq uappUJanO aq ueo seoloJ esayl'joj palun000e uaeq 1oU aney s1O9II8 v-d'(Wales OVA soleo Aueogewolne leagspeelds s!yl)Ilem eyl;o Im pas oqjvvFP7m Ilom ayl to lgBleq-p!w eql Is saalo;ATJUPXj fi ayl luesaldai sle101 8981.111e41 MON £999 (4/4-gD M-pWM Z91,9 (11/4-gU 3-(a;ewglf))OUEPS 0 (IJnJ-gU H-I!oS 0 Old)H-l!OS 0 (IlM-40 l-aA!-1 Aouedn000 0 Old)-I-SA!1 Aouedn000 0 (8AI-ql)1-1-BAll JOOU 'E----� 0 J Old)j-I-EAIJ JOO2i 97 (unJ-ql)S-mouS 90£ Old)S-mouS ZZ (8/8-gl)0 PeeO L OOop_ Old)0-puw0 IIeM Jo;46!BH-P!W Is IUaWOW wJoJlufl lelol IIeM Jo;UBIeH-pIW le Peol IP!xV woo;lull lelol �i:599 -rv1 'Isd)PA-pu:Po1 ZSt9 3 6-99 Osd)3-(alewglfl)0!ws!es zld 9/1,=(8/11-gl)IH-P!W 5 luawolnl (d)spe0-1 pal!ddV!eJa;e-1 wJol!url;ua!enlnb3 7soleo puey u!1ol palun000e aq pinoys pus pajoloel aq uI pemupe luu aye 5a31uJAV41013wI;If,100 ley-saojol I!os'uo4!ppe ul 'seolol o!ws!es Jo pwmloelalunoo of pamoue lou aie sawoJ I!0S leyl IRON luowow 0 '=M 0 O GW-gI)M-Pu!M ayl 83npoi 0J SjaQwnu 0 -3 0 l 0 (*V.ql)3-(alewglfl)o!ws!aS pus pau6!sep bu!aq llem ayl 10 0 H 0 0 (RWgl)H-l!OS IyOleq-p!w ayl Is poonpu!1U0wow eyl J-Q-f1FQWU&A!PS03 0 l 0 0 !(4M-gl)l-9AIJ Aouedn000 J8lu3 -saolol ledeJed lelelel 0 ail 0 0 (U/1)-gl)1-1-aA!j IOoy lapow Ol 10'molaq JO anoge III 0 5 _ 0 0 (8AJ-gD S-Moug e w0j]speol lapow of pasn eq <' ueo llem ayl jo wogoq pus dol Iyl 0 1-o 0 0 (UI4-gl)0-pea0 of pe!ldde sluawow wjol!un eyl (ioeW+d0l") (io8w) (dotty) pa!lddV sluawoW w1uJ!uH Z/l=(4/8-gl)3H-P1W N71uawOW 0 =H 0 �=H I-- 0 Old)H-1109 0 -l 0 =-1 0 Old)I-aA!�Aouedn000 0 =1-! 0 r1, � .0 —(lld)j-I-aA!-IIOoa 9b =S £6 .=S BBtttOLtoC Old)S-mouS ZZ =o SV =0 Ot:LSIL'L►t Old)0-PeaO —- do1W -- - -— 9Z9 E (u!)A1!0u1ua003 Z/l=(bf4-gl)IH-P!W 1e IuawOW e•;AA=(anJ-gU dol le luawoW (aM)speo-I pellddV 3ulua333 w1oJ!u0 0 Old)H-I!OS 0 !,(Nd)1-BA!-I AOuedn000 0 ( 11-Ml I00a a S-mouS` (11161ayp!w Ie 146!am Ilem Rleing111)� £Z5Z Old)o-Peen (oM)speol pallddV o!j;uaouo0 w1oJ!un LO `?J SO = / spS:o!wS!aS t9L'0 LJsd 0£of lenba jo ueyl ssal peol mous u6!sep ayl sl S3A (SO=zJ ON'L'0=z) S3A)iamlonlls eyl go 6u!ppeyS wOJJ MOUS Sluanajd Ieyl 6uuoo IOO1 a aney nOA o0 S3A (9'0=1J:ON'0'L=1J:S3),)6sPe01 ON 9A!I a6eJe6 6UI>ied 1o'Jsd OOl Io sse3xe u!speol aA!I JO'Algwasse a!lgnd;o sooeld iol speo!OA!!Aouedn000 bu!A!dde nog{a1V Jo„S„Jelu3)6PE01 aA!J 1002j JO mouS&peol loO1lo adAl 6u!llolluo3 ayl s!Ie4M S '�ayy pp''�� Indlno speo�paOduy N0 _ Indul PueH IequalOd ' lndu!pueH OW rv,)l peO-1 pu!M=M %oot illpmmilto leinxalj Jo/ (alewlin)PEOI o!ws!86=3 tbZ I l uo!t3alJap xew PeOl I!OS=H '3'0.9 Peo3 aAIJ Aouedn000= o?7�e9ai15# twWwJOJYReRI peOJ BA!-I I00'6=1l �a6e�IZ) 3e0-1 MOUS=S 0001, (!sd)4;Buajls alamoo I d pe01 peso=a Ja!d;o 00lueo i 00'9 le jo)anj e3 sveg Jo iagwnry i o t'b (A)4lPIM)Old ssauJ!O!y; 9'9 duo ssau>fo141!empnAS lean;ooJ;s SL'0 �Oq)4ldaa!eanaa JO 3j StL ssauHa!41 IIeM lelol I iW EEEEEEEE'LZ !141;adeied Im 1H IIeM lelol 3M EE£EEE£E'LZ 11U)sNoddng um;g;H IIeM sa0J0I o uoilejlUaouOo 0M Jo uo!lnq!1ls!p AIitlWWf1S N�JIS30 JOIS'Z'9'7f IOV eaS CV 1131d=uogd!1asa0 IIeM �O 0961, =adRl IIeM „ones„s!piomssed a4l sllao molleA ayl saP!saq OZ"tZ9ot lZ=lagwnN qor loayspealds ayl jo ped laylo Aue :/ m D AVP.N1iAV 9=eweN qof of suoueou!pow anew of paau noA I! (911 PETS 6k-M 1JV)u61Sa0IIeM aapualS 9a9a:)u03 aleuje)/V `I V N3Id=uogdliosap IIeM 09 61,=adA.L lium Z'lZ90LIZ=jagwnN qof O AVM31AVO=OWEN qo(' NO y L99999e Cz (U!)OS t/o I/l/61.j1= ze00b (ul-gD JoW Z/jqj orulS= SZ'E (U!)1/ (od)jibs,TL 17LI7 (!sd)j; ,jq1 on-0S.Zl.ZL/L=(—(jLZ (11/eu!)61 SB 0 1d Z1,.1HII8M= BZE (U!)o3 mq=i;1P;M 101d ObZ (!sd)od 90 0 Z t.)lyl onilS= BL (WZu!)6V „Z 1, zt (to)m7 —• • 1 p o3/133=� 0'B U • • • 0000006Z (ISM s3 (od)Ubs.00OL99 L66V09E '(led)03 „pl ULO 0�(Al I OOOLe)/000L9.14101.Ld.96'o.9'0=qd 9'0=xewd 9u1$ P --• • • (p.Zl)/gjedsV= 09' 0o0 Id - r BodS NeAr MO 6t'0 (WIW)Z ulw sV_Z;ulea lwnxal3 allsuel ulW NO SLO (WIt#)L u!w sV=t bu!eU leinxeld epsual u!IN (>q_L Ielol)/(buloedS/siedel#.V jega21)=AU3 onuls IOU Aql Item le;ol uo passe NO! EO Lo'o iId-o!MJ IBeIS leo!3reA len;oy y (Z'L'LZ IOV e9S'mo1 sl aao;Jeeys 041 A peonpaj eq Aaw u!LU Ad) SZ00'0 u!w�d-of;ea laa;g leol3leA URN Is soles Mill ($uaA Z/t-$euguoo-lenOO xe1N-ylp!M onjlS=p'jegaj;o sie6el Z 1m) L'4 (ul)p=jegey uo!sual of yldep u!iN 4l!m.P."A 1 9L 0 (U0 gpe3/jeyleeM of 63 ION IIeM to eplS 3UI Is JenoO ouoo ,.b/E_ialleul I IR Lto Jeweem of PeSWX3ION SZL't (UI)yUe3PayleaM of dx3 IIeM;o aP!S 1x3;e JenOO ouoO „Z-1e81e19 9# L4 9LE'0 E azlS lega�j luaweuguoo .Ul L-1allewS'8 S#7ay1eepJ;of pae9d%3 r S3A GtuleS luewau}uoo 6wp!AoJd noA any stuewbaa J9Ao3 u!W IOV 9V 1 (aoed 63)Ja!d ulyl!m sieg;o jegwnN ( Uo laels u i�);o ease ay;sl sltll) gvo (,to,)ie!d Ul sV Ielol (AJUO laels ualsue;o ease ayl slWVl)i 911 '0 (WIU0loo;jad sV 'jegaj;o sieAul Z givA FUelnolued'e ui I _� E£EEEe0Z.8 (w)6ul3edg'o'o�egaa PGA IIAs sl saseo/�uew uling UI� 9Z90 ILA) Leo .1 9 GZIS jegaa UaA IaelS IUGWsuyuOO eneU S"L 0 t4't t t jf�l z jjU!eH 10 sia6el(Z)io(L) of POau lou op Poglaw 9 � slid Bwsn peu6lsep LZ't OLZ't OL ylda(ileanea-Nyllelol=i 09*9 04)ss9golyllem;onj3S s!lemsnyl JUKU 00't 9Zt't 6 59 S£0 -I(i!!)leanatl JO yldep u0!sseidwoo se p,ba/ IOU$l JUM USA SJaym 6L'o 000'1. 9 SZ'L .(Lq)SSOUNOlyl IIeM lelol paplAWd oq Lou poeu 09"0 9LB'0 L (41p+m thin 6uw11eue iol ll t lalue Jo'lald 10 tp Nd', t (4)pau6lse❑fiulag�a!d 10 y1P!M sal)leJelel 9'E 4t IOV led Wo 09L'O 9 lndui no%y;plm je!d ayl u!yl m pannbei sleq 00009 (!sd)/y sswls ple!A jegab LE'o SZ9'0 S jegwnU lenloe eyl elelnoleo saop sly_;, suol;elnoleo 09l (;od)346leM;lull elaJouoo lna(1nejl ueo nog(os eouwalei jnoA jo;Si yippA OZ'0 OOS'0 b I 0004 (!sd)ad yl6uai;g ala�ouoo Je!d 7aa1 l��a tnda ale spool eou!s u61sap t Co SLE'0 E leinloruls eyl;oeue;,useop geld aql to glpyA aq1 i EEEEEEE"LZ M 1y6!aH IIeM lelol ZUl y (UP BIG jegaa uo Ilem ayl;o 14--11-ayl oleo of pesn s!mil 1 0 �04)14619H ledeled (;edejed 6u!pnlou!ION) EEEEEEE LZ (1;)slioddnS ue91yag146101-1 IIeM sialoweied IIeM l� Mo sio >io No Mn o 3Lo V/IJ of S+3 Oi'0 co,1, 9C'L 00"L L0'0 (1M.nii,G7)/(zn1,IIN 0)_(ul)sv L999981'Z L9999BCZ L99999C_Z 799998CZ L99998LZ L99998L'Z (0091,0) 9ZL 9LZ L9l MI, 09L 9LZ (w)'al C0989 6E99Z 71619 7LZL9 E9EL9 L98 (uhgl)LA 9ZL 9LZ L9L LEL 09L 9LZ (Ou!)981 Z0999 6E99Z 7L6L9 ELM E9£L9 L99 (ul-gl)9W 9ZL 9LZ L91 LEL 091 9LZ (W1)sal 96989 6E99Z LL619 69ZL9 09EL9 L98 (Ln.-gl)GW 9ZL 9LZ 19L LEL 09L 9LZ (4ul)Val 69999 6E99Z 7681,9 97ZL9 LU1,9 L98 (ul-gl)>W LZL 9LZ L91, LEI, 091 9LZ (PA.)Cal ELE99 6E99Z 96LL9 L01L9 C9ZL9 L99 (W•gl)EW OCl 91Z L9L (WOz KPL9 6E99Z 7LZ1.9 OCC99 ZOL09 L99 ((lal.09.87)/(z01.sd,q)-L)/esW=(ul-ql)zW E9L 9LZ 991 991 99L q/7, 61>{3J01.(E(W/J0W)-l)+61.c(W/J0W)1=(7u1)1,al 9ng7.g I g1viz 9ZLL7 976L9 _LbbLP NO (ul'g1)esW=lW 90'99 90'99 70"07 ZO"C9 ZO'0(" 00 00 0,M)'VI+�(3,)-P),asv,u=011svi3/ol=(7Lu)3 i0l Dv*1, 04"L OrL 07'L O7'L 07'L p.N=0iisrt30=30 OOE'O OOE'0 00£'0 NCO OOE'0 OOE 0 d.0-(d.u.Z+z(d.u))libg=N Z9'0 z9'0 z9"o LTO l9"0 Z90 N1(N.Sv+ed)=(zu)asv 909Z9 9 MZ 9ZLL7 276L9 L77L7 9Z9 (WIN-Q)IRSiN=IH p!W le luawoW pallddv LLz7 LLZ7 C907 606E 606£ LLZ4 (W41)sd=IH PAle peon le!xy 0 £'0 WO 0 9-0 0 M OL'O 0 O OL'0 1 O 0 3 l L L L l l H L L L L l L l 0 0 0 0 0 O n L L 50 0 0 l s v?J31d=uopdNosa(3lleM > > > > > > adA e 09 64= 1 II M o v o o v v LZBOLLZ=jagwnN gof + + + + + + r r r r r r IA31AtlE),=MON qoE + + + o + + n cn m m + + V o m + m N N NO MO I MO Np 5i-o 0- >i0 MO MO 6 nW<uWP wim %Z8 %L6 %66 %001, %z9 %Z %1, %0 ujN /nW >lo NO I MO �0 MO T-) NO CIO 'i-O L J0W<UM 979ZLL OZ£7LL 0261,1, 969L1,1 9Z791, 8Z49L1 969L11 6E161, u1'gl)UM 06 0 06'0 06'0 06'0 06'0 06*0 06.0 06'0 (P/no)/9Z'0+£Z'o= 9C0 9C0 6C0 6l'O 6C0 6VO 6C0 6L-0 D/no E9E9ZL I ZZOLZL 99VzEl Z990£l L89LEL L091,101 3900CL LLCZCL UM-P).L1.aSv-(19-gl)IIW Z6LZ6 6MCM_c ZZ9LL L I 9"LL L LOOZ9 L981, 069 069 =(001.03.97.9L'0)I(zol.nd,9)-l)/en"=(u!-ql)nW Z6'69 67'09 LE'Z9 ZL'L9 Eo'Z9 EO'z9 ZC 1,9 6Z'Z9 tnp.A%).£R+z(n0-p),asv,u=3imain iol=(7u)n jol E8"0 99'0 69'0 L9'O 88'0 99.0 L8'0 68'0 id/e=3imm 0=n0 I,fo ZL'O 9L'0 7L'O 9L'0 9L"0 7L'0 9L'0 (ML01.59'0)/(4.esv)=NO6 97'0 67'0 l9'0 On L9.0 LS'0 On L9'0 k/(N.sv+(pZ/U)nd)=(zu)asv MO o— MQ k0 MO 110 5io ]i0 MO C*J 90 O>6v/nd LHo IIeM IH-p!W le ssa�lg yak LE 97 IL Z9 99 99 Z9 OL (Isd)6v/nd 6ZO7L EL99L Z997L UZU 0E904 7LZ L 009 9LC (Wuhq)sn"=IH P!W le IuawoW papddv pajoloed £Z6Z 819E 1099 9787 £B L9 £919 9797 ! EL79 (8/q)nd=IH P!W Is peon MXV p9Jol0ed 0 L 0 1 9'0 '0 0 0 AA O'L 0 O'l 0 0 0 0 0 3 9'L 9'1, 0 0 0 0 9'L 0 H 0 0 TO 50 0 9"0 91 0 1 0 0 0 0 0 0 0 0 n 0 0 L'O TO 9'1, 9'1, TO 0 s 8L7L'O 6'0 zzgrl, I Z'L Z'L Z'L I Z'L VL Q .L-91 9-9 1, .9-91 7-9L (q)E-9l ME-9L Z-9L L-9L £'Z'4'ZL ogwo0 ogwo0 ogwo0 ogwa0 ogwo0 ogwo0 OgwOo ogwo0 ZLOZ-081 L33SV. PeoI pe01 peol peon peon peol peol peol c c c c c c c c u u n n u u u u p N N fV J A tD v + o 0 0 o v o + o + + + + n N + m b m + y + p w rL o o i + + x + + + m m + + o o + N v 1 :1 Isd 6-99 =nlnbe olwslas d jsd Z-OL =nlnba pulM d Isd tr'8£ =olwslas d Isd 9'9Z = PuIM d PeO-I OIWSIOS pUe PUIM Jualenln 3 a q j1d 0 =11 nlnbe jid 0 =JI nlnbe o j1d U LtTLO£ = IS nlnbe j1d VMELK = -1a nlnba goul gZ9'£ Appluaooa jsd 0 =aool=l 9AII jsd 0 =Jooy anlI r Isd gZ =peon AAOUS p I Isd Z6 =PeOI peed i ~+ 3aaj U =uedS Idol I 4461aM 10ON Z/q =e 4 9 = e 1 dM trb0E 0 =,pStr,=d=l olwslaS :4 £££££'z6 = P j1d £Z5Z =Peol ola;uaouoo :4 OVV =a ,ul qz z =ssaujolyl IIeM 4 96 =o Sod 60Z =919aou00 Jo IM 4 U = q ;yfilaH plw ;e;y61aM IIeM 4 £££E£'LZ =1H IIeM V a31d = uoildlaosaa IIeM 09 6l = adAl IIsM Z'�Z80L�Z = aaquanN qor = OWL'N qOC i.an io Fro obe.a i 'noA>INVHI 's,(ep uenes ul41lm BulWm ul sn loeluoo eseeld'Bulpuegsjepun anon 4l1M Waw jou seop slLp it Cs� �sZ o Z SPo _ _ S CeT. I-l-) sO�°� z W+5�,, ►I om &rt t<qa Y o = 2f II = ►f� J -45rg .vo44BlaN .05 SrafeninS pue7 �r'Z� 14j TWO O - I{�j smuueld Aunwwoo - SQS l Z tjl 1 l wy 9 0 s;oepya'y edeospue7 =9050 4a sresuf6u3 lEun7DMS 5 �+s J SreeuI6u3 IUlo oweyy euo4deloL ❑ �8 step sefnulyy Bupeeyy ❑ seBed PexB:l# ssaippy Q wnpuejoweW ❑ P ❑ #)ted oL411M xe� suopelrrileo Clauo4d aoafgnS �: 10�eBed ❑ !?�0 L I Z 'ON foefad loefad ■/ LQb lO n 1 7 a5e.4 YloA NNVHI 'step uenes u!4l!m Bugpm ui sn loeluoo esee!d'6u!puelsiepun moR ypm leew lou seop s14311 !S•6 �I! �11 I� I $ �d Irz) / I! � •.b�... _ � � •off- _ �-� Qti7 01 ,0 0 0>> �HSa►7 Ewa KO sJogy&ieN siohenmS PMZ -P-11� gz P) sreuuelddpunwwoo 0'l rtfs, o 7 slaelrgajy edeospue-1 sreeul6u3 lainpnilS sieeul6u3 IMIo owoyy ouo4do!o.L ❑ "— AS elep selnu!yy 6ugeeyy ❑ se6ed pexed# sseippv na,w4m wnpuejoweyy ❑ #xed 0L43!M xedsuoge!no!eo ❑ , /� 1 euo4d loe(QnS 10 2 96ed ❑ ��L S�Z�C °N loelad — �—3oefad Project (^(a 'yu I Page Project . o ❑ CalculationsSubJect Phone ' With/To Fax# ❑ Fax O ❑ Memorandum B] L Address #Faxed Pages ❑ Meeting Minutes i Date By ❑ Telephone Memo Civil Engineers H N Yam~ n a Structural Engineers o LLi Landscape Architects co Community Planners 00 a Land Surveyors 00 U 1 � /-,� N ��Neighbors � I O I � as9 L� "gym �' .9 -�► '� �` X X 4 CAW N .9 k + ao 2n -�K � x' x x � 1rN w � - N rit M 1 r — x Ir o 'r r 41 Oa `� o¢LZI-'e� Q x x f � N I`— ca If this does not meet with your understanding,please contact us In writing within seven days. THANK YOU. I Qb 10 71.7 96e,-I 71o.1>INdHl 'sAep uenes UILPIM Bupuen ul sn;oeluoo eseeld'Buwpuelvepun mop(y;IM;aew;ou seop s!yH II n x .2 qa C� o � 745 L �ADwon) ) - °gyp , P IV ))'Or' azwl 11 f —a J iJ sroAalung puel sreuueld Aplunwwoo .sue sjoepgojV edeospuel sjeeuiBu3 leinaongg -----� sJesuiBu3llnlo oweyy suoydelel ❑ Fg e;ea se;nulyy Bugeayy ❑ -- seBed pexej# ssa3PPb tunpuejoweyy ❑ � #xe=j °L41!M ■ xej ❑ suopelnoleo ❑ auo4d 3�IgnS � gm jo�eBed ❑ � c � °Nefad ,? �M ;oefad f101�ANVHI 'step uanas uppm 6ugpm ui sn leluoo aseeld'6uipue sia�iu i ot,ylinn 198w;ou saop 914ill tsi•o� /��•�)(� � Zx�'ox(i6)(�1��}- Zs.•ox��b1 t- &1)C-40vi (zl)(V �-SI 'a M)(s )?-Si'o 474 Z OL 64� -, 14,, .17 4, 47,1�VJJ �f\IiMi �� I --f�4i to Ir sJOWBlaly sroAaiunS pue-7 Lag J?a L°9 AbAb o/; sieuueld,(llunwwoo Lit 4d U spaalgajy adeospua7 f 1)d ? S d4 d sad 2 47d ? 8'Lot--1 2-402 siasulBu3leinaon4S (jq�KI �Sa 6ly-- a-loz )m sJaeulBu3/inlo owayy ouoydelal ❑ Ae ales solnulyy Bugeayy ❑ 996ed paxe j# ssai pPt/ wnpueioweA ❑ #xed OUWM ■ xej ❑ suopelnoleo ❑ auoyd loefgng Am ;o�a6ed ❑ �2 O_) z 'ON loafad (N4 loafad ■/ i.a+,io+'i 7 a6ea noA NNHHl 'slfep uenes ulyuM Bup m ul sn loeluoo aseeld'6ulpue}srepun cool(gjpm jeew aou seop s14311 I `q Z Wo446lON voXenjnS pueg siauueld lqlunwwoolip— LZ speJl4wb edeaspue7 I siesul6u31emlon,gsjd sieeulBu3llAID oweW suoydelel ❑ -- Ag eie0 se;nulW 6upeaW ❑ -— sa6ed Pexe:1# ssajPPb wnpuejoweW i ■ ❑ #xvd - oJMIM suopelnoleo ❑ euoyd joe(4nS p �� 10 e8ed ❑ 'ON}oafoJd MOM f10J.NNdHl 'sAup uenes ulyum BuRpm ul sn loe;uoa eseeld'Bulpuegsiepun inoA yum jeew jou seop spi 11 -p-P&q ; olX i bx D1 x�P s' U = 11 1 Ir « y � = 01x06xL'�i xOS .c So q1 = CV I&A LiI x 110X9 =N16ALICI x11'0 IL psa/ _ ON Ib,\ b I X '0 = d j 6 1 S°�L = ofxl5x /.'41xt, Va = a q��? = gxrbxL'�1 x41s•0 _ o/x 16 x oLew © So z = 4/ X x Il 'o J 8 w �r SOIL = o/ x i6xL'� l x 11 '0 = �� m n M 1 l saodB,vnS pue7 1 sjeuueld 141unwuwoo oj 29L0 -: �d5 0'z3 - -� Q 'I = 10� gosWgaiy edeospue7 7 siesulBu3 leinaaMS 1/p ®�d 145 Q sleeulfw3 llAlC) to lom oweyY Buoydelel ❑ AS eleo sainuly4 Bugeeyy ❑ seBed PexBd# sse1PPV wnpueioweyy • � #xed al/4tIM xe j %AMP suop polso ❑ euo4d �ae(gnS _ ,: to eBed ❑ 'ON loe(oJd IaB(ad ■' LQi7 10 Q1 7 95BA 'no k>INVH.L 'SAeP uenes ui44m Bunpm ul sn aoe;uoo eseeld'Buipuelsiepun jnoA yawn aeew aou seop sl4a 11 �n CID y� ish l°b I F so Sa-� L t,6� �joL srogg6leN siobening puiRl sjeuueld dllunwwoo i QQ 1 sJne7!4yy edeospue7 i sjeeu!6u31einpnijS sJseul6u3 I!A!o owaVy euo4dele.L ❑ —As eaep saanulyy Bugeeyq ❑ seBed pexed# sseippy wnpuejowayy ❑ WAM #�d o1RMM 91,16 xed ❑suopelnaleo ❑ auo4d aoefgnS --;o eBed ❑ 'ON aoefoud aoefad 'floA)INVHI 'step uenes ulLpIm Buppm ul sn foeluoo eseeld'Bulpuelsiepun most Lp!m leew lou seop sly;dl —40 ro � TT- It .. N v ` T aW `` - a- slogy6leN � Jo sioAeninS pue7 � > -7 b 1t ' /_� ljOl ' X N �$ `©t'� �'GG sieuueld dllununuoo Ajo saoellgojV edeospuer7 tN1 ao sleeulBu31einjorulS `� J sieeul6u3 llnlo owey4 euogdelel ❑ Ag elep seanu.IW Bulleey4 ❑ seBed pexed# - -sse.ippv wnpueioweytl ❑ _. © #xed °1/411M xed ❑ _ suopelnoleo ❑ euoyd loefgng 1ito e6ed ❑ 'ON loefGJd loefold LQ#,!O QI7 a6e.1 flO�l NNVHl 'sAep uanes ul4l.m Bugpm ul sn peluoo eseeld,Buipugsjepun inoA 4aIM)eew lou seop sIL411 olL OIL M-p �lj oyL _ ibxL �l X11 0 =�J aZ—Is --o s,ogy6leN 16 xt I x sioAivuns puel y I OP s euueld Apunwwoo sloollymyedeospuel sees . g leinlorulS ��0•L araeul6u3 llnlD owayy suo4dale,)_ rl —As -elep salnuly4 Bullaeyy saBed paxe j# — ssajppy wnpuwoweVy q k WAM � � ❑ #xej o.J411M suopelnoleo auo4d aoa[gn5 1 to- abed 'ON pafad loafad ■I V i 'noA)INVHI 'SAeP uenes ulgpm Bugpm ul sn looluoo eseeld'6ulpue3siepun jnoA 4UM Jeew aou swop sl4a 11 i d a_ V V " -�- N � w `v � � i / V � err, 1 N IN V7 o srogy6lBN J v rl fi tt i� siohanmg pue7 "h (SV IV 7C sieuueld dllunwwoo v sloaMaiV adeospueld sreaul6u3 lemaonpg 1 Q sieeul8u3 IJAIo oweyy suo4dele.L ,(8 a#ea selnulyy Bugeeyy se6ed pexed# sseippy wnpueaoweyd go ❑ -#�d oJJUIlM xe� _ suogelnoleo euo4d joefgnS WMA 1■ ;o eBed 'ON 1aefad 1oefad i.4n io n77 96ea Y1oA>IN`dHI 'sAep uenes uly;lm Buppm ul sn pquoo eseeld'Bulpuelsiepun inoA Lplm aeew jou seop s14j lI O 61 ^ 7 fil ll n i 46. -Z too x a -sa w � wo4UBleN I O sioAenrnS pue l N �J sieuueld Apunwuioo s;oellyyy adoospue7 saeeu/Bu3 Iwnjwu7S r.JGWIBu3 IlAlo oweyy auoydelel ❑ As eae17 selnulyy Bupeeyy ❑ seBed pexed# ssejppy wnpueioweyy #xe:j °L4llm suopelnoleo ❑ �04d 3oeIQnS 111h,W t� ;0 21 eBed 'ON Pefad >oeI°Jd ■/ f10A)INdHl 'sAep uenes u14RiM BugYM ul sn yooluoo eseeld'Buipuemepun moR 4MM}eew jou seop s14111 71 _V�3 =Wi w � n f sio94BMN G� sroAeAvnS pue- ;•.An �� do �!�L: 11 sreuueld duunwwoo �IS C = � Yl : ) s;osPym y edesspue7 sreeul6u31ejnlorL4SSjoewft.g mu - Sa� oweyy euo4delel ❑ —^ Fg e;ep selnulw BupeoVy ❑ Wed pexsJ# ssejppy Wwnpuejowew E]n ■ xej ❑ # i oL4UM o suol;elnoleo eu04d 3ol4nS A "m 0 L' stied ON loelad loefad ■ IN i-at,10 777 86ea i 968d PEa':-1 0180 SINV39 N336M II Ad 90:17 18 6WZ `94 ue ,I + f ' Y 4 i 1 r l J y .. �f z 14 ( Y x z J Ai LQb 10 P77 968.1 Z abed P 3-�C11610 SRVV�Q H�jSNt ZIL nd go,.pis6w % ucr z N h1 c x�z A £ abed Lei 901V le M� `% uer F ~N r 1 I I f ) i . J x z I.Qih 10 G77 262.E t7 a6ed PEJ'-�01HE)SM]IS H�L sSNV�J ORE— .1 , c J y . i C ; t ' X�z A pa6e�dsi4(g)y�6ua��agwa�N 1 1 lT t ly S I fr ? _ J 1 ._J A I Qb 10 77 86EA 9 a6ed PCTJ aids SwdAs 83-ASNVdi Nd LOAV 11? 6 OZ `96 uar 9`NS uol"oS Alu0 adolanu3 t ,i .I p (\L x- - aoovx• r ' I FAI glooq*DO v 1 a r aloo Pzax- � z.. aoobz• e c t -r saw x z AV L abed PV'.�GlaS SAV�9 INd LO:V le 6 L OU '9 L uar >IS UOWM 4*960PAU3 MONS I Die spirol rl qlDoos, I _ . J xJ I.Cli,10 A77.GBBA g abed Pel'-A CIIHO SV4V]la Hf ASNb�AI VYd LO"'V Ic 6 OZ `9 6 ULT uo'"-S hlu0 adol9nu3 30NO=l(180HO/w3 OIVYS13S'E 019:apeol Y \ dope j to 91SLC9 X�2 A 6 abed [P£a'J GI&D SINVDS 2i3JSNV U\SoleO ueu6u9yS\SMV3V'Y'Y'Y' \:ol Z'O'L[ uolsJan (le-VSN leoldA_L Z66V 96ue13 aplM wea9 SWd38 9'[Z M £N M t leoidAi Z66V ebue13 aplM wea8 SINVD9 Ot 9N 9N EN E leoldAi Z66V a5ue13 eplM wea8 SNV39 Ot LN 9N ZN Z leo!dAi Z66V 96ue13 aplM wea8 SINVD9 9'[Z ZN [N M [ salna u6!sa4 leualeW ls!l u6!saa adAj adegS/uo!loeS ieloa lu!or N lu!or r lu!or I Iagel eleQ Aiew►ad aagwaw uoi;oea�{ uoitoeay LN L uogoeay uogoeay u040e9�1 uol}oea�j 9N 9 uoltoea"] uoltoea�l SN S uoltoea�] uogoea-�:{ iN t uoltoea�j uogoea�j uol}oea�] uoltoea�l EN E uopea�j uoltoea�] uogoe9�1 uolloeey ZN Z uopeay uoltoea�A [N [ [PeJp}->I]'lo�{z [PeJ/lol lo2i A [Pea/33->Il'1021 X [Ulm]z Iu!/A A [u!/>Il X lagel lu!or suoljIpuoo Aiopunos julor 0 0 0 89[ LN L 0 0 0 Zt7Z 9N 9 0 0 0 OOZ 9N 9 0 0 0 S'££ M t 0 0 0 9'99£ EN £ 0 0 0 09 ZN Z 0 0 0 9,9E [N [ -de!(]woj3 4oelaa [3]dwal III]z III].l Illl X legal saanleaa wal pue saleu►pa5555u/or L9'[ M[ t'OL ['OZ leoldAi Z66V abuelj ep!m wea8 99XbZM SNV39 Ot Z VZ'[ 009 ['Ot L't[ leoldA_L Z66V abuelj apiM wea8 09MM SAV 19 9'[Z [ [bu!] r [tu!]zzl[tu!]AAI [Zug V ... u6!saa leualeW ls!l u6!sad adAi ade4S lapel Sias u0930S /WJS P01108 JOH E'[ 99 t'[ 9t 6t' 99' £' t9[[[ 0006Z 9t'a J 009V 9 E'[ 99 t'[ Zt 6t' 99' E' t9[[[ 0006Z Zt'JJ 009V t ['[ 99 ['[ 09 6t' 99' £' t9[[[ 0006Z Z66V E l'[ 99 ['[ 09 6t' 99' E' t9[[[ 0006Z 09'J J ZL9`d Z Z'[ 99 S'[ 9E 6t' 99' E' t9[[[ 0006Z 9£'aJ 9EV [ lb [!s>I]n3 /fib [!s>]Plaik ..33/>]Aj!su9Q..3W LUJ941 nN [!s>Il J [!s>Il 3 legal salt WOW Ie81S Pallobl 1014 aweN I@POW A8 Pa>I�4o aagwnN gor Wd Lt:9 �au6!saQ j MZ '96 Uer Auedwoo i_an 10 LPG 96ea N abed [p£a'J (II&D SNV38 b3JSNV Ji\SOPO ueubuegS\SOIVO\"'\"•\"'\"'\:C)l Z'O'L6 uolsaaA GC-VSI2l 9,l- 0009- A M O L 0t 0009- A ZW 6 0£ 0009- l` ZN 9 OZ 0009- A ZW L 0 4 0009- A ZW 9 Ob 0009- .l £W 9 0£ 0009- A £W b OZ 0009- l` £W £ 0 l 0009- l\ £N Z 0 0009- /l £W t [%,Wuoileool [I;tll'gl]apiy!uueW uoraajIc] is i ,a•,wa'u"J ONS Z 079 speo7;u►od aagwaW 9'9 6 OOtlZ- M £6 9,9 OObZ- bN Z 6 9'b l OObZ- 1. l W 9.6 OObZ- k l W 0 L 0t, OOlvZ- k ZW 6 0£ OObZ- k ZW 9 OZ OObZ- A ZW L 0 6 OOVZ- k ZW 9 O17 OObZ- k £W 9 0£ OOtiZ- A £N b OZ OOtlZ- k £W £ 06 OObZ- J. £W Z 0 OObZ- £W 1%'81uoileool [jb-ql'gl]apr,4lu6eW uogoanp lage-1 jagwaVI atf3O k 079 speo7)u/od aagwaMl VzL9 X VN £ 90ZZZ X LN Z zt6t- X M t [(3I.Z,s.gl 'Ib/Zvsa•gl) '(peJ'u!)'(Ib-gl'gl)lepn4!u6eW uol;oaaia IN Q'l lagel mod (3O80=f O21OH0/w3 O11NSI3S E 078 sluawa�eldsla pa�ao�u3 pue speo7 lulo� lwalel AAgl 0 6 9'1 Z SNd38 9'1.Z bN b leaam AAgl U Zb SINVD9 0t, £W £ lejaiel AAgl 0 6 Zb SVYV38 Ob ZW Z lelaiel AAgl 06 91Z SW`d38 91Z HN 6 "pund qo zz>{ AA>j ...baol-l-]}oq dwool'-]dol dwool [lj]zZgl [i}]AAgl [13]gj6ual adegS lag el saaJaweaed u ►saQ 100IS pallo2l ;OH auoN sax bW t, auoN llnelaa sa), Nldu9S £W £ auoN llnelaa saA ZW Z auoN llnelaa sad LW 6 ...pslaS ani;oeul ...isAleuy suoildo olle2j llaa leoisAgd AIuo o/1 [ullies;}p r [ulliesi}p I esealab p aseeie I lag el elep peouenpdaagwaW aaq w N OIN qor �8 pa�l�4o jagwn qot^ ' Ad L17:9 rau6lsoQ vs MZ '% Uef Auedwoo 11 abed IP£J'3 (II&D SNd39 iJ3HSNb?!1\sOleO ueubu9gS\sOl`dO\"'\"'\"'\"'\:Dl Z'O'L1 uolsaan GC-VSlb 9L "1 9L' 11"'9 13 l a>sps 1 1 O A sa.l (e) (e) b 1-91 091 91 L'- 13 b� IO.SPs 1 1O A saA V l L'- 13 bl'IO.SPS 1 la A saA (q) (q) Z 1-91 091 £1 L, 13 bl lO.sps l la A saA (e) (q) Z1-91 091 Z1 11 '0 Ot101 01WSSS— 01 6 9L S 9L is 9L S11 9L' 11 l lO A saA (q) 11-91 091 8 1 N IS 1 1S 1 la A saA (q) 04-% 091 L 1 S11 l 11 l la A saA 6-910el 9 6 1O A saA 8-91091 9 l 1S A '1d34 OV01 MONS b £ Od01 ulA"9 .> Z 1 ed...S..ed...S..ed...S..ed...g..ed...g..ed...g..ed...g..ed 019 ed 019 ...ed 019 bS...Od anloS uoildiaosa7 suo►jeuggwo0 peo7 £ 13 30i 10J ObOHO/W 3 OIWS0S £ b £1 1S MONS Z la Ob'30 1 -}anS eaay..als17 lulod lu'Or aJ Z JJ X' J0 X lJ069je0 uol;dljosa7 DIS sase0 peo7 olsea lulad 01 E180 ON bsd]apn31u6eA uognquls17 uolloej17 O ;ulor 0 julor 9 3ulor d lulof speo7 eaad aagwen 0 0 oo 1- oo 1- A bW b 0 0 001- ool- A lw £ 0 0 091- 091- A £w z 0 0 091- 091- A ZW 1 .uo4eool Pu3 01WOM PelS bsd'd'lygllapn;lu6eW Pu3 bsd'd'll/gl]aPn4lu6eW lJelS uoiloaai7 lagel aagweN WONS :Z 079) speo7 pejnq!.gsgp aagwepV 0 0 8b- 8b- A bw b 0 0 8b- 8b- A [W £ 0 0 ZL- ZL- A £W z 0 0 ZL- ZL- A ZW 1 .uo4eool Pu3..olleool;JelS Usd'd'll/gl]apnl!u6eW Pu3 bsd'd'ib/gl]apn4lu6eW pelg uolloajl7 lapel jagwaW Ob'3(7 : 6 079) speo7 pejnq► sq 1(7 aagwaW 9,9 0009- A bW £1 9'9 0009- A bW z l 911 0009- A LW 11 [%'8luolleool [3}{ll'gl]9Pn4lu6e" uolloaala logel jagwaW panuiJu00 ONS Z 079) speo7}uiod aagweMi auaeN lapoW :49 �40 �aquanN go( Ad Wd Lti:9 aau61sa7 MZ '9l uef Auedwo0 I Qb 10"7 a6ea ZL abed [P£a•d a12:19 SNV38 2133SNV2Ji\soleo ueu6uagS\solVo\"'\--'\"'\ "\ Dl Z"O'LL uolsi9A a£-VSIN 9 0 9 0 9 0 9 0 6l 19Z'MZL ZL t,'66LL- u1w OZ 0 OZ 0 OZ 0 OZ 0 L £t l'£099 OZ V 66LL Xew ZN £ 9 0 9 0 9 0 9 0 6L 9Zt'Z£LZ 9 0 uiw Z OZ 0 OZ 0 OZ 0 OZ 0 L 5o£,tistzL OZ 0 Xew LN L 01 [j3-ql]ZW Ol [j3{II1 AN 01 [3j{II1 XW 0l [ql]Z 01 [qd A Ol [qd X lu!or suo►pead julor adoianu,3 saA saA saA saA s9A saA saA (0) £-96 081 LZ saA saA saA saA seA saA sa k (q) Z-9L 081 9Z saA saA saA saA saA saA saA (e) Z-9L 381 9Z SO), saA saA saA saA saA saA L-9l 081 tZ saA saA saA saA seA 98A 99A 99A GOA 9"L £Z saA saA saA saA saA saA saA saA ss k 9'L ...00 Allnda9 HiDN38ls.. ZZ saA saA saA saA saA saA saA saA saA 9'L LZ saA saA saA saA saA saA saA saA saA 9'L (q) 9L-9L 081 OZ saA s9A saA saA s9A saA saA saA saA 9'L (e) 9 L-96 091 6 L saA saA saA saA saA s9A saA s9A saA 9'L (q) (q) t1-96 081 8L saA se k saA saA saA saA saA saA saA 9*L (e) (q) tq-96 a 81 L L saA saA saA saA saA saA saA saA saA g*l (q) (e) tl-gl a81 96 saA saA saA saA saA saA saA saA ssk g'l (e) (e) tl-9L 081 96 s9A saA s9A saA s9A saA saA saA saA 9' tL s9A saA saA saA saA saA saA saA saA 9'L (q) (q) Z L-9L 081 £L saA saA saA saA saA saA saA saA saA g'L (e) (q) Z L-9L 081 Z L s9A saA saA s9A saA saA saA saA saA 9V LL saA saA sGA saA s9A saA saA s9A saA 9 V l iVMSWOO OVOl OIWSI3S .. 0 L saA saA saA saA saA saA saA saA saA 9V 6 saA saA saA saA saA saA saA s9A saA 9 L'L (q) L L-9L 081 8 saA saA saA se k saA saA saA saA saA 9 L'L (q) 0 L-96 081 L saA saA saA saA saA saA s9A saA saA 6-9L 081 9 saA saA saA saA saA saA saA s9A saA 6 8-96 081 9 saA saA saA s9A seA SaA saA 99A ) N0I1031J30 aHOI MONS b saA s9A saA s9A saA saA s9A saA £ saA saA saA saA saA saA saA saA 'VNIM00 adO1 AilAV E) .. Z saA saA saA seA se), saA saA saA L oauuoOssaluiels uiwnIVAjuoseWa1aaouo0 pooAA •od plo0 ... aoH aovuas a0 dlSV uoi;duosaa up►saa u01jeuigwol peon L 9. 11 9, NIS 9,b �S n Ia A (D) £-96 081 LZ 9' -'s 9' 1s 9•L S11 9,6 �1 n �a A (q) Z-96 081 9Z 9,6 Sly 9,l T1 n �a A (e) Z-96 081 9Z t Ia A L-96 091 t1Z £Z -Vb JD HiDN32US .. ZZ LZ L'- 13 t�,-1a.sps 9' Ia A saA (q) 91-96 081 OZ L' 13 t6*-1a.SPS 9' 10 A saA (e) 96-96 081 6L 9L '•'S9L 1S 9L. ..I 9L' TI - - 13 -via.sps L Ia A saA (q) (q) t1-96 081 8L 9L....S 9L'IS 9L "'1 9L' -n...9' 13 ...L'�a.sps L �a A saA (e) (q) tq-96 a8l LL 9L "'1 9L' 11 . �3 - 6 la.sps L Ta A saA (q) (e) tq-% a81 9l ed...9..ed...9..ed...g..ed...g..ed. g..ed...9..ed...g..e� Ole -8-d Ole ...ed 019 bS -ad aAIOS uoilduosaa (pan utjuo:) suoijeu!quioo peo,7 aweN IapOW Ae pail qo jagwnN qor Wd Lt:9 Ja UBI saa ' MZ `9L Uer Auedwo0 £L abed [p£a'3 (II&D SNV39 2133SWtJi\S0leO ueubu9gS\SDIVO\"'1"'\"'\'-'\:Dl Z'O'LL uolsJan OE-VS121 OZ ON OZ £'69EZ OZ 0 OZ 0 OZ KZ'- OZ 6ZO' xew V L L 9 ON L 60L'LOE 9 0 9 0 L L9'L- Z L 9ZO'- u!w 9 L OZ ON OZ LL'E896 OZ 0 OZ 0 OZ 66Z'- OZ 9ZO' xew £ 96 9 ON L 6MSZt 9 0 9 0 L 99VL- ZL LZO'- UP tL OZ ON OZ ZS8'OLEZ OZ 0 OZ 0 OZ £LZ'- OZ LZO' xew Z EL 9 ON 9 ON 9 0 9 0 9 0 ZL LLO` u!w ZL OZ ON OZ ON OZ 0 OZ 0 OZ 0 OZ L LO' xew L M L L 9 ON 9 ON S 0 9 0 9 0 9 0 ulw 06 OZ ON OZ ON OZ 0 OZ 0 OZ 0 OZ 0 xew 9 6 9 ON L LEL'699L 9 0 9 0 L 99L - EL L00'- u1w 8 OZ ON OZ Z9979t6 OZ 0 OZ 0 OZ LZO'- 6L L00' Xew t L 9 ON L L80'69LL 9 0 9 0 L EZZ'- EL £00'- U1W 9 OZ ON OZ 8Et'0899 OZ 0 OZ 0 OZ 6E0'- 6L £00' xew E 9 9 ON L L'Z£9 L 9 0 9 0 L M' £L t00'- uiw b OZ ON OZ E9'Z9Z6 OZ 0 OZ 0 OZ 8Z0'- 6 L V00' Xew Z E 9 ON 9 ON 9 0 9 0 9 0 £L 900'- ulw Z OZ ON OZ ON OZ 0 OZ 0 OZ 0 6 L 900' Xew L M L 0l 011e21 .zn(u) m o!le2I ,An(u) 01 ...al ejeloy x 01 [u!]z M [u!]A M [u]x oeg jegwan 531AMS suoa;aaIjaQ uopoeS aagwan a oleAu3 L ''eg9o'L- 9 0 9 0 9 0 9 0 E L t£0'- ww t 6 OZ-9206'L-OZ 0 OZ 0 OZ 0 OZ 0 6 L VEO' xew LN £L 66­'-9L661 9 0 9 0 9 0 9 0 9 0 ww ZL L ZO-a601 OZ 0 OZ 0 OZ 0 OZ 0 OZ 0 xew 9N L L 6 L...-aZSS'6 9 0 9 0 9 0 9 0 £L LW` ww O L L "'-96tO'6 OZ 0 OZ 0 OZ 0 OZ 0 6 6 LW' xew 9N 6 L --ogtZ'£- 9 0 9 0 9 0 9 0 £l 900'- ww 8 OZ'"a8Z9 S-OZ 0 OZ 0 OZ 0 OZ 0 66 900' xew tN L 6 6 to-ats'S 9 0 9 0 9 0 9 0 9 0 uiw 9 L -eM 6 C OZ 0 OZ 0 OZ 0 OZ 0 OZ 0 xew £N 9 6["-at,99b 9 0 9 0 9 0 9 0 9 0 u1w t, L a8Z9 Z OZ 0 OZ 0 OZ 0 OZ 0 OZ 0 xew ZN E L "'eLM'Z- 9 0 9 0 9 0 9 0 £L 900'- ww Z OZ-99C6-t-OZ 0 OZ 0 OZ 0 OZ 0 66 900' xew L N L 07.11e40b Z 01-181021 A 01 .lelob X m full Z 3l full 1. 31 full X lwof s;uawaoeids.p 1W01-0d0j9Au3 9 0 6L 86L'999ZZ ZL 8'69V6Z- uiw 96 OZ 0 L 9t6'9066zL OZ 919b6Z xew :slejol 96 9 0 9 0 9 0 9 0 66 9L8'96Lt 9 0 uiw t6 OZ 0 OZ 0 OZ 0 OZ 0 L 9E'L LL£Z OZ 0 xew LN £L 9 0 9 0 9 0 9 0 66 M'Mt, ZL 9'9t996- uiw ZL OZ 0 OZ 0 OZ 0 OZ 0 L 9£'L LL£Z OZ 9'9t99 L xew 9N L L 9 0 9 0 9 0 9 0 66 ZZL'Z8LL 9 0 uiw OL OZ 0 OZ 0 OZ 0 OZ 0 L E9'899£t, OZ 0 xew 9N 6 9 0 9 0 9 0 9 0 66 8b6'£9L6 9 0 ulw 8 OZ 0 OZ 0 OZ 0 OZ 0 L Coo'9to0 OZ 0 xew M L 9 0 9 0 9 0 9 0 66 t f L696 ZL 8'9M- uiw 9 OZ 0 OZ 0 OZ 0 OZ 0 L 9tt'Z606 OZ 8'9M xew £N 9 01 [1}-ql]ZW 01 [1}-ll] .lW 0-1 [13{Il]XW 0-1 [ql]Z 0l [q] A M [q]X lulor (penupuoo) suoi oeaa;u►or adolanu3 aweN 19POIN :A8 pq� qo aagwnN qof fSIM111 Wd Lt:9 aaubsaa 60Z '% Uef— Auedwoo i.ati 10 cc7 a6ea VL abed [PEJ'd (MIE) SAV39 b3JSNV/Ji\SOPO ueu6uaUS\S��`d�\' \ \ \ \ �l Z'O'LL uolsaan QE-VS[2i }ulad 01 a}ea ON ebesseN Ho-7 auruieM ql-M L—q9 z...4Lb...ott "t,6ZLA"'Z 6LO' L £90'8 £9Z, -9LM bW 17 gL-LH L**TK' 6L9...W9"'8LbLAZ17 LZL' L szl oz Z89' 'vZM EW £ qL-M L '£6£" 9...L09"9LbLAZb LZL' L 9ZL,oZ Z89' 17ZM ZW Z ql-M 6 *W...tilb"'obb-''16ZLA, 0 L60' L ZZt'LL 69Z' "8LAA LW L ub3 ......uW...uw../;ud...oud.........l...gO ae94S of [3}lool �oago epoo adegS . weVI siloago opoo leelS GSV ob-o91r Lpp k 3SIV a olanu3 9 ON 9 ON 9 0 9 0 9 0 ZL 900"- uiw 0t, OZ ON OZ ON OZ 0 OZ 0 OZ 0 OZ 900' xew 9 6E 9 ON L Z9Z'88EL 9 0 9 0 L 98L'- ZL £00'- uiw 8£ OZ ON OZ E99'8008 OZ 0 OZ 0 OZ Z£O'- OZ E00' xew b LE 9 ON L L06'ZOOL 9 0 9 0 L L9Z'- ZL ZOO'- ulw 9£ OZ ON OZ t,96'LLL9 OZ 0 OZ 0 OZ 9tl0'- OZ ZOO' xew E 9E 9 ON L L617*96£L 9 0 9 0 L 98L' ZL L00` u[w b£ OZ ON OZ 6EE'9t,08 OZ 0 OZ 0 OZ Z£O'- OZ LOO' xew Z £E 9 ON 9 ON 9 0 9 0 9 0 9 0 uiw ZE OZ ON OZ ON OZ 0 OZ 0 OZ 0 OZ 0 xew L LE 9 ON 9 ON 9 0 9 0 9 0 9 0 u!w 0£ OZ ON OZ ON OZ 0 OZ 0 OZ 0 OZ 0 xew 9 6Z 9 ON L 899 ZZb 9 0 9 0 L Z6 L L- E L b00'- uiw 8Z OZ ON OZ £'69EZ OZ 0 oZ 0 OZ t,LZ'- 6L t,00' xew ti LZ 9 ON L 60L'LOE 9 0 9 0 L L9'L- E L 800'- ulw 9Z OZ ON OZ LL'E89 L OZ 0 OZ 0 OZ 66Z'- 6 L 900' xew E 9Z 9 ON L 6 LO'9Zt, 9 0 9 0 L 98 L'L- £L £LO'- u[w tlZ OZ ON OZ Z98'OL£Z OZ 0 OZ 0 OZ £LZ'- 6 L E LO' xew Z £Z 9 ON 9 ON 9 0 9 0 9 0 E L L LO' ulw ZZ OZ ON OZ ON OZ 0 OZ 0 OZ 0 6L LLO' xew L EW LZ 9 ON 9 ON 9 0 9 0 9 0 ZL VEO'- ulw OZ OZ ON OZ ON OZ 0 OZ 0 OZ 0 OZ VC0' xew g 6L 9 ON L 999'ZZt, 9 0 9 0 L Z6 L'L- ZL 6Z0'- uiw S L 0l o!le2j,z/l(u) 0l oi}e j Al-i(u) 0l ..it alelo2j x M [u!]z 01 [u!]A 01 [u]x oes jegwen penu►quoo aolnaaS suolloalje(7 uo/loaS aaquwajq adolanu3 auaeN 18poW :fig PaN0943 jegwnN qor Wd L17:9 Joubisaa ' MZ '9L Uef Auedwoo � a6ed p£a'9'£pljJ aagwaW aopolloo Ad WO le 6WZ `94 uer 6 -NS 1 I J J J xZ � - J 1 o+,in i07 AAP.J Z o6ed p£a,g£puE)aagwalN jo;oolloo Ad 5V:£ Ie 6WZ '94 Uef 0 6 - CIS x z Al £ abed p£a,g"£puE)jagwaW ao;oalloo Wd Sti:E 18 6WZ `94 ue 6 6 - NS 1 I 1 � 1 _ l J �1 I Qb 10 a07 96ea v abed p£a'g£puC)aagwaW ao;oalloo Wd AT le 6 WZ `91 Uef A -�S x T -z 9 a6ed I p£a,g,£ppE)jagwan ao;oolloo Wd WC 18 640Z `94 uer 1 £4 -NS P.A.1ds10(4)glBual jagwavq �l 1 j _1 J r..l _.1 X z �1 J i a+,in 1+>>a6ea 9 abed p£a'9'£puE)jagwaW ao;oalloo Ad 9b:E 1e 6WZ 196 Uel' ob90'l 0l9:speol I .I �1111�1 1 x�z Y L a6ed PFJ'9'£PPO aagwaW Jo;oepoo Wd 9t,:E W 6WZ `94 ue MONS'Z OlB:speol 1l l 1 � l i 1 1 1 w4logZ_ _J i.an 10 sbz e6ea g a6ed pfia S£plat jagwaw ao;oolloo Ad 9V:£ W 6WZ '94 uef w3 O,vgsoS'E Ole speol �6Z! MOM X T` Z 6 abed [p£a,g,£ ppq aagwaW aoloalloO\soleO ueu6u9gS\sO1`dO\...\...\...\...\=Ol Z"O'L 4 uolsaa/\ CC-dSlb auoN saA NlduaB £W £ auoN sa,k NlduaB NlduaB ZW Z auoN llnejaa sa), NlduaB N1du99 6W I !ws!aS angoeul ...isAjeuy suo!}d0 o!je�j 1}aa leo!sAqd AIuO O/1 [u!]IasJJO P [u!]lasjjo l asealaa r aseala2j I lagej ejeQ paauenpdaagw5X leoidAi Z66V 86ueH aplM wea8 6 W811OO VN £N £W £ leoidAi Z66V abueli ap!m wea9 6 W9 1100 £N ZN ZN Z leo!dAl Z66V abuelj ap!M wea8 6 W9 1100 ZN M M 6 salny u6!saa leualeW }s!l u61saa adAi adegS/uo!josS gepoj ju!or>1 ju!op p ju!or I lager ejeQ iGewiad aagwaW uo]joea�] uogoeay uoljoead uoljoead tN b uogoea�j uol}oea�j £N £ uoljoeaa uopeay ZN Z uopea�j uogoead 6N 6 [PeaAJA'1021 Z [pea/I3A,101 11. [PeJ/IJA'}0�1 X [Ulm]Z [u!/A k [u!/A X lapel 3u!or suolllpuoD Aaepunoa lu/or 0 0 0 0£6 M b 0 0 0 08 £N £ 0 0 0 0v ZN Z 0 0 0 0 4N 6 de!Q wojd goelaa [d]ducal [31]Z IIA X lagel saan;eaa wal pue sajeu►pa000 Wior L'£ OL£Z V1,6 L,tZ leoidAl Z66V ebuelj ap!m wea8 tl8XbZM 6 W8 1100 6 [17U!lf Itu!]ZZI[bu!]AAl [ZU11V u61saa leuaJelnl ;s!� u51sac] adAi adeyS lapel slaS uoPoaS IaalS P81108 JoH £ 99 t"t 9t 6V 99' £' bg� 0006Z 9t7'a 0 009V 9 £ l 89 V*L Zb 6t,* 99' £, b9 6 61 0006Z Zt"J O 009V t, t l 99 V b 09 6V 99' £, 179 66 4 0006Z Z66V £ 6 l 99 6'L 09 6V 99' £' V9 0006Z 09'J0 ZL9V Z Z'L 89 9'6 9£ 6V 99' £, V9 6 L 6 0006Z 9£,aO 9£b' 6 Pb [!sAnd Ali [!s*lal.l ..;3m1AI!sugG-E \)uua41 nN I!s11 O DSA 3 lager sa►.laadoad IONS P81108 IoH aweN lapow :A9 Pa�os4o jagwnN qof dS121 1 Ad tb0:b Jau6!sap 6WZ '96 JIRP Auedwo0 W,In C+.7 ARP-1 0L 86ed [p£a,g,£ plat aagwalN ao;oalloo\soled ueu6uags\solvo\...\...\...\...\:tol Z'O'LL uolsaan a£-VSI�l £ l3 W3 OIWSGS £ £ lS MONS Z £ L- la UV34 L ;ins...eaiy..j;sia pod ;ulor- -js Z"aJ K- jJ X /lao6aleo uoi;duosea Ola saseO peo7 olse8 ;uud 01 e1e0 ON Dsd]eprglubelN uoi;nglj;slo uoi;oaala a iuior o;ulor a;ulor y;ulor speo7 eaar]yaagwaW 0 0 96Z L 96Z L X £W £ 0 0 96Z L 96Z L X ZW z 0 0 96Z L 96Z L X Lim L .uogeool pu3 -ol;eool PeIS bsd'd'3!/gll9pn;lubeW Pu3 bsd'd'4/gl]apr>;lu6elN pelS uoRoajla lagel aagwaW (w3 OIWSI3S : £ 37S) speo7 paingpslQ aagwan 0 0 ogz- ogz- A £W £ 0 0 ogz- ogz- A ZW z 0 0 ogz- ogz- A L W L ...uogeool pu3...oileool IRIS bsd'3';ygl]epn;luBeW pu3 [sd'3'4/gl]9pr4lu6e"limn uol;oamCl legel jegweVq WONS :Z 378) speo7 paingl.jsg7 aagwe#V 0 0 09 L- 09L- A £W £ 0 0 09L- 09L- A ZW z 0 0 09L- ogL- A LW L ...uogeool pu3. .ol;eool Pe3S Lsd'd'jygll9pn31u6eW Pu3 (sd'd'4/gll9Pn4lu6eW pejS uol;oaala lagel aagwaW (Ob'3(7 : 4 3719) speO7 Paingl.gslp aagwaW ;ulad o; a;ea ON [%'*OIWool [l}-ql'gl]aPn4!u6eA uolloaild lage I jagwaW spe07)ulod aagwaW ;uud o;a;ea ON [(31.Zvs.gl '1;/Zvs.gl) '(pea'ul)'(3b-gl'gl)l9pr4lu6elN uol;oaiia W'4'l lagel 3ulof sluewaoelds►Q paaaoju3 pue speo7 Rior leaa;el ��ql 9 09 L W9llOO £W £ le a;e l AAgl 9 Oti L WB IIOO ZW z le a;el AAgl 9 0t, L Ne IIOO LIN L ;oun3 q3 ZZN AA>l ...bao;--T"];oq dwoo-T--]do;dwool [4]ngl [ll]AAcri [;;]4;6u91 ade4S legel saalaweaed udlsaa IaaIS P81108 IoH aweN I9POIN :413 PBNOa40 jagwnN qor vs1zlill Wd b0:b ieublsad 660Z '96 Uer Auedwoo 6 6 abed Ip£a'5,£ p!aJ aagwaW ao}oalloo\soleo ueu6u9yS\solb'3\..y \Dl Z'O'L 6 uolsaan GC-VSI?J SOA saA saA saA saA saA saA saA saA 9'1, 6Z saA saA saA saA saA saA saA saA saA 91 (q) 96-96 091 OZ saA saA SOA saA saA saA saA saA saA 9'6 (e) 9l,-9l. 091 66 SBA sa,l saA saA saA saA saA saA saA 9*1, (q) (q) v6-9L 08l 8l saA saA saA saA saA saA saA saA sa,l 9'1, (e) (q) v6-91. 091 L6 saA saA saA saA saA sa,l saA saA saA 9'1, (q) (e) v6-% 091 91 saA SOA saA sa,l saA saA saA saA SeA 9'1, (e) (e) v4-96 391 94 saA sa,l saA saA sal sa,l saA saA saA 9'l v 6 saA saA SBA saA saA saA saA saA saA 9'6 (q) (q) Z 6-96 091 £6 saA saA sa,l saA sa,l saA saA saA saA 9'l (e) (q) Z 1-96 O91 Z 6 sa,l SOA saA saA saA saA saA saA saA 9V6 66 sa,l saA saA SBA saA saA saA sa,l saA 9 V L iVNISNOO GVO1 OIWSI3S .. 0 6 sa,l sa,l saA saA saA saA saA saA saA 9 V 1 6 saA saA sal saA saA saA saA sa,l saA 9 V L (q) 61-96 091 8 saA saA saA saA saA saA saA saA saA 9 V 1, (q) 06-96 o9I L saA saA saA sa,l sa,l ss k saA s9A sa,l 6-% 391 9 saA sa,l saA saA saA saA saA saA saA 6 8-96 091 S saA sa,l SaA saA saA SOA sa,l saA )NOU031330(1VO1 MONS v sa,l SBA saA saA saA saA saA saA E Sa), saA saA SaA saA saA SaA SeA VmeWOo avol.11 vHo .. Z saA saA saA saA saA saA saA saA 6 ••oauuoo ssaluie;S -uwwniy AjuoseW a;amoO pooh .03 P100 }oH sowaS GO dIS`d uol;duosaa u isaQ uogeugqwo3 peo,7 t,z L'- 13 vv--ia.sPs 9* 14 A SaA (q) 96-96 :D91 OZ L* 13 tv-la.sPs 9' 1a A saA (e) 9i,-96 091 66 9L""S 9L'IS 9L"'1 9L TI * 13 ...l'la.spS 6 1a A S9A (q) (q) v6-96 0131 86 9L'' S 9L—IS 9L""l 9L 11-9" 13 ...v-1G.sPS 6 10 A sail (e) (q) v6-96 001 L6 9L ...l 9L -n " 13 ' via.SPs 1 10 A saA (q) (e) vl-9l 081 9L 9L.'..l 9L 11. .9. 13 ..'l'la.sPS 6 10 A sa,l (e) (e) v6-91- 091 56 L'- 13 vvla.sps 6 1a A saA b6 L'- 13 vvla.sPS 6 14 A saA (q) (q) Z6-96 091 Cl, L' 13 i7v la.sps L 14 A saA (e) (q) Z 6-91, o9l Z 6 61 'O GVO1 OIWSI3S.. O L 6 9L""S 9L'IS 9L S11 9L" 11 l 1a A S2A (q) L L-9l O91 8 6 NIS 4 1S 6 1a A saA (q) 06-96 091 L 6 S11 l 11 6 la A SaA 6-96 O91 9 10 A saA 8-91, 091 9 6 1S A saA '133a OVOl MONS E adol ulndao.. Z 6 .e=j-9 L1=j-S.ed..g..ed...g..ed...g..e=j_.g .e3 Ole .e=1 Ole ...e3 018 ...aS.. ad anJoS uollduosaa su0';eu'gw03 peo-7 aweN 19POW A8 O jaua q Gof Ad tOv Ad b0� aaubu6isaa %0Z `9l Uef Auedwoo LQh 10 /177 96ea ZL 86ed [perq,e plat jagwaW aotoalloo\soled ueubua4S\so-Vo\"'\"'\".\"1:D1 Z'O'L4 uoisJan GC-VSI2J S ON L L L0919t, 9 0 9 0 L L MI.-L- OZ L£L'- U1W VZ OZ ON 91 ON OZ 0 OZ 0 OZ L9t' Z[ 66 L' xew Z EZ 9 ON S ON 9 0 9 0 L 0 OZ Z9L'- Uiw ZZ OZ ON OZ ON OZ 0 OZ 0 OZ 0 ZL VZZ' xew L £W LZ 9 ON 9 ON S 0 9 0 L 0 OZ ZtZ'- Ulw OZ OZ ON OZ ON OZ 0 OZ 0 6 L 0 L L 66E' xew 9 6 L 9 ON L L 8E9'006 9 0 9 0 L L £E9'- OZ E9Z'- U1W 8 L OZ ON 9 L ON OZ 0 OZ 0 OZ 98 L' Z L 80-' Xew t, L L 9 ON L L EbZ199 9 0 9 0 L L 6 LL'- OZ ]79Z'- UP 9 L OZ aN 9 L ON OZ 0 OZ 0 OZ EZZ' Z L 6 Lb' xew E 9 L 9 ON LL Lbt,'8E6 9 0 9 0 LL LLS-- OZ 9LZ-- UIw yL OZ ON 9 L ON OZ 0 OZ 0 OZ 89 L' Z L E17- xew Z E L 9 ON 9 ON 9 0 9 0 L 0 OZ L8Z'- U1W Z L n - n n7 n 71 74.4.' Xe II 1 71AI I I OZ ON OZ ON OZ U UC. U U(, v c•1. (.vv v tIvv vv S ON 9 ON 9 0 9 0 L 0 OZ VLE"- UIL.0 OL 06 UN OZ ON OZ 0 OZ 0 6L 0 LL Z�9' xew 9 6 9 ON L L 9L'L8L L 9 0 9 0 L L bOt7'- OZ 8 LE'- uiw g OZ ON OZ ON OZ 0 OZ 0 OZ VL0' LL StS' xew t' L 9 ON L L ZS9'9L8 9 0 9 0 L L 8b9' OZ ZZE'- uiw 9 OZ ON OZ ON OZ 0 OZ 0 OZ 900'- LL Ltg' xew E S 9 ON LL LL7'VSZL 9 0 9 0 LL £8E'- OZ 9ZE'- uiw 17 OZ ON OZ ON OZ 0 OZ 0 OZ V LO'- L L 99' xew Z E 9 ON 9 ON 9 0 9 0 L 0 OZ 6ZE'- U1W Z OZ ON OZ ON OZ 0 OZ 0 OZ 0 LL Egg' XL3w L LW L 01 011e2j xn(u) m olle�l All(u) 01 IJ alelo2]x m [ul]z 01 [ul]A 01 [u]x oes jagweN aDjAieS suoijoaljao DoiW eS aagwaw a oloAU OZ-8 oz 9- t, 0 0 t 0 0 t 0 ww 8 L L "-960 L'L OZ 0 OZ 0 OZ 0 OZ 0 OZ 0 xew VN L v 0 v 0 b 0 v 0 b 0 OZ E LZ'- uiw 9 OZ 0 OZ 0 OZ 0 OZ 0 OZ 0 Z L 9EE' xew EN 9 b 0 b 0 v 0 b 0 v 0 OZ 80£'- uww t, OZ 0 OZ 0 OZ 0 OZ 0 OZ 0 ZL V6V xew ZN E v 0 b 0 v 0 b 0 V 0 OZ LZE'- uiw Z OZ 0 OZ 0 OZ 0 OZ 0 OZ 0 LL 969' Xew LN L 01...!lelo2j Z 01' lelo2j A M...lelo�J x m full Z m lull & m full x lulor sivawooel siQ;uior a oleAu3 V 0 6 L 8L6,mv6 6 L 866 9£6LL L- UP 0 L OZ 0 L 6LE"9MZ9 t'L 666 9£6LLL xew :slelol 6 b 0 V 0 t, 0 V 0 6 L LL6'696 L 6 L 866'9£6LL L- UP 8 OZ 0 OZ 0 OZ 0 OZ 0 L 9LZIUZL tL 666'9£6LLL Xew bN L V 0 b 0 t, 0 b 0 OZ EZL'LM b 0 Uiw 9 OZ 0 OZ 0 OZ 0 OZ 0 L 99L z9LLZ OZ 0 xew EN 9 b 0 b 0 V 0 b 0 OZ ZES'665V V 0 Ulw V OZ 0 OZ 0 OZ 0 OZ 0 L tt6'L9M OZ 0 xew ZN E V 0 IF 0 b 0 b 0 OZ 98L'98E L V 0 UP Z OZ 0 OZ 0 OZ 0 OZ 0 L ZL6'0896 OZ 0 xew LN L 01 [lb-q!]Zw 01 [lf-q!] J.W 01 [lj-ll1 xN 31 [q!]Z 0l [qo k 01 [gll x lulor suoipeey jWor edoleAu3 aweN lapOA :49 PaN094O jagwnN qor Ad b0:b aauBlsap 6WZ '9L Uer Auedwoo �1 U abed [p£a'9'£ plat aagwaW aojoalloO\soled Z'O'L 6 uoisJan GC-VMJ ;uud 04 eled ON a5ESSOW bo-7 buluaeM g 6-[H £9L 6 W...6EL Zb9 L A 0 £90- OZ 09 £98, vzM £W £ q 6-LH 'OZZ' 'CM-6£L...989 LA 0t' £V0' OZ Ob 08£' "'bZM ZW Z q 6-4 H "L9l "£69"'6£L"999 L A 0-V £tb0* t 6 Ol7 ZtZ' .bZM 6A 6 ub3 uW...UVI"/Iud'Oud...... ....1 ..q�aea4S M 1111001 Noego apoo adeys ...waW syoogo epoo/aa.IS OSV opo9£)4pt 3SIV a olanu3 9 ON 9 ON 9 0 9 0 L 0 OZ £90*- ulw 0£ OZ ON OZ ON OZ 0 OZ 0 66 0 L 4 VC V xew 9 6Z 9 ON L 6 6 69'£Vti 9 0 9 0 L 6 £9£'l- OZ 880' ulw 8Z OZ ON 91 948'tIZ89 OZ 0 OZ 0 OZ £Z9' L 4 Z9 V xew V LZ 9 ON LL 99'LZ£ 9 0 9 0 Ll Z£S'l- OZ £66'- uiw 9Z OZ ON 9 6 ON OZ 0 OZ 0 OZ 9t,9' Z 4 VL V xew £ 9Z of o!le2j,z/l(u) of oije2I .A/l(u) 0l ...il ejeao�j x of [u!]z 01 [u!]A 01 [u]x oas jegwen (panuouoo)awAieS suo►;oaljaQ uolloeS iegwajq a olanu3 aweN upon :48 V0� �aq Ja 6 qof Nd VISI a I' Wd bO�b : �au6isea 66OZ `9l uer Aued=o i 1 01,10 ai,7 ABRA a I abed PUL puE)aagwen ao;oolloo Ad 69:£ 18 6LOZ `% uer 1 LI 1 x,, ra J Ai i_an io no7 96ea Z abed PUL puJ aagwaW ao;oapoo Wd 69:E W 6WZ `94 Uef Z - �lS I x a . Al .. C abed pej*Z ppE)j9qLu9jN joloalloo Ad 69:S le 6 OZ '9 6 uer c NS I-Qi,10 7C7 abe.4 b abed p£a•L puE)aagwaW jo}oolloo Wd 69:C le 6WZ 94 uef t, -NS x a A � a6ed pCi'L ppC)aagwaW ao;oolloo Wd 69:E W MZ `94 ue 9 -JIS P.A.1dsip(4)glB..l jagway4 \ I I-d \ L 00 Y s X Z r� ).a+.10 1707 a6ea 9 9bed P£a•L puE)jagwayu ao;oalloo Ad 69:£ 3e 660Z '96 uef 9 - NS GV30•4 019:speol 1 1 JL �•, l �I 1 4 t 1 v Uf91091- I •� II .l .glogll X�= A L a6ed p£TL p1aJ aagwaw joloolloo Wd 0041 W 6WZ '96 uer ` L -Ns J MONS'Z 019:spe01 all I � l -I I . l r`(� 1 _1 x = � i 0+,in 007 nFiv-j 8 96ed [P£a'L p!aJ aaquaa[N aoloallo0\so!e0 ueu6ua4S\s0Td0\"'\ "\"'\"'\ Ol Z'O'L 4 uolsJan GC-VSN auoN saA N1du89 £W £ auoN A- sa,k N IduaB N IduaB ZW Z auoN A- sa), NlduaB NldU98 LW 6 !ws!as an!loeUI !sAleuy suogd0 o!leb I;aa Iea!sA4d A1u0 0/1 [u!llas;;0 r [u!lles;;0 I aseala�{ r a Seale d I Iagel elea paauenpd aagwaW leo!dAi Z66V a6uelJ ap!N\ wea8 � W81100 M £N £W £ leo! Aj Z66V 96uelJ ap!/N wea9 6 W9 1100 £N ZN ZW Z leo!dAi Z66V 96uelJ ap!/A weae 6 W8 1100 ZN M 4W l solnu u6lsari Ieualevq lsil Olsen edA_L adeyS/uo!;oeS wioy;ulor N lu!or r Iwo I lagei WO Alewlad aagwaW uogoee�j uopea�l uoijoea�l uogoea�l VN V uo!;oea�l uogoea�j £N £ uopea�l uogoeay ZN Z UOIIOE9 j uogoeaH 6N l [PeaR}A.nj z [PeJ/llA'lo�l J. IP81/41-�1mi X Poll Z [u!/A J. [w/A X lapel lu!or suoll►puoo Aiepunog lu/or 0 0 0 0£6 bN b 0 0 0 08 £N £ 0 0 0 Ot, ZN Z 0 0 0 0 6N 6 de!Q wwd 4oe19d [A dwei [l;]z Il;l WI X lege'l sainleaa wel pue saleww000 lu/or L'£ OL£Z t,'t,6 L'17Z leoldA1. Z66V 96ue1=1 ap!AA wea9 t,9xvzm 6 W81100 � [mall r [qu!]zzl(t u!l AEI [Zul y u6!san Ieualel,N lsn ufiiaac I adA I ade4S lsgEl slaS uOPOOS IBIS P8110213oH £'6 89 V 6 9-V 6V' 99' £' b9 6 6 6 0006Z 9VJ J 009V 9 £'6 89 V l Zb 6V 99' £' V9 6 6 6 0006Z Zti'J J 009`d b 6'6 99 V 6 09 6t' 99' £' b9 6�6 0006Z Z66V £ l'6 99 V 6 09 6V' 99' £' b9 6 l L 0006Z 09'a J ZL9b Z Z'l 89 9'l 9£ 6V' 99' £' t9 6 6 6 0006Z 9£,aJ 9£`d 6 32i [!s4nd A�j [!s�]PlaiA .lb/>I]Al!susG- EW wJ941 nN [!sal] 0 [!s>Il 3 lage-1 saiJaa o.rd I0-01S P91108 JoH aweN IaPON :As Pamoago aagwnN qor NfS111111 Wd SO:b Jeu6!saa 66OZ '91, Uer Auedwoo 6 a6ed IP£a'L plat aagw@Vq aojoalloo\soleC) ueubuauS\sol`do\...\...\...\...\:al Z'O*L6 uolSJan GC-VSI2l £ 13 W3 OIINS13S £ £ 1S MONS Z £ L- la Gv to 6 ..}jnS...eaJy..Jlsla lulod lulor...JJ Z"J9 X"JJ X Ajo6sleo uolldljosaa alb sase0 pe07 olseg lulad o} a}ea ON bsd]epnllubeW uolingljlsla uolloaala a lulof o}ulor a;ulof v lulof spe07 eaadaagwaN 0 0 9�Z L 8 LZ� x £w £ 0 0 e1.z� 9�z� x ZW z 0 0 8[z6 81.z6 X 6N 6 uogeool Pu3...o1}eoo-1 lJelS bsd'd'll/gl]apnllubeW Pu3 bsd'd'll/gl]epnllubeW lJelS uolloaJla lagel JagwaW (w3 01NSI-9S : S 079) speo7 paingl.gslp aagwaNN 0 0 o9z- o9z- A £W £ 0 0 o9z- o9z- A Zvi z 0 0 09Z- o9z- A 6N l uogeool pu3 olleool 11elS Usd'd'll/gl]aPnllu6eW Pu3 bsd'd'll/gl]aPnllubeN lJelS uolloeila lege- jagwaW WONS :Z 079) speo7 pejngl.gsla aagwayf 0 0 09[- 094- A £W £ 0 0 09 6- 09 L- A ZW z 0 0 096- 096- A LW I uo4eool Pu3...olleool IRIS [lsd'3'll/gl]9pnllubeW Pu3 Lsd'd'4/gl]9pn4lu6eW peIS uolloaala lagel aagwaW (Ob'3a : l 079 spe07 palnq►.gsg7 aagweyV lulJd o}ME(] ON [%'81uolleool [lb-ql'gl]epr4lu6eW uolloaala Iagej jagwaW spe07 Julod aagwaN luud o}elea ON [(lb.Z,,s.gl '3)lLvs.gl) '(pel'ul)'(3}-gl'gl)]apnllubeW uolloaila W'a'l lagel lulof sjuawaoejds►Q peoaoiug pue spe07 Iwo leaalel AAgl 8 09 6 W8110o £W £ le,alel AAgl 8 ob l As 1100 ZW z leJalel AAgl 8 0t, 6 no T103 In 6 lloun3 qo zz>{ AA>i ...bJol-l..]loq dwool..]dol dwool [j&zql [33]AAgl [3}]yl6u9l ade4S lagel saalaweaed ufj►saa IONS P81108 IoH r aweN lapoW A8 Pa CO:t7 JagwnN gof Wd£O�b aau6lsaa MZ '% Uef Auedwoo i a+,to Qc7 a6ea 06 a6ed [PEa•L P!aJ jagw9N aojoalloo\sole0 ueubuags\sol`d0\...\...\...\...\:Dl Z'O'LL uolSaan 0£-VSI2l SaA SaA SaA SeA SaA SaA SaA S9A SaA 9'1, LZ saA S9A s8A SaA saA SaA S9A SaA saA g L (q) 9L-9L 081 OZ saA S9A SOA SaA SeA SaA SaA saA saA g'L (e) 9 L-9L 081 61, saA SeA SaA saA SOA SaA SeA S9A SaA 9•L (q) (q) V L-9L 081 8 L saA saA saA saA saA S9A saA saA saA 9'1, (e) (q) tL-9L 081 LL ca 1 ca Sal Sal sa i Sa 1 Sa 1 Sa I Sal a'1. (a) (e) t L-q L ')Sal 9 L saA SaA SaA SaA saA saA SaA SaA saA g.L (e) (e) t,L-gl 081 91, saA saA SaA SeA saA saA saA saA saA 9'1, VL saA SaA S9A saA SaA SaA saA SaA SaA g'L (q) (q) Z L-9L 081 i L saA S9A saA SBA saA saA saA SaA saA 9•L (e) (q) Z L-91, 081 ZL se,l SaA SaA SOA SOA S9A SaA sad, SOA 91, L L L saA saA SOA S9A SeA saA saA saA saA 9 L'L iVN18WOO aVOI OIWSI3S .. 0 L SaA S9A SaA SaA SaA SaA SaA saA SaA gl'L 6 saA SaA sa), SaA saA SeA saA saA SaA 9 L'L (q) L L-9L 081 8 SaA SOA saA SaA SaA saA saA saA saA 9 L'L (q) 0 L-9L 081 L SaA SaA SaA SaA S9A saA saA saA SaA 6-91, 081 9 saA SaA saA SaA S9A saA saA SaA SaA 6 8-91, 081 9 SaA Se k s8A saA saA saA saA S9A )NOUO3l=130(1VO-1 MONS b sa), saA saA SaA SaA SeA saA saA £ SOA SaA SOA saA saA saA se), saA '`dNIBWOO CVOI1. AVn 10 .. Z S9A SaA SOA SaA SaA SaA S9A saA L -oauuoo ssalulels...uiwnly ljuoseW aiamoO pooh .03 p100 loH a31/UGS OO dISV uollduosaa u PSOG uoIJeu►gWOD peo-7 Lz 1'- l3 171'-Ia,SPS 9 l0 A SaA (q) 9L-9l 081 OZ L' 13 tV--1a.sPS 9- l0 A saA (e) 9L-9L 081 61 SL ' S SL'IS SL 'I SL ll 13 - la.spS L 10 A SaA (q) (q) bl-9L 081 81. SL ..S SL'lS SL . .I SL' ll...9' l3 ' VIn.sPS L 10 A SaA (e) (q) t,L-9L 081 LL SL '1 SL TI ...._ 13 ...1'la.SPS L 10 A SaA (q) (e) tL-9L Del 9L SL'. 'l SL' 11...S. l3 ...V GXS L 10 A saA (e) (e) bl-9L 081 gl L - 13 hl'la.sps L l0 A SaA til L'- 13 tv-Icxs L l0 A saA (q) (q) Z L-ql 081 £L L 13 i7vio.spS L l0 A SaA (e) (q) ZL-9L 081 ZL 1,1, 'O CIVOI OIINS13S .. 0 L 6 SL" 'S SL'IS SL S11 SL 11 L l0 A SaA (q) L L-9L 081 8 L N1S L -IS L l0 A SaA (q) 0 L-9L 081 L L Sll L 11 L l0 A SaA 6-91, 081 9 L l0 A SaA 8-91 081 9 L lS A SaA GVO-1 MONS b " adol kim"do.. Z L ed..g..ed...8..ed...g..ed..8..e�...8..ed...8..ed...8..ed Ole ...ed Ode ...ed 0l8 ...�JS...ad 9n1oS uoildlaosaa suoIJeURWOO peon auaeN 1apoW :A8 P9� qO aagwnN qof Wd C017 aau61saa MZ '% Uef Auedwoo abed IPVL plat aagwaW aojoalloo\sojeO ueubu94S\sO-jVO\' '\"'\"'\"'\col Z'O'L L uolsaan(IC-VSlb 9 ON LL 890"69b 9 0 9 0 LL 6LZ'L- OZ 8ZL'- uiw bZ OZ ON 9 L ON OZ 0 OZ 0 OZ 9Zb" Z L 6 L' xew Z £Z 9 ON 9 ON 9 0 9 0 L 0 OZ L9L'- uiw ZZ OZ ON OZ ON OZ 0 OZ 0 OZ 0 ZL ELZ' xew L EN LZ 9 ON 9 ON 9 0 9 0 L 0 OZ bZZ,- UIw OZ OZ ON OZ ON OZ 0 OZ 0 6 L 0 L L 98E' xew 9 6 L 9 ON L L 17Z9'ZZ6 9 0 9 0 L L Z9'- OZ 9EZ - uiw 8 L OZ ON 9 L ON OZ 0 OZ 0 OZ 69 L' L L b6£' xew b L L 9 ON L L Ebb'Z89 9 0 9 0 LL COL' OZ 9bZ'- uiw 9 L OZ ON 9 L ON OZ 0 OZ 0 OZ ZOZ' L[ ZOb' xew E 9 L 9 ON LL LtT 696 9 0 9 0 LL 9'- OZ 99Z,- uiw b l OZ ON 9L ON OZ 0 OZ 0 OZ £bV ZL Llb' xew Z £L 9 ON 9 ON 9 0 9 0 L 0 OZ L9Z'- ulw ZL OZ ON OZ ON OZ 0 OZ 0 OZ 0 ZL LZb' Xew L ZN L L 9 ON 9 ON 9 0 9 0 L 0 OZ L6Z'- u!w OL OZ ON OZ ON OZ 0 OZ 0 64 0 LL bZ9' Xew 9 6 9 ON L L 80£'ZOZ L 9 0 9 0 LL 66£'- OZ b6Z'- uiw 8 OZ ON OZ ON OZ 0 OZ 0 OZ 900' LL LZ9' xew b L 9 ON LL 9b1'988 9 0 9 0 LL Zb9'- OZ 86Z'- UP 9 OZ ON OZ ON OZ 0 OZ 0 OZ £L0'- L L E9' xew £ 9 9 ON LL 9LE'99ZL 9 0 9 0 LL 6LE'- OZ WE` uIw b OZ ON OZ ON OZ 0 OZ 0 OZ 6 LO'- L L ZE9' Xew Z £ 9 ON 9 ON 9 0 9 0 L 0 OZ 90E'- u!w Z OZ ON OZ ON OZ 0 OZ 0 OZ 0 LL 989' xew L LW L 01 o!le2j ,zll(u) of ollea,A/l(u) of !l alelo2j x of [Ul]z M [u!]A 01 [u]x oas aagweA a3mieS suoijoaijaQ uoijoaS aagwaw a olanug 0Z""as8L't, b 0 b 0 b 0 b 0 b 0 uiw 8 L L"-89LO L OZ 0 OZ 0 OZ 0 OZ 0 OZ 0 xew bN L b 0 b 0 b 0 b 0 b 0 OZ 86L'- u1w 9 OZ 0 OZ 0 OZ 0 OZ 0 OZ 0 LL LZE' xew EN 9 b 0 b 0 b 0 b 0 b 0 OZ 98Z'- uiw b OZ 0 OZ 0 OZ 0 OZ 0 OZ 0 LL 9Lb' xew ZN £ b 0 b 0 b 0 b 0 b 0 OZ ZOE'- ww Z OZ 0 OZ 0 OZ 0 OZ 0 OZ 0 L[ LL9' xew L N L ol" !1e1021 Z 0l...lelo2l .l 0l 1e1021 x 0l lull Z m full A m lull X lulor sjuawaoei siQ JWof'adojanu3 b 0 6 L ZL L t,LOS: 6 L 966 LNOW u!w 0 L OZ 0 L 6LE'9Z6Z9 bl 666'LE804 xew slejol 6 b 0 b 0 b 0 b 0 6L 99VL£OZ 6L 8661NOW ulw 8 OZ 0 OZ 0 OZ 0 OZ 0 L %Z'WO ZI bl 666'LE90ll Xew bN L b 0 b 0 b 0 b 0 OZ £LZ'L6L9 b 0 ulw 9 OZ 0 OZ 0 OZ 0 OZ 0 L 88l aS z OZ 0 xew EN 9 b 0 b 0 b 0 b 0 OZ 9bL'6L9b b 0 ulw b OZ 0 OZ 0 OZ 0 OZ 0 L bb6'L9E6L OZ 0 xew ZN £ b 0 b 0 b 0 b 0 OZ ZL'£9bl b 0 uiw Z OZ 0 OZ 0 OZ 0 OZ 0 L ZL6'0896 OZ 0 xew LN L 01 [4-ql]ZN 0l [II-ql] J.W 01 (II-ll] XW 01 [ql]Z 0l [q]A 01 [q]X lulor suoIJoeaa Ju10/-ado/anu3 aweN 1apoN :A8 pa CO:t7 jagwnN q0f W d£O�b aau6isaQ 6WZ '% Uer Auedwoo i.qn io nv 96e.4 Z6 abed [p£a'L plat jagwen aoloalloo\soled Z'O'LI UOISJGA GC-VS[2J Wild o;a}ea ON a6essen 60-7 auluaeM g 4-6H ......99V"668­6£L-'Zb9 LA 0 £90. OZ 09 99L, 'tZM £W £ q l-6 H -9ZZ... 68 "68L- 989 L A 0t' £V0. OZ 0V 6ti£* "'bZM ZW Z q 6-6 H ......Z% C W...6CL...899 L A OV £b0' t71- 017 J7£7' ...17ZM 4 W 6 ub3 uW...UIM /lud...oud...... ... 40 aea4S 0l [lbloo� Noego apoo edegS ...w9A s-loay,l opo;o laalS GSV:(ok-o9£)41p4 DSIV a olanu3 9 ON 9 ON 9 0 9 0 L 0 OZ 990'- uiw 0£ OZ ON OZ ON OZ 0 OZ 0 6� 0 L 6 £6- Xew g 6Z 9 ON L l L£0'99b 9 0 9 0 LL 6L£'l- OZ L90'- ulw 9Z OZ ON 9l ON OZ 0 OZ 0 OZ 8Lt,' L 6 Lt,V Xew t, LZ 9 ON L 6 9bS*9££ 9 0 9 0 L 6 ggf 6- OZ 90l uiw 9Z OZ ON 94 ON OZ 0 OZ 0 OZ L99' Z6 99V Xew £ 9Z m o!le2j .zn(u) 0-1 olle2j 'An(u) m --i1 aleml x 3l [u!]z 01 [u!]A M [ul x oeS jegwan anurluo3)ao/naaS suo/loellap uo►loaS aagWepV a olanu3 au,eN IaPoW �8 Ad Pa047 iau6isQ aqu,nN O vs I m I f CO�b MZ `96 Uer iwedLuo;J � a6ed _y A38-IIVMNV3HS 3ANONOO VYV O£:4 6 18 6 WZ `Z 6 uer -� 4 CIS f C l I � 1 a+in 7m a6ea Z a6ed nA�A- UVAMV�IHs lip]�JO OO AV K4� Ie Mz0 `L er Z-NS v cZ► � L i - ��} e' a •.��i �� ,� � S C -V Q � 1 _ evutl w,,1 } all ,c o: - eZ 01 X�T A E a6ed L n�RA-11VAA WBHs AlAdONOO VqV K:L6 M 6W 'L6 o f E �4 tj a %id St I hilt T•l�h!%t t,J • t =,SIC�� '�e:L - (I t i ILI V ..a dN >:yht' fA ,Sri.( 1 L G� % q, "z_ M I Qi,10#sal ABRA t7 abed n�I�l-IIVAMV'�HS IlIdONOO 'V6IZL� Te610Z1l Ue )4S GVM'�010:sPBOI ,•/ Upmm - ,. i l ..•W4041• y IT •I i _ ��. UI91E99- w'W � .,.11/Ql���, � �i U • • �i` -- � � Jr UfVOLZ• •..W�� �t �'W4tltL• I4 �'u�mfe9• X�2 A 5 a6ed n]�J-7VMn N�3HS�li�MONOO Vqb Z£:6 L le 6 L 0z� `Z L Uer a 9 _N MONS'b 019:speo1 I' Wmszl- i 'Wms Ll£- - ... WmsLP �- zl£- 4f915t4' it •WO4L9• Wws zes, �!,\\ waszas. �y I I m9'zDS- -''; Wd9 zes- Wa�-zes- � Wmszss• x, .z .l At i o+,in 007 ABPA g a6ed Alf-IIVA dV�IHS Ai]]JONOO 9 - NS Z+X OIWS13S'S Ole:epeol v F / 61 Pt ,p r �r i / r� r 4 � ti x�2 A L abed A3�1-IIVMHVAHS ll]] JONOO INV Z£4 L IL' 6 60Z `L 6 UEr X+Z OIWSGS'L 019:speol - 1 16. �T F .� r. W4iSSL� - - .• r C r 8M'pB - i r 1 \\ � V i r r WtlIEO� X�2 .J A i.a+.lo 007 962A 9 96ed [PCJ'9[[066 nab -7VW:IVDHS Z'O'L6 uoiSJ9A GC-`dSI2l Z [ paaa;uao leoiIJan W 6 £ Z 6 [ paialuao leOW9A 1331S NIW „ ,4-6 Z Z I• [ peialua7 leol}J@A 1331S NIW .#4-L [ le;suejl ul aa}aueJl '-Jonoo 06P3--j aanoo IX3 z-Janoo Jul uope:)o-1 sme .ojno IN PI sJalalUeJe.1 Ja/1o1 /auee4 lleM alaJDUo7 7. 9[ 9[ 9# C Z[ Z[ 9# W £ Z 9[ 9[ 9# Z Z6 Z[ 9# 1331S NIW AI/6-6 Z Z 91. 96 9# Z b6 b[ 9# 1331S NIW .,VWL [ .dnojo...eg zaoH ...MH u!W MOH xeW...eS MH...J89}pan [u!]eoedS aeg}jsA u!IN �MAxeW...ae9 fan lag el sJalaweJed Jegad laued 115M ejejouoo 9+9 6 9+9 6 9+a 6 9+a 6 aI` 1I j aUON al JI21 Z EL9'[£ £££'6Z E££'[Z 96 MNfiouoo—ua6 wea8 bXb32J VM3J [ [bu!l f[bu!]zzl [bu!]AAI IZu]v Ieua;eW adAi adeUS !eqe� slaS uOpoes/wouaf) 0 0 £' 9+a[ 01 EMA L 6V 99' £' V9[6 6 0006Z laals—ua6 9 £LV 6Z'[ £' LLOb 00906 wnIV u96 9 6 6 9' 9 6 Lb0 6 90bZ Mlbouo'J—ua6 6 6' 9' S 6 906 990Z Ml£ouo:—u96 £ Sb6' 9' 96 V996 Vb9E MNbou00—u96 Z 9b6' 9' S6' ZL£[ 994E MNEouoo—ua6 l [CvljM]Aa!suaa (3 931\)uuaUl nN [!sill J I!sq 3 lagel sa.4JadoJd igiJaleMi leJaua;) 09 09 9L' b 6 6' 9' 9 6 Lb0 L 90bZ M1000boU00 9 09 09 9L' 9'£ 6[' 9 9 V 6L6 Z9ZZ M1009£ou00 9 09 09 9L' E 66' 9' 96 L06 980Z M1000£0UO3 t, 09 09 6 5b 6' 9' 9 6 b85[ bb9£ MNOOObouoO £ 09 09 l 9,C 9t,V 9' 96 Zeb[ 60b£ MN009£ou00 Z 09 09 [ £ 9b[' 9' 9[' ZL£6 996E MNOOOEouoo 6 •aa;S aeegS -]1993S xe13 epgwe-1 [!sNlo,} ...;}MIAI!su8G' 3W LLuaUl nN I!s�l J [!sA 3 lager segio oJd a jejo uoo auaeN I9POIN dg pa 17Z:g aaquanN qol' vslaill Wd bZ�9 iau6!sat] 60Z 'L6 Uef_ Auedwoo 6 86ed LP£a'96 W66 n3�1 -TlVMbt/3HS Z'O'L6 UOISJGn GC-VSI2l 0 0 896E'69 LLN 19 0 0 6- Zt,OI"6E VLN 09 0 0 6- 9 ELN 6t, 0 0 ££££'LZ 68E ZLN et, 0 0 EE£E'LZ 8968'99£ 6LN Lb 0 0 £££E'LZ Zt,09"9EE 99N 9b 0 0 EEEE'LZ El-EO'OZ£ L9N St, 0 0 £E£E'LZ 8896'M 99N bb 0 0 EEE£'LZ EL£0'96Z 99N Et, 0 0 E££E'LZ 8896116Z V9N Zb 0 0 EEEE'LZ UMOLZ E9N 6v 0 0 E££E'LZ 8896'69Z Z9N Ob 0 0 £E££'LZ £6E0'9vz 19N 6£ 0 0 E££E'LZ 8896'"Z 09N 8£ 0 0 EE£E'LZ 8968'9EZ 69N LE 0 0 EE£E'LZ ZtiO I'£9 4 09N 9£ 0 0 EE£E'LZ £6£0'9b6 6tN 9£ 0 0 £EEE'LZ 8896'ttb 9VN bE 0 0 £E£E'LZ B6E0'OZ4 LtN E£ 0 0 ££££'LZ 8896 %6 9i7N Z£ 0 0 ££EE'LZ £6£0'96 9VN 6£ 0 0 £EEE'LZ 8896'b6 ttN 0£ 0 0 E£EE'LZ E 4£0'OL Ct N 6Z 0 0 ££££'LZ 8896*69 ZtlN 8Z 0 0 £EEE'LZ 896E'69 6M LZ 0 0 ££EE'LZ Zt W6E 8EN 9Z 0 0 E£EE'LZ 9 LEN 9Z 0 0 0 68E 9EN tlZ 0 0 0 8968'99£ 9EN £Z 0 0 0 Zt,09'9£E Z£N ZZ 0 0 0 £6E0'OZE 6£N 6Z 0 0 0 8896'M O£N OZ 0 0 0 £6£0'96Z 6ZN 66 0 0 0 8896116Z 8ZN 8 6 0 0 0 El MOLZ LZN L 6 0 0 0 8896'69Z 9ZN 9l 0 0 0 £6EO'9vz 9ZN 9l 0 0 0 8896*ttZ VZN �6 0 0 0 8968'9EZ £ZN E6 0 0 0 Ztl06'£9l tilN Z6 0 0 0 £6 co,9b6 E6N 66 0 0 0 8896'tt6 ZM Ol 0 0 0 El.£0'OZ4 [M 6 0 0 0 8896 %6 UN 8 0 0 0 E6E0'96 6N L 0 0 0 8896't,6 8N 9 0 0 0 E6£0'OL LN 9 0 0 0 8896'69 9N b 0 0 0 896£'69 9N E 0 0 0 ZVOL'6E ZN Z 0 0 0 9 6N 4 -del(]wojA yoe}ap [j]dwal [l;]Z [ib] 'k III]X lagel saanjeaa wal pue sajewpi000 Riot aweN lapoW :A8 t7Z� �agwnN qof Nd Wd :g aau6isad MZ 'LL Uef Auedwoo LQi,io n17 a6ea OL a68d [p£a'9L L06L n3�1 --11VMHV3HS 3132��N0�\"'1" 1 '\"'\"'\"'\ "\ Dl Z'O-LL uoisJan QE-VSN 0 £L£0'SSL ££££'LZ E£E£,0- L£LN CO 0 8896'tSL EEE£'LZ £E£E'0- 9£LN ZOL 0 £LEO'0£L £££E'LZ E£££'0- SELN LOL 0 8896'6ZL ££££'LZ £EEE'0- b£LN 00L 0 ELEO'SOL ££EE'LZ EE££'0- EELN 66 0 8896110L £££E'LZ ££££'0- Z£LN 86 0 £L£0'08 ££££'LZ £E££,0- LEM L6 0 8896'6L £EE£'LZ ££££'0- 0£LN 96 0 £LEO'99 EE£E'LZ ££££'0- 6ZLN 96 0 8896'tiS E££E"LZ E£EE'0- SZLN V6 0 L999-0£ E££� LG Etititi'0- LZM £6 0 9LE6'6Z EEE£'LZ ££EE'0- 9ZLN Z6 0 £L£0'SL E£££'LZ £E£E'0- 9ZLN L6 0 8896'tL £EEE'LZ E£££,0- VZLN 06 0 09L 0 £££E'0- £ZLN 68 0 EL£0'99L 0 EEEE'O ZZLN 89 0 8896'tSL 0 £££E'0- LZLN L8 0 ELEO'O£L 0 E££E'0- OZLN 98 0 8896'6ZL 0 EEE£'0- 6LLN 98 0 CLEO'90L 0 EEEE'0- 9LLN tl8 0 8896'VOL 0 EE£E'0- LLLN E8 0 £LEO08 0 ££E£'0- 9LLN Z8 0 8896'6L 0 ££E£'0- 9LLN L8 0 £L£0'S9 0 £EEE'0- VLLN 08 0 8896't9 0 E££E'0- £LLN 6L 0 L999'OE 0 £EE£'0- ZLLN 8L 0 9LE6'6Z 0 £E£E'0- LLLN LL 0 £LEO'9L 0 ££££'0- OLLN 9L 0 9996'bL 0 EEEE'0- 60LN SL 0 L999'0 0 £E£E,0- V60LN VL 0 L999'0 E£E£IZ £££E'0- 960LN EL 0 0 L- 68E 80LN ZL 0 0 L- 8968'99E LOLN LL 0 0 l- Zt,09'9££ VOLN OL 0 0 L- EL£0'OZ£ £OLN 69 0 0 L- 8896'6L£ ZOLN 89 0 0 L- ELE0'96Z LOLN L9 0 0 L- 8896't,6Z OOLN 99 0 0 L- £L£0'OLZ 66N 99 0 0 L- 8896'69Z 86N V9 0 0 L- £LEO'9tlz L6N £9 0 0 L- 8896'ttZ 96N Z9 0 0 L- 8568'9EZ 96N 19 0 0 L- ZV0 L'E9 L 99N 09 0 0 L- EL CO,StL 99N 69 0 0 L- 8996'ttL tl9N 89 0 0 L- ELEO'OZL E8N L9 0 0 L- 8896'6L L Z8N 99 0 0 L- £LEO'S6 L8N SS 0 0 L- 8896'V6 NN bS 0 0 L- £L£O'OL UN ES 0 0 L- 8896'69 8LN Z9 deid woad yoe}aa [j]dwal III]Z I;31 .l IIJ X lage" panui;uoo sainjaaa we_L puu sajau►paoo-j iuior aweN IapoW aagwnN gof Ad bZ:9 Jeubisaa MZ `LL Uef Auedwoc) 4 L abed LPEJ'94 4064 n32i -TVM JVDHS 313bONOO1 \ \ Ol Z-0'L4 UOISJGA QE-`dSI2j 0 9996'V94 SL't- ££M96 L6LN 99L 0 £LEO'99l 9L't,- EEEE'96 06LN is 0 2O£'6L 4 9L't,- E£MS6 68 L N E9 4 0 896E'6ZL EE£E'LZ EEEE'96 MN Z9l 0 8896'bSl ££££'LZ EE£E'96 L84N 494 0 £LE0'99l EEEE'LZ EE££'96 981N 09L 0 LZOE'6L4 ££EE'LZ ££E£'96 984N 6V4 0 996E'6Z4 0 EE££'96 t,9M 8vL 0 8896'tG 0 £EE£'96 MN LV 4 0 EL co,99l 0 E£££'96 MN 9bL 0 LZOE'6L4 0 ££E£'96 484N 9bL 0 08L SL'b- 96 09LN ttL 0 094 9L't,- 6L69 89 UM £t,4 0 08L 9L'Z- bSE9'89 8LLN Zv4 0 09L SL'Z- 6Lttlt, LLM 4tll 0 08L 9L'Z- t,98E'Lt, 9LLN Ot 0 08l 9L'Z- £4E0'tZ 9L4N 6£4 0 08l l- 8896'EZ VLLN 8El 0 08l L- 9t98'0 ELM L£4 0 08l E£EE'LZ 96 ZLLN 9EL 0 084 EE££'LZ 6L69'89 LLLN 9£4 0 N £EEE'LZ ti9£9'89 OLLN b£L 0 084 E£EE'LZ 6Lttlt 694N cc 0 08 L E£EE'LZ b98£'Lb 89L N ZE L 0 084 E£££'LZ £L£0'bZ L94N L£4 0 08l £££E'LZ 8896'£Z 99LN 0£L 0 084 £EMLZ 9t,98'0 994N 6Z4 0 08 L 0 96 ti9l N 8Z L 0 08 4 0 6L69 89 MN LZ L 0 08L 0 V9E9'89 Z9LN 9ZL 0 094 0 6Lttlt 49LN 9ZL 0 OS L 0 V98E'Lb 09LN VZ L 0 084 0 £LEO'VZ 69LN £Z4 0 08 L 0 8896'EZ 894 N ZZ L 0 094 0 9v98'0 L94N 4Z4 0 08L L- EEEE'0- 99LN OZL 0 E4 co,994 L- £E££'0- 994N 644 0 8896'b9l L- EE£E'0- tgM 8L L 0 £4E0'O£4 4- ££££'0- MN Lll 0 8896'6Zl L- EE££'0- Z9LN 91L I, 0 £4E0'90I 4- £E££'0- L94N 0 8896't?OL L- EE££'0- 09LN t7LL 0 £4E0,08 4- EE£E'0- 6VM E4 4 0 8896'6L L- EEEE'0- 8-VLN ZL L 0 £4E0,99 L- EE££'0 LtlN LLL 0 8896'tS L- E£EE'0- 9tiLN M L 0 L999'0£ L- £E££'0- St,LN 60l I 0 9L£6'6Z 4- ££££'0- ttLN 90l J 0 £L£0'91 L- ££££'0- Et,LN LOL 0 9996't,L L- ££E£'0- OV N 90 L t 0 L999'0 L- EE£E'0- 6£LN so ..1I 0 08l ££££'LZ ££EE'0- 8ELN t1Ol -deia wojd yoe}aa [d]dwal Z IIA 1, W] X lagej (penui uoo) sainjeaa wal pue sajeuipa000 .juior aweN lapow --Aq Palloa4o jagwnN clot VS1111' Wd bZ:9 JBUBISad MZ '16 Uef Auedwoo i.a+7 io 7i7 a6ea Z6 abed [PCJ'96 6066 n32J - TVM2]d3HS 3132��N0�\"'\" 1 \ \ \ \ 1 Dl Z'0'L6 UOISaan GC-VSPJ 0 896E'6Z6 EE£E'LZ L999'69Z £bZN LOZ 0 £EE£'60Z 0 L999'69Z ZbZN 90Z 0 E6£O'066 0 L999'69Z 6VZN 90Z 0 8896'686 0 L999'69Z ObZN bOZ 0 E6E0'OL6 0 L999'69Z 6£ZN EOZ 0 8896'696 0 L999'69Z BEZN ZOZ 0 £6E0'096 0 L999'69Z LEZN 60Z 0 8896'61FL 0 L999'69Z 9EZN ON 0 996E'6Z6 0 L999'69Z 9EZN 666 0 6Z6 9L'17- 9LE6'69Z VCZN %6 0 6Z 6 SL b- 9M0'9-VZ ££ZN L6 6 0 6Z 6 9L'b- 9L896'ttZ ZEZN 96l 0 6Z6 9L"b- SZ6£0'OZZ 6EZN 966 0 6Z6 9L'b- SL896'66Z OEZN V61 0 6Z6 9L'b- 9Z6£0'966 6ZZN E66 0 6Z6 9L'V- 9L8961166 8ZZN Z66 0 6Z6 9L'b- SZ6E0'OL6 LZZN 666 0 6Z6 9L'b- 9L896'696 9ZZN 066 0 6Z6 9L'b- 9MO'Sb6 9ZZN 686 0 6Z 6 9L'b- 9L096'tt 6 t ZZN 99 0 6Z6 9L'b- sz6 CUM L EZZN L86 0 6Z 6 SL'b- 9L896'66 6 ZZZN 98 6 0 6Z6 9L'b- £6E0'96 6ZZN 986 0 6Z 6 EEEE'LZ 9LE6'69Z OZZN b8 6 0 6Z6 £EEE'LZ 9Z6£0'9bZ 66ZN E86 0 6Z6 EEEE'LZ 9L896'"Z 82N Z86 0 6Z[ EE££'LZ 9Z6E0'OZZ L 2N 68 6 0 6Z6 £EEE'LZ SL896'62 92N 086 0 6Z6 EE£E'LZ 9Z6E0'966 92N 6L6 0 6Z 6 EEEE'LZ 9L896116 6 b 6ZN 8L 6 0 6Z6 E£E£'LZ 9Z6£0'OL6 £6ZN LL6 0 6Z6 EEEE'LZ 9L896'696 Z2N 9L6 0 6Z 6 UFP'Z7. 9Z6E0'9b 6 6 6ZN 9L 6 0 6Z 6 E£EE'LZ 9L096'tt L 0 6ZN VL 6 0 6Z6 ££E£'LZ 9Z6£0'OZ6 60ZN £L6 0 6Z 6 £EEE'LZ 9L896'66 6 90ZN ZL L 0 6Z 6 BE££'LZ E 6E0'96 LOZN 6L 6 0 6Z 6 0 9LE6'69Z 90ZN OL 6 0 6Z6 0 9Z6£0'9tZ 90ZN 696 0 6Z6 0 9L896'ttZ VOZN 996 0 6Z6 0 9Z6E0'OZZ £OZN L96 0 6Z6 0 SL896'66Z ZOZN 996 0 6Z6 0 SZ6E0'966 60ZN 996 0 6Z6 0 SL8961166 OOZN b96 0 6Z6 0 9Z6£0'OL6 666N £96 0 6Z6 0 SL896'696 866N Z96 0 6Z6 0 9Z6£0'Sb6 L66N 696 0 6Z 6 0 SL896'ttb 966 N 09 6 0 6Z6 0 SZ6E0'OZ6 966N 696 0 6Z6 0 U996'666 b66N 996 0 6Z 6 0 £6 E0'96 MN L9 6 0 896E'6Z6 9L'b- ££EE'96 MN 996 dela waj yoelaa [d]dwei [3Il Z [14] A III]X lapel anu►;uoo) saanjeje oral pue sajeu►pa000 jLgor aweN IapoA ka pail qo jegwnN gof VS1 111' Wd bZ:S as u61 sad 660Z `Ll Uef Auedwoo -1 £6 abed Ip£a'96 6066 A32l --11` WJVDHS 313bONOO\""\"*\'"\'"\"'\*"\"'\:al Z'0'L6 UOISaan (IC-VSN 0 £6E0'09 0 E£££'96E t,6ZN 69Z 0 9896*69 0 EEE£"96E E6ZN 99Z 0 L999'0£ 0 ££££'96E Z6ZN L9Z 0 9LE6'6Z 0 EE£E'96E 66ZN 99Z 0 £6£0'96 0 ££££'96£ 06ZN 99Z 0 8896116 0 £E£E'96E 69ZN t9Z 0 L999'0 0 E££E'96£ `d68ZN £9Z 0 06Z E- £EEE'b6E 98ZN Z9Z 0 06Z E- E6£0'OL£ LBZN 69Z 0 06Z £- 8896'69£ 98ZN 09Z 0 06Z £- E6£0'9t£ 98ZN 6VZ 0 %Z £- 8896'tt£ t�8ZN 9t7Z 0 06Z £- E6£0'OZ£ £8ZN LtZ 0 O6Z 9L't?- 8896'66E Z9ZN 97Z 0 06Z 9L't,- £6£0'96Z 68ZN 9tz 0 06Z 9L't?-- 8896116Z 08ZN trot 0 06Z 9L'V- OLZ 6LZN £tIZ 0 06Z £££E'LZ £££E't,6£ SLZN ZvZ 0 06Z ££££'LZ £6£0'OL£ LLZN 6tlz 0 02 ££EE'LZ 8896'69E 9LZN 0IFZ 0 06Z ££E£'LZ £6£0'9b£ 9LZN 6£Z 0 UZ ££E£'LZ 8896'ttE tLZN S£Z 0 06Z ££££'LZ £660'OZ£ £LZN L£Z 0 02 ££E£'LZ 8896'66E ZLZN 9£Z 0 UZ ££££'LZ £6£0'96Z 6LZN 9EZ 0 06Z EE££'LZ 8996'176Z OLZN b£Z 0 06Z ££££'LZ OLZ 69ZN E£Z 0 06Z 0 E£EE'troE 89ZN Z£Z 0 06Z 0 £6£0'OL£ L9ZN 6EZ 0 NZ 0 8896'69£ 99ZN 0EZ 0 06Z 0 B6£0'9tl£ 99ZN 6ZZ 0 02 0 8896'ttC t,9ZN SZZ 0 06Z 0 E6£0'OZ£ £9ZN LZZ 0 02 0 8896'66E Z9ZN 9ZZ 0 06Z 0 £6£0'96Z 69ZN 9ZZ 0 06Z 0 8896't76Z 09ZN vZZ 0 06Z 0 OLZ 69ZN EZZ 0 £E££'60Z 9L'b- L999'69Z 99ZN ZZZ 0 E6£0'066 9L't,- L999'69Z L9ZN 6ZZ 0 9996*696 9L't?- L999'69Z 99ZN OZZ 0 £6£0'OL6 9L't,- L999'69Z 99ZN 66Z 0 8996'696 9L't7- L999'69Z V9ZN 82 0 £6£0'096 9L't,- L999'69Z £9ZN L6Z 0 8896'6ti6 9L't7- L999'69Z Z9ZN 92 0 896£'6Z6 9L't,- L999'69Z 69ZN 96Z 0 EE£E'60Z £EEE'LZ L999'69Z 09ZN V2 0 E6£0'066 E£££'LZ L999'69Z WN £6Z 0 8896'686 £EE£'LZ L999'69Z OtZN Z2 0 £6£0'OL6 ££££'LZ L999'69Z LtZN 66Z 0 8896'696 £EEE'LZ L999'69Z 9tZN 06Z 0 E6£0'096 EE££'LZ L999'69Z 9tZN 60Z 0 8896'6t, £EEE'LZ L999'69Z ttZN 80Z ...del(]wojd yoela(] Idl dwal Ili]Z WI A WI X lege-1 (ponuijuoo) saanjeaa ural pue sajeWpa000 mior aagw � �lo e paa40 jegwnN qor�f ' Wd bZ:9 Jau6lsap 6WZ 'L6 Uef Auedwoo 1 04,In*17 AfiP.J Vt a68d [PEa'94 t06t n321 - -11VM'8V3HS Z'0'Lt uoisJan a£-VSlb 0 UCO'06t £- ££EE'96£ LVEN ttE 0 8896'68 t E- EE£E'96E 9V£N UC 0 £t£0'OLt E- ££££'96£ 9b£N 60E 0 8896'69t £- £EEE'S6E VVEN 80E 0 £t£0'09t £- E££E'96£ EVEN LO£ 0 8896'6Vt E- EEEE'96E ZVEN 90E 0 C6C0'OEt E- E£EE'96£ EVEN SO£ 0 8896"6Z t E- PP.FE",fip OVEN POE 0 CtCo'SOt E- E£E£'96£ 6E£N £OB 0 8896'170 t E- E££E'96E BEEN ZOE 0 C6CO'08 E- EEE£'96£ L£EN WE 0 8896'6L E- EEE£'S6E 9EEN OOE 0 CtCO'09 £- F£EE'96E S£EN 66Z 0 8896'69 E- EEEE'96E VEEN 86Z 0 L999'0£ £- ££E£'96E E£EN L6Z 0 SLW 66 ti- EE£E'96E ZEEN 96Z 0 £t£0'St E- £E£E'S6£ tE£N 96Z 0 8896'Vt t- E£EE'96£ OEEN V6Z 0 L999'0 t- E££E'96E 6ZEN £6Z 0 UZ EEEE'LZ EEEE"96E SZEN Z6Z 0 Et£0'06t EE£E"LZ £EE£'96E LIEN t6Z 0 8896'68 t £EEE"LZ E£EE'96E 9ZEN 06Z 0 £t£0'OLt £E££'LZ E£E£'S6E SZEN 69Z 0 8896"69t £EE£"LZ EEEE"S6E VZEN 89Z 0 £t£0'09t EEE£'LZ E£££'S6E SZEN L8Z 0 8896'6Vt ££EE'LZ EEC£"S6E ZZ£N 98Z 0 £t£0'OEt £E££'LZ £EEE'96£ tZ£N 98Z 0 8896'6Zt ££EE'LZ ££EE'96E OZEN V8Z 0 E6E0'90[ ££££'LZ E£EE'96£ 8t£N E8Z 0 8896'VOt EEE£'LZ EE££'S6E LIEN Z8Z 0 £tE0'08 £E£E'LZ ££££'96E 9t£N t8Z 0 8996'6L EEEE'LZ EEEE'96E StEN 08Z 0 £tE0'09 ££EE"LZ EE£E'96£ VI.EN 6LZ 0 8896'69 £EEE'LZ E£E£'96E EtEN 8LZ 0 L999'0£ EEEE'LZ EEEE'96E Zt£N LLZ 0 9L£6'6Z E£EE LZ £EE£'96E t t£N 9LZ 0 EtEO'St £££E'LZ EEEE'96£ UEN 9LZ 0 88961,t £EEE'LZ EE£E"96£ 60EN VLZ 0 L999'0 EEEE'LZ £££E'96E 90EN £LZ 0 UZ 0 EEE£'96E LOEN ZLZ 0 EtEO'06t 0 ££EE'96E 90EN tLZ 0 9996*68 t 0 EEEE'96E SO£N OLZ 0 UCO'OLt 0 EEE£'96£ VOEN 69Z 0 8896'69t 0 EEEE'96E £OM 99Z 0 £t CO'09t 0 EEE£'96E ZOEN L9Z 0 8896'6V t 0 E£E E'S6E t 0£N 99Z 0 EtEO'0£t 0 EEEE'96E OOEN 99Z 0 8896'6Z t 0 EE£E"S6E 66ZN V9Z 0 Et CO'90t 0 ££E£'96E 96ZN £9Z 0 8896"VO t 0 £E6E'96E L6ZN Z9Z 0 Et£0'08 0 EEE£'96£ 96ZN t9Z 0 8896'6L 0 EEE£'S6£ 96ZN 09Z deia woad yoe;a4 [d]dwal IM Z [A A IIA X lapel anui;uoj sainjeaaawal pue sajeti pi000 Jugor aweN WON :48 � �agwnN gof Nd tZ VS1111' Wd bZ:S aau6isaa MZ 'Lt Uef Auedwoo 9 96ed IP£a'%M[ n32i -71VM:JV3HS Z'O'L6 uoisaan 4£-VSRJ uo4oea�j £8N 9b uo4oea�tj Z8N 9b uo4oea�{ 68N bb uo4oea�j 09N £t, u040e9�tl 6LN Zt, uoi}oea�j 8LN 6b uo4oe9�1 LLN 017 uoi}oea�j tLN 6£ uopeab £LN 8£ uoijoea�j 6£6N L£ uo4oeay OKN 9£ uo4oea�j £b6N 9£ u040eab VVM ti£ uo4oea�j 9t,6N ££ u040eaN 9KN Z£ uoijoea"I LKN 6£ uo4oe9a 9KN 0£ uoi}oea�j 6VIN 6Z u040eab 19M 8Z uo4oeaa 091N LZ uo4oe98 MN 9Z uo4oea�j MN 9Z uo4oea�l 1791N t1Z uoiloeab 99LN £Z uogoea�j 996N ZZ uo4oeay £L6N 1Z uopeaa VLM OZ uo4oea�j 9LLN 6� u043e9b 9LM 96 uoiloeeb LLM L 6 uopeab 9LM 96 uOpea'd 6LLN 96 uo40e9a 086 N 17 L uoijoea�tj 69M £6 uo4oe9b 06M Zl uo4oeay 6M 14 uopeaa MN U uoijoeaa 6ZZN 6 uo4oe9U £ZZN 8 uoi}oea'd ZZZN L uopea�tj 6ZZN 9 uoi}oea�tj 9ZZN 9 uopea�j LZZN t, uoijoea�j 9ZZN £ uo4oe9b 9ZZN Z uo4oea�j tZZN IpeaRb-NI'1o2j Z Ipea/loNou A [pea/loNo'd X [Ulm]Z Iu!/A J. Iu!/A X logej}uior suo►j!puoo AiepunoS jwor 0 Mz £- ££££'96£ 9KN Z6£ -de!Q woj=l goelaa [=I]dwei WI Z Ili]A IM X legej (panu.;uoo) saanjeaa wal pue se;eu!pa000 Riot aweN lapoW Ae pq� qo JagwnN qor d Wd bZ:g aau61sec] ' 1' MZ 'Ll uef Auedwoc) .1 1 Qb 10 0/7 AfiP-f 96 abed [PEa'96W66 nab -�-1VMHVDHS 3132JONOO\*'*\'"\'"\'"\'-'\"'\"'\:o] Z'O'LL uoisa8A4£-VSP:J uogoea�j Z9ZN 86 uogoea�{ ESZN L6 uogoea�J tSZN 96 uogoea�j 99ZN 96 uogoea�l 99ZN b6 uogoea�j LSZN £6 uogoead 89ZN Z6 uogoeeN UN L6 uogoeaH 09ZN 06 uoi;oead 6RN 68 uogoea�j ZBZN BB uogoea�j E8ZN L8 uogoea�j 99ZN 98 uvi}oeazy V0Z N 70 uogoea�J 98ZN b8 uogoea�j L8ZN E8 uogoea�j 99ZN Z8 uoi;oea�j 8VEN 69 UOgoeay Lti£N 08 u0110ea8 9KN 6L uogoeaa SV£N 8L uoi;oea)4 ttCN LL uogoea8 EV£N 9L uogoea8 ZtCN 9L uogoea�j Lb£N bL uogoea�j OKN EL uoi;oea�j 6E£N ZL uoi;oea8 8E£N LL uogoeab L£EN OL uogoea8 9EEN 69 uogoea�J SEEN 89 uoi;oea}j VEEN L9 uoi;oe98 £EEN 99 uogoea�j Z£EN 99 uogoeaa LE£N b9 uopea-H O£EN E9 uogoeay 6Z£N Z9 uoi;oea�j 80M 69 u040e9�1 LOLN 09 uogoea�j t'OLN 69 uogoeay £OLN 89 uuquea�j ZOLN LS uogoead LOIN 99 uoi;oeay OOLN 99 uogoea�j 66N t19 uogoeay 96N £S uoi;oea�j L6N ZS uogoeay 96N LS u043e88 96N OS uoi;oea�j 98N 6V uogoea�j 99N 8b uogoea�j V9N Lt, [PeJR4-11'40b Z [PeJ/4-N1'402i 1. IPM/101'40�1 X [Ulm]Z Pod 1, WIN X lagej 4uior (ponLgjuo,) suo!j!puo;o Aiepunoly jugor auaeN PPON 1A9 � JaquanN gof Ad tZ VS1 if I Ad�Z:q Jaubisaa %OZ 'L6 Uef Auedl-1,100 L[ a6ed [P£a'9[[06[ AD2J IIVW:J EIHS Z'O'L6 uolsaan QE-VSlb Ieo!dAi 13I012i auoN auoN a1JIb OELN L£[N LVA [t, leo!dAl 410121 auoN auoN alJlb Z£LN E£LN 9M Ot, Ieo!dAi aI!DIU auoN auoN 419lu KM S£LN SVA 6£ leo!dAjL aIJlu auoN auoN GiOlu 9£LN LELN VM 8£ Ieo!dAi 01912i auoN auoN CII!DIU 99LN L9LN CM L£ leo!dAi 010121 auoN auoN GiOlu 89LN 69LN ZVA 9£ leo!dAi 0191�1 auoN auoN 419121 OLLN LLLN [M SE leo!dAl 0101b auoN auoN GOO 98LN LBLN OM bE leo!dAi GIOR:1 auoN auoN 019121 90ZN 60ZN 6EA EE Ieo!dAi aI0121 auoN auoN GPDIU 02N L LZN 8EA ZE leo!dA_L QIolu auoN auoN GiOlu ZLZN £LZN LEA L£ leo!dAi 419Ib aIJON 91JON OIJIij SLZN LLZN 9£A 0£ leo!dAj_ GPDIU auoN auoN GPDIU L LZN 9 LZN SEW 6Z IeoFdAi QI9121 auoN auoN GiOlu 8LZN 6LZN VEA 8Z leo!dA_L cliolu auoN auoN GiOlu ttZN St�ZN EEA LZ leo!dAi (119lu auoN auoN QI!DIU 9tZN L17ZN Z£A 9Z leo!d!1 0191u auoN auoN OHM 8tZN 6VZN L£A SZ leo!dAl dlJlb auoN auoN GPDIU OLZN LLZN 0£A VZ Ieo!dAi GEM auoN auoN GPDIU ZLZN £LZN 6ZA CZ leo!dAi OI0I2i auoN auoN GiOlu LLZN SLZN 8ZA ZZ leo!dAi 019M auoN auoN alJl2i 9LZN .LLZN LZA [Z Ieo!dAi GIOM auoN auoN 4101H LZEN 9ZEN 9ZA OZ leo!dLl OPMJ auoN auoN 41912i VZEN 9ZEN SZA 6[ 1eo!dAi GI!DIU auoN auoN 4101H EZ£N ZZEN VZA 8L leoldA_L Giolu auoN auoN GiOlu LZ£N OZEN EZA LL leo!d4l GPDIU auoN auoN GPDIu 9 L£N L L£N ZZA 9 L leo!dA_L QIJIb auoN auoN 0I01H 9LEN S[£N LZA SL leo!dAi GiOlu auoN auoN OIE)IU GLEN £LEN OZA t,L leo!dAl GiOlu auoN auoN 0191�1 Z LEN [LEN 6 LA £[ leo!dAi GPDIU auoN auoN GiOlu OLEN 60EN 9 L A ZL leo!dAi GPDIU auoN auoN CIIORJ LLN 99N 9LA [L Ieo!dAi 019121 auoN auoN 41 JI2i L9N 99N S LA 0 L leo!dAi GiOlu auoN auoN QIOM 99N t,9N VLA 6 18001 dlJlu auoN auoN alJlb £9N Z9N £LW 8 IeoldAl 41JIb auoN auoN Giolu L9N 09N ZLA L leo!dAl GPDIN auON aIJON QIJIN 69N 09N LA 9 Ieo!dAi GPDIN auoN auoN alJlb 6tN 8t7N 9A S leo!dAi GiOlu auoN auoN GiOlu LVN 9tN SA t, Ieo!dAi 0191�1 auoN auoN GPDIu SbN ttN VA £ Ieo!dAi GPDIN auoN auoN GPDIU Ct N ZVN EA Z leo!dAi alJlu auoN auoN 01912i 8EN LAN LA [ salny u6lsa4 1e1ja4ew Isll u51saa adA_L adegS/uoi;oaS wiob iulor N iu!or r 3ulor I lag el ejeQ AjeuIIJd aagwaW u0110eay OEZN t10 L uoltoeau [£ZN £0[ uogoeBN ZEZN ZO L uo!}oeau EEZN LO L uogoeau tCZN 00L uo!}oea�:j LSZN 66 [Pejm-N]402i Z IPejnj-�1,10a.l [Pej/4-NIIOo i X [Ulm]Z IUl/ail .l Iul/A X lager}ulor (penuquo,j) suo►}!puol Ajepunog ggof, auaeN IapoW :A9 PeNoago iequ nN qor NfsIsIjjAd tiZ:9 Jau6IsaQ MZ 'L6 Uer Auedw00 i ati io air a6ea 91, abed [PCF91,1,06 L A3]=] - l-IVWtJ d3HS 313b�N0�\"'\"'\ \"'\"'\"'\' '\ Dl Z'0'L I. uolsaaA QE-VsPtj V/N 1331S NIA Ilt/L-L SZ'L alaJauOO ZLLN LZI,N 9ZLN ELM 8EdM 8E V/N 1331S NIW A,11,-L SZ'L 919aau00 tLLN 6ZLN 0£LN SLLN LEdM L£ V/N 1331S NIW I.t/L-L 9Z'L 000170Uoo 919Jau00 91,LN L£LN Z£LN LLLN 9£dM 9£ V/N 1331S NIW J,11,-L 9Z'L 000touoo 919aau00 861,N E£LN t£LN 61•I•N SEdM 9E V/N 1331S NIW IIt/L-L 9Z'L —000touoo alaJOuo:D OZLN 9£LN 9ELN LZLN t£dM t£ V/N 1331S NIW Ilt/L-L SZ'L '000touoo alaJauOO ZZLN LELN 8£LN £ZLN £EdM E£ V/N 1331S NIW A,11,-L 9Z'L ''000touoo 91aJauOO 89LN L91,N 99LN 991,N Z£dM Z£ V/N b'LL 96L 000touoo eldauuOO 09LN 891,N L9LN 691,N L£dM I,£ V/N 1331S NIW J,11,-L SZ'L '000touoo alaJOUOO Z91,N OLLN 691,N L91,N OCdM OE vinl -17710I KIInl +,11-1 C7'1 -nnn�nllnn alAMUOn f7QI Al 71L1\1 1.1LKI 9QLN F7,4AA R7. VIIV I»11) IVVV IIVIY L J1., !- VVV V""-.J -i-'- - -V ,—.1 ter.-��• —�. .+.+. .. ---... -- V/N 1331S NIW A,11,-L SZ'L ...o0otouoo alaJouo:D MN 98LN 98LN L8LN 8ZdM 8Z V/N VI I, 9Z'L uuutuuuu e1eaou03 �BLN 88LN L8LN MN LZdM LZ V/N 1331S NIW AA-L 9Z'L 000touoo alaMOO LOZN 90ZN t61,N E61,N 9ZdM 9Z V/N 1331S NIW AIL-L SZ'L "'Oootouoo 919Jau00 60ZN 96LN 961,N OLZN SZdM SZ V/N 1331S NIW III/L-L SZ'L 000t7ouoo 818MO7 L I,ZN L61,N 86LN ZLZN tZdM tZ V/N 1331S NIA A,11,-L 9Z'L ' '000touo-) 919aau00 ELZN 661,N OOZN tI,ZN EZdM £Z V/N 1331S NIW A,11,-L 9Z'L '000touoo alaaouOO 9LZN I,OZN ZOZN 92N ZZdM ZZ V/N 1331S NIW 3,11,-L 9Z'L "000touoo 919Jau00 LLZN £OZN tOZN 9LZN LZdM LZ V/N 1331S NIW Ilt/L-L 9Z'L ''000touoo 919J0000 61,ZN 90ZN 90ZN OZZN OZdM OZ V/N 1331S NIW Ilt/L-L 9Z'L —000touoo alaJOuOO 9£ZN £tZN ttZN 9£ZN 6I,dM 61• V/N 1331S NIW A,11,-L 9Z'L 000touoc) 919Jau00 LEZN StZN WN 8EZN 8I,dM 81, V/N 1331S NIW Ilt/L-L SZ'L "'000touoo 819.lau03 6£ZN LtZN 8tZN OtZN LI,dM LI• V/N 1331S NIW 3,11,-L 9Z'L 000touoo alaJOuOO ItZN 6tZN 09ZN ZtZN 9ldM 9L V/N VII, 9Z'L ...000touoo alaJauoO 69ZN 69ZN 09ZN OLZN SLdM 91 V/N 1331S NIW Ilt/L-L 9Z'L "000touo:) 919Jou00 LLZN L9ZN Z9ZN ZLZN tLdM tl V/N 1331S NIW Ilt,/L-L SZ'L 000touoo alaaau00 £LZN £9ZN t,9ZN -VLZN £LdM Cl, V/N 1331S NIW A,11,-L 9Z'L ...000touoo alaMOO SLZN 99ZN 99ZN 9LZN ZLdM ZL V/N 1331S NIW Ilt/L-L 9Z'L 000touoo alaJOUOO LLZN L9ZN 99ZN 9LZN L LdM L L V/N 1331S NIW A,11,-L SZ'L 000touoo 919Jau00 LO£N 8ZEN LIEN 906N OI,dM OL V/N 1331S NIW Ilt/I,-L 9Z'L 000touoo a19aou00 90EN 9Z£N 9ZEN t0£N 6dM 6 V/N 1331S NIW Ilt/L-L 9ZL 000touoo 819J0000 ZOEN £ZEN tZ£N £OEN 8dM 8 V/N 1331S NIA Ilt/L-L 9Z'L 000vouoo alaJauo:D LO£N ZZ£N LZEN MEN LdM L V/N 1331S NIA AA-L 9Z'L 000touoo alaJauOO 66ZN OZ£N 81,£N 86ZN 9dM 9 V/N 1331S NIW A,11,-L 9Z'L '000touoo 819aau00 L6ZN LZEN 9L£N 96ZN 9dM 9 V/N 13d1S NIW ,ItIL-L 9Z'L "'000tOuo' al9Jau00 96ZN 9LEN KEN V6ZN tdM t V/N WI, SZ'L 000touoo alaaau03 Z6ZN £6ZN E L£N Z L£N £dM £ V/N 1331S NIW AA-L 9Z'L '000touoo alaJauOO 06ZN O L£N L L£N L6ZN ZdM Z V/N 1331S NIA Ilt/L-L 9Z'L "*000touoo 919aou00 V69ZN 69ZN 60EN 90EN LdM L 6uioedS/laued ajn�j u6isea ;as leuaieiN Ai ieuaieN iuior a }wok o mod 8 mod y lager Mea hued 11eM lea!dAi aI0IZ1 auoN auoN aI912j 881,N L8LN 99A OS IealdA_L QIJ12i auoN auoN ❑IJIb 98[N 981,N SSW 6t leo!d1(1 alJl�j auoN auoN 0I0121 £tZN ttZN tSW 8t lea!dAi al J121 auoN auoN QI DI2J StZN 9tZN £91AI Lt Ieo!d1(1 al JI2i auoN auoN 41 Jld LtZN 8tZN Z9W 9t IealdA_L OPM] auoN auoN GPDI2] 6tZN 09ZN LSW St Iea!dhl 0191d auoN auoN 019121 tZLN 9ZLN OSW tt Iea!d1(1 aI91�1 auoN auoN QIJI?j LZLN 9ZLN 6tW £t leooAi d101,8 auoN auoN alJlb 6ZLN 9ZLN 8tW Zt sajny u6isaa leua}en ;sib ubisad adAi adegS/uoijoeS 'ie;oa iwor N iuior f iu!or I lagBl (pemgjuoo) eleQ AJELLqid aagWOPV aweN 1apoW A8 Pa�oq4o jagwnN qof Wd tZ:9 Jau6isaa 6WZ 'LL uer Auedwoo 6[ a6ad [P£a'9L[06[ n3b - 11HMHV` VHS 3132l0N00\"'\*'*\*"\"'\"'\"'\"'\:DI Z'O'L[ uolsJ@A aE-`dSlxi V/N 1331S NIW „ WL 9Z'L 000touoo a}aJOuo0 £6ZN tEEN £££N Z6ZN ZOLdM 06 V/N 1331S NIW „ ,4-L 9Z'L 000touoo GIGJOuo0 8[[N 69M ZS[N 6L[N [O[dM 68 V/N 1331S NIW „t,4-L SZ'L '000bouoo 919=00 MN £S[N VS[N LZLN 004dM 88 V/N 1331S NIW A,4-L 9Z'L '000vouoo GIGJOuo0 [6ZN ZEEN L££N 06ZN 66dM L8 V/N 1331S NIW „t,4-L SZ'L oOobouoo @IaJOuo0 68ZN 0£EN 6ZEN V69ZN 86dM 98 V/N 1931S NIW ,,t,/L-L 9Z'L .000vouoc) alaJOuo0 ZZLN 994N 99LN EZLN L6dM 98 V/N 1331S NIW „b/L-L 9Z'L oo0touoo a}a=03 89ZN 98ZN L9ZN L9ZN 96dM V8 V/N 1331S NIW „ ,4-L 9Z'L --000vouoo alGJOuo0 99ZN 99ZN 99ZN 99ZN 96dM E8 V/N 1331S NIA A,4-L 9Z L 000touoo 919JOU00 t,9ZN t,8ZN EBZN £9ZN t,6dM Z8 V/N 1331S NIW ,,t/[-L 9Z'L ...000touoo ala=00 Z9ZN Z8ZN L8ZN [9ZN E6dM 18 V/N 1331S NIW „tA-L 9Z'L - -000touoo 919Mo0 09ZN 08ZN 6LZN 69ZN Z6dM 08 V/N 1331S NIN „ A-L 9Z'L .000touoo 91aaOuo0 80[N 9EN 9EN LO[N [6dM 6L V/N 1331S NIN „ ,4-L 9Z'L -,000bouoo 919=00 VOLN ZEN L£N £OLN 68dM 8L V/N 1331S NIN JA-L 9Z'L -,-000touoo 919Mo0 ZO[N OEN 6ZN WM 88dM LL V/N 1331S NIN AA-L 9Z'L "000touoo a19JOuo0 OOLN 8ZN LZN 66N L8dM 9L V/N 1331S NIN JA-L 9Z'L -"000touoo a19=00 ZtZN 99ZN L9ZN [VZN 98dM 9L V/N 1331S NIN „ ,4-L 9Z-L -000touoo 819=00 OtZN 99ZN 99ZN 6EZN 99dM tL V/N 1331S NIN „V/[-L 9Z'L ...000touoo GIGJOuo0 8EZN V9ZN £9ZN L£ZN t8dM £L V/N 1331S NIN JA-L 9Z'L --000bouoo 918Mo0 9£ZN ZSZN L9ZN S£ZN £8dM ZL V/N 1331S NIN AA-L 9Z'L *-000touoo 919JOuo0 96N 9ZN 9ZN L6N Z8dM [L V/N 1331S NIN JA-L 9Z'L 000touoo alaJOuo0 96N tZN EZN 96N [8dM OL V/N 1331S NIN JA-L 9Z'L ---000touoo GIGJOuo0 90ZN VCZN EEZN 90ZN 8LdM 69 V/N 1331S NIN „b/L-L 9Z'L 000vouoo 818Mo0 VOZN ZSZN [£ZN £OZN LLdM 89 V/N 1331S NIN „t/L-L SZ'L - -000touo:D GIGJOuo0 ZOZN OEZN 6ZZN [OZN 9LdM L9 V/N 1331S NIN „b/L-L 9Z L . 000vouoo 819Mo0 OOZN 8ZZN LZZN 661N 9LdM 99 V/N 1331S NIN „bl[-L 9Z'L --000touoo 919=00 86LN 9ZZN SZZN L6LN tLdM 99 V/N 1331S NIN „b/L-L 9Z'L ...000touoo @19=00 96LN VZZN £ZZN 96LN £LdM b9 V/N 1331S NIW ,VWL 9Z'L ...000touoo 819aOuo0 ZZZN t6[N MN [ZZN ZLdM E9 V/N 1331S NIN JA-L 9Z'L -000vouoo 919=00 99N KN UN 98N OLdM Z9 V/N 1331S NIN JA-L 9Z'L , '000touoo 919=00 V8N Z[N [[N £8N 69dM [9 V/N 1331S NIN ,,tl[-L 9Z'L oOotouoo aIaJOuo0 Z8N ON 6N L8N L9dM 09 V/N 1331S NIN „ A-L 9Z'L .000touoo a3 MOO 08N 8N LN 6LN 99dM 69 V/N 1331S NIN JA-L 9Z'L ...000touoo 91a=00 8LN 9N SN LLN 99dM 89 V/N 1331S NIN „ A-L 9Z'L 000touoo a19=00 MN Z6[N [6[N MN t,9dM LS V/N 1331S NIN „74-L 9Z'L -000i7ouoc) alWOWO L8LN MN 06LN 69LN Z9dM 99 V/N 1331S NIN „ WL 9Z'L -000touoo @IGJDuo0 VLN ZN [N £LN [9dM 99 V/N 1331S NIN „ A-L 9Z'L ---000touoo a49=00 LSLN £L[N VLLN 89LN 09dM b9 V/N 1331S NIN „ WL 9Z'L -000touoo 819=00 69LN 9L[N 9L[N 09[N 69dM E9 V/N 1331S NIN „74-L 9Z'L 000touoo 919JOuo0 9£N ZLN [LN 9EN 89dM Z9 V/N 1331S NIN „ A-L 9Z'L ---000touoo a3aaOuo0 ZEN 99N L9N [EN 99dM [9 V/N 1331S NIN „7WL SZ'L -000touoo 949Mo0 O£N 99N 99N 6ZN 99dM 09 V/N V [ 9Z'L '000touoo a}aaOuo0 9ZN t,9N E9N LZN tgdM 6t V/N 1331S NIN AWL 9Z'L 000touoo 919=00 9ZN Z9N L9N 9ZN E9dM 817 V/N 1331S NIN „ A-L 9Z'L ---000touoo a}aaOuo0 VZN 09N 69N EZN Z9dM Lt, V/N 1331S NIN „74-L 9Z'L 000touoo 919JOuo0 6tN 09N KN £[N LVdM 9t, V/N 1331S NIN „ A-L 9Z'L ...000touoo 919aOuo0 [[N Z[N 8tN LVN 9tdM St, V/N HL[ 9Z'L ...000touoo 919=00 6N UN 9bN 9tN SVdM bb V/N 1331S NIN „bl[-L 9Z'L 000touoo a}aM00 CtN ttN 8N LN t,-VdM Eb V/N 1331S NIN AWL WL 9Z'L 000touoc) a}aJOuo0 9N ZVN [VN 9N EbdM Zb VIN 1331S NIN AWL 9Z'L ...000touoo @IGJOuo0 ZN [N LEN 8£N [VdM Lt, V/N 1331S NIN „vWL 9Z'L 000touoo 918Mo0 60LN H60[N 960LN tZ[N OlvdM Ot, V/N 1331S NIN „ ,4-L 9Z'L ...000vouoo 919=00 O[[N 9Z[N 9Z[N [[[N 6EdM 6E 6uloedS/laued aln�j u6lsaa au�olgi laS leua}eW 'Al leuagew }wok Q mof o mof 8 lulof`d lagej penui uoo ejep/sued IleM aweN PPoN „v JaquunN qoP vsI� Wd tZ:9 .iau6!sao ' %OZ `L6 uer Auedwoo i.a+,io nay abe,4 OZ a68d IP£a'96 W66 nab -TVM:JV3HS 3132��N0�\" \ \ \ \ 1 '\ \D� Z'O'L 4 uolsaan 4£-VSIb V/N V/N auoN ££dM ££ V/N V/N aUON Z£dM Z£ V/N V/N auoN 6£dM 4£ V/N V/N auoN 0£dM 0£ V/N V/N auoN 6ZdM 6Z V/N V/N auoN 8ZdM SZ V/N V/N auoN LZdM LZ V/N V/N auoN 9ZdM 9Z V/N V/N auoN 9ZdM 9Z V/N V/N auoN t ZdM vZ V/N V/N auoN £ZdM £Z V/N V/N auoN ZZdM ZZ V/N V/N auoN 1p7div1 i.Z V/N V/N auoN OZdM OZ V/N V/N auoN 6 t dM 6 6 V/N V/N auoN 8 6dM 8 6 V/N V/N auoN L 6dM L 6 V/N V/N auoN 96dM 96 V/N V/N auoN 9 6dM 9 6 V/N V/N auoN bldM v6 V/N V/N auoN £6dM £6 V/N V/N auoN Z 4dM Z l V/N V/N auoN 6 WA 6 6 V/N V/N auoN O6dM 06 V/N V/N auoN 6dM 6 V/N V/N auoN 8dM 8 V/N V/N auoN LdM L V/N V/N auoN 9dM 9 V/N V/N auoN 9dM 9 V/N V/N auoN vdM v V/N V/N auoN £dM £ V/N V/N aUON ZdM Z V/N V/N auoN 6dM 6 aniJoeuI ..0 wC...-ul wo N io;oed aol aueld-ano io;oed iol aueld-uI =IVSS poglaW u6isaa ... oiwsieS legel WO PaauenPd/aUed lleM V/N 1331S NIW „VWL 9Z'L 000vouo0 919JOu00 LO£N 8v£N Lv£N 9O£N 9t LdM VO6 V/N -1331S NIA ..t14-L 9Z'L -000vouoo GIGJOUoo 691N LLM 8LM MN 9�6dM CO V/N 1331S NIW „74-L 9Z'L ...000vouoo alaJDuoo SO£N 9v£N 9V£N VO£N v6 6dM ZOl V/N 1331S NIW ..-VWL 9Z'L '000vouoo 919JOU00 MN UM O9M t19M U6 dM 106 V/N 1331S NIW ..tWL 9Z'L ...000vouo0 a;aJOuoo V60LN MN OtIN 6OLN Zl ldM 006 V/N 1331S NIW ..v/6-L 9Z'L ...000vouoo 91aaouoo vb£N £0£N ZO£N £v£N 6 6 6dM 66 V/N 1331S NIW „ 14-L 9Z'L "'000vouo a}aJOuoo ZV£N 6O£N OO£N lv£N OL 6dM 86 V/N 1331S NIW ..VWL 9Z'L ...000vouoo a}aaouoo UM £v6N tItIN 6 6M 606dM L6 V/N 1331S NIW „VWL 9Z'L -000vouoo 819JOu00 MN 6££N Ov£N 66ZN 906dM 96 V/N 1331S NIW „t14-L 9Z'L movouoo a;aaOuoo Z[M 9KN 9-V-N MN LOI,dM 96 V/N 1331S NIW uVWL 9Z'L ...000VOW3 919J0000 96ZN L££N 8££N L6ZN 9O6dM V6 V/N 1331S NIW ..tWL 9Z'L "'000vouoo a;aaouoo V6M LKN OtIM 96M 9O6dM £6 V/N 1331S NIW „ 14-L 9Z'L ...o0oOuoo alaJOuoo 96ZN 9££N 9££N b6ZN VMdM Z6 V/N 1331S NIW „ IWL 9Z'L '000vouoo 919JOU00 9�M 6KN 09M L6[N £O6dM �6 buioedS/jaued ejn�j u5isaa auNoigj ;ag leueleW --Al leualeW ;uior a mod o ;uior a mod v lagej penuljuoo e;ep laved 11eM aweN lapoW :A8 t Zo jagwnN qo Ad bZ VS111'' Ad �9 �au6isap MZ 'L6 uer Auedwoo [Z a6ad Ip£a'9[[06[ n32i -TVAAI Vb IHS Z'O'L[ uoiSJan GC-VSI2l V/N V/N auoN L6dM 99 V/N V/N auoN 96dM b8 V/N V/N auoN 96dM £8 V/N V/N aUON b6dM Z8 V/N V/N auoN £6dM [8 V/N V/N auoN Z6dM 08 V/N V/N auoN b6dM 6L V/N V/N auoN 69dM 8L V/N V/N auoN 99dM LL V/N V/N auoN L8dM 9L V/N V/N auoN 99dM 9L V/N V/N aUON 99dM VL V/N V/N auoN b8dM £L V/N V/N aUON £8dM ZL V/N V/N auoN Z8dM [L V/N V/N auoN [8dM OL V/N V/N auoN 9LdM 69 V/N V/N aUON LLdM 89 V/N V/N auoN 9LdM L9 V/N V/N aUON 9LdM 99 V/N V/N auoN bLdM 99 V/N V/N aUON £LdM b9 V/N V/N auoN ZLdM £9 V/N V/N aUON OLdM Z9 V/N V/N auoN 69dM [9 V/N V/N aUON L9dM 09 V/N V/N auoN 99dM 69 V/N V/N auON 99dM 89 V/N V/N auoN V9dM L9 V/N V/N auoN Z9dM 99 V/N V/N auoN [MM 99 V/N V/N aUON 09dM V9 V/N V/N auoN 69dM £9 V/N V/N auoN 99dM Z9 V/N V/N auoN 99dM [S V/N V/N aUON 99dM 09 V/N V/N auoN -V9dM 6t, V/N V/N aUON £9dM 8b V/N V/N auoN ZSdM Lt, V/N V/N auoN LtdM 9h V/N V/N auoN 9VdM 9V V/N V/N auoN SVdM Vb V/N V/N auoN ttdM £t, V/N V/N aUON £VdM Zb V/N V/N auoN [bdM [V V/N V/N auoN OMM Ob V/N V/N auoN 6£dM 6£ V/N V/N aUON 9£dM 8£ V/N V/N auoN L£dM L£ V/N V/N auoN 9£dM 9£ V/N V/N auoN 9£dM 9£ V/N V/N auoN V£dM V£ ani}oeul 0 w0...-ul w0 >1 jo;oed aol aueld-;n0 io}oed iol aueld-uI =IVSS pogleN u6isaa -- oiwsiaS lager (pemuquoo) ejep peouenpd Jaued IIeM aweN IapoW —:49P8�06g0 jagwnNgof Wd t Z:g aau6isaa 660Z 'Ll Uef Auedwoo i.ati io 7Q7 a6ea ZZ abed [P£a'96 W66 A\ Ill - -1]VM:JV3HS 3132IONOO\'''\"'\'"\'"\"'\"'\"'\:a] Z'0'L 6 UOISJ8A GC-VSI2l 0 0 0£Z 0£Z X 96N £ 0 0 O£Z 0£Z X LW Z 0 0 0£Z 0£Z X 4N 6 uogeool pu3...oi;eoo-1}LEIS �sd'd';j/gllapn;iu6eW pu3 bsd'3'74Igllaprylu6en pe;S uoi;oaala lagel Jagwen Z+X 3IWS19S :9 070 spe07 paingi.gslpaaqweW luud 01 elea ON [%'Sl uol4eo of [8-gl'�]ap ryi u6eW uoiloaala la qel IIeM spe07 lurod Wed HUM lulAd 01 e}ed ON [%'41u011e30l [8{llA9Pn4lu6eN uol}oand lagel JagwalN spe07lulod aagwaW b'06 Z l £bZN Z Z9'Z8 Z l 88 6 N 6 [(j}.Zvs.� '8/Zvs.M)'(pej'ul) '(33-g1'N)laPn4lu6elN uoljoaJ14 IN'd'l lagel iulof X+Z DIWSI-gS = L 378 slueweoel sIo paaaoJu3 pue speo7 linor 91l7 X OZZN Z 9b'6£ X LOZN 6 [(4.ZvsA '4/Zvs.�)'(PeJ'ul) '(jb-gI'�)l9Pn4lu6eW uol;oej14 IN'd'l lagel julof Z+X OIWSI3S : 9 079 sluaweoe/ slp paaaoju3 pue spe07 lu►ol• `d/N V/N aUON 9l LdM VO l V/N V/N auoN 9[4dM £06 V/N V/N aUON V71 dM ZO L V/N V/N auoN £6 6dM W0 V/N V/N aUON Zl. dM 006 V/N V/N auoN �dM 66 V/N V/N aUON O61dM 86 V/N V/N auoN 6MdM L6 V/N V/N aUON 801dM 96 V/N V/N auoN LO6dM 96 V/N V/N aUON 901dM b6 V/N V/N auoN 904dM £6 V/N V/N aUON VO6dM Z6 V/N V/N auoN £06dM 66 V/N V/N aUON ZMdM 06 V/N V/N auoN W0 dM 68 V/N V/N aUON 0MdM 88 V/N V/N auoN 66dM L8 V/N V/N aUON 86dM 98 anl;oeul...0 wC...-ul WO )i Jayoe3 Jol aueld-In0 Jo;oe3 Jol aueld-ul db'SS Poq;aW u6lsaa . olwslaS Iagel penuguoo) eleQ peouenpd laued IIeM aweNegw N OVY qor :fig Pa�loa40 Jagwn qof ' Wd bZ:S Jau64soo VS1 a I MZ 'Ll uef Auedwoo CZ a68d [P£a'94 L06 L AD2l --1]VMbb'3HS Z'0'L 4 uoisJan d£-`dsl2j ELO'8 0 ObZ- OtIZ- A WEE£'LZ)LtdAA 49 8E6'bZ 0 OVZ- OtIZ- A (3;££E'LZ)9t7dM 09 8£6't,Z 0 ObZ- OtIZ- A 0;CC£'LZ)9bdM 6V 8E6'bZ 0 OtiZ- ObZ- A (I;£££'LZ)tbdM 8b EL9'0 L 0 ObZ- ObZ- A (IdE££'LZ)£17dM Lb bOL'E£ 0 £Zt- £Ztl- A W£££'LZ)LbdAA 9b VOLE£ 0 OtIZ- OtIZ- A OJE£E'LZ)LVdM St, ZO£'tlL 0 £Zt- £Ztl- A (lEE£'LZ)ObdM bb ZO£'v4 0 OLZ- OLZ- A WE££'LZ)0VdAA Eb 906't,L 0 £Zti- £Zb- A (IdEE£'LZ)6£dM Zt, 906'VL 0 OLZ- OLZ- A 0l•£££'LZ)6£dM Ltl ZO£'bZ 0 OLZ- OLZ- A 0;CC£'LZ)8£dM Ot, 8£6'VZ 0 OLZ- OLZ- A 0;£££'LZ)L£dM 6£ 8£6'VZ 0 OLZ- OLZ- A 0JEE£'LZ)9£dM 8£ 8E6't,Z 0 OLZ- OLZ- A (IJE££'LZ)9£dM LE 8£6'17Z 0 OLZ- OLZ- A 9E 696't,Z 0 OLZ- OLZ- A (I EEE-LZ)££dM 9£ VOL'£Z 0 09- 09- A (I E££'LZ)Z£dM bE tl9£'£Z 0 09- 09- A OJ£££'LZ)LEdM ££ 88L'LZ 0 09- 09- A 0JCC£'LZ)OEdM Z£ ZO£'9Z 0 09- 09- A 0;££E'LZ)6ZdM L£ LLZ'tZ 0 00£- 00£- A (IJ£££'LZ)8ZdM 0£ £L5'SZ 0 00£- 00£- A (4£££'LZ)LZdM 6Z L£6'17Z 0 00£- 00£- A ���£££'LZ)9ZdM 8Z 8£6't,Z 0 OOE- 00£- A (I;££E'LZ)SZdM LZ 8£6'bZ 0 00£- 00E- A (lEE£'LZ)t ZdM 9Z 8£6'VZ 0 00£- 00£- A 0EE£'LZ)£ZdM 9Z 8£6't,Z 0 00£- 00£- A (ld£E£'LZ)ZZdM bZ 8£6't,Z 0 00£- OOE- A OIE£E'LZ)4ZdM EZ 906'VZ 0 00£- 00£- A ��1£££'LZ)OZdM ZZ £L9'OZ 0 09 L- 094- A OJ£E£'LZ)64dM LZ 8E6'6 4 0 09 L- 09 L- A (11E££' 68 LdM OZ 8E6'6 L 0 09 L- 09 L- A WE£E'LZ)L LdM 6 L ZOE'6 L 0 09 L- 09 L- A 01•£££'LZ)9 LdM 8 L 69617Z 0 09- 09- A OICC£'L694dM LL 8£6't,Z 0 09- 09- A WECC'LZ)t,LdM 9 L 8E6'VZ 0 09- 09- A OJ£££'LZ)E4dM 94 8£6'17Z 0 09- 09- A OI£E£'LZ)Z4dM t,L ZO£'VZ 0 09- 09- A Ol•££E'LZ)L LdM £L 696'6 L 0 00£- 00£- A (34£££'LZ)O LdM Z L 8£6'6 L 0 00£- 00£- A (4E££'LZ)6dM L L 8E6'6 4 0 00£- 00£- A (:4£E£'LZ)8dM 0 L 8£6'6 4 0 00£- 00£- A (74E£E'LZ)LdM 6 8E6'bZ 0 00£- 00£- A OJ£££'LZ)9dM 8 8£6'17Z 0 00£- 00£- A ()4£££'LZ)9dM L 8£6'6 L 0 00£- 00£- A ('4££E'LZ)VdM 9 ZOE'6Z 0 00£- 00£- A (:4£££'LZ)£dM 9 906'VL 0 £Zti- EZb- A (l4£££'LZ)ZdM b 906't,L 0 OOE- 00£- A (71EE£'LZ)ZdM E ZO£I L 0 £Zb- £Zti- A (:4E££'LZ)LdM Z ZO£'tl 4 0 00£- ON- A OJ£££'LZ)4dM L NIlluogeoo� Pu3 [%'81uoileool laels [d'3J/gl]epnllu6eW Pu3[d'lj/glleprgiubeW Pels uolloaJid lage'1 IIeM (aVg(7 : 6 379)speo7 painglalsla laued IIeM GWEN IapoW A8 t7 ua�aq gof Ad Wd bZ:g�S JaUBu6lsaa MZ 'L6 Uef AuedWoo I.Qb 10 1707 a6e,a VZ a6ed [P£a'%W6L n32l - TVMt]V IHS 313R:JONOO\— 1=D) Z-0'L6 UOISJ9n CICNSl�:] VOL'££ 0 009- 009- A OJEEE'LZ)LVdAA Lb ZOE'bl 0 9'Z9g- 9'Z99- A (II£EE'LZ)ObdM Ol, 906'bl 0 9 Z99- S'Z9S- A (II££E'LZ)6£dM 6£ ZOE't,Z 0 9'Z99- S'Z9g- A (IJEEE'LZ)8£dM 8E 8E6't,Z 0 9'Z99- 9 Z99- A (II££E'LZ)L£dM L£ 8E6'l7Z 0 9'Z99- 9'Z99- A (Il•EEE'LZ)9EdM 9E 8£6't,Z 0 9'Z99- 9'Z99- A (II££E'LZ)9£dM 9£ 8E6 V6 0 9'Z99- 9'Z99- A (IJ££E'LZ)V£dM PC 696't,Z 0 9'Z99- S'Z9S- A (IJE££'LZ)£EdM ££ +,ni 'C7 n C7I- C7I- A (11999'/7.)79e4AA 79 bSE'£Z 0 SZL- SZL- A (IJ£EE'LZ)L£dM L£ MIZ 0 gzl- gzl- A (Ib£EE'LZ)OEdM OE ZOE-96 0 9U- 9Zl- A (Ij££E LZ)6ZdAA 6Z LLZ'tlZ 0 gZ9- 9Z9- A (Il<EEE'LZ)8ZdM 8Z E19'9Z 0 47.9- SZ9- A (Id££C'LZ)LZdM LZ LE6'tZ 0 9Z9- 9Z9- A (IIEEE'LZ)9ZdAA 9Z 8£6'tZ 0 SZ9- 9Z9- A (IE££'LZ)SZdM 9Z 8E6't,Z 0 9Z9- 9Z9- A (II£EE'LZ)tZdM tZ 8£6't,Z 0 9Z9- 9Z9- A (Il•E££'LZ)£ZdM EZ 8E6'bZ 0 9Z9- 9Z9- A (IJEEE'LZ)ZZdM ZZ 8£6't,Z 0 SZ9- 9Z9- A (Il•EE£'LZ)LZdAA LZ 906'VZ 0 9Z9- 9Z9- A (I�£EE'LZ)OZdM OZ E19'0Z 0 9'Z6C- 9'Z6£- A (II£££'LZ)66dAA 66 8E6'66 0 S'ZLE- 9'ZLE- A (I�£E£'LZ)BLdM 8L 8E6'66 0 9'ZLE- 9'Z6£- A WE££"LZ)LLdAA LL ZO£'66 0 9'Z6£- 9'ZL£- A (IJEEE'LZ)96dAA 96 696'VZ 0 9Z L- 9Z L- A (IIE£E'LZ)9 LdM 9 L 8£6'bZ 0 9Z L- 9Z L- A ORCC'LZ)V L d M t,L 8E617Z 0 gZ L- 9Z L- A (Il•EE£ LZ)£LdM E L 9£6't,Z 0 9Z L- SZ L- A (IIE££'LZ)Z LdM Z L ZO£'tZ 0 SZ L- 9Z L- A W££E'LZ)L LdM L L 696'6 6 0 9Z9- 9Z9- A (Id££E'LZ)O LdM O L 8£6'66 0 SZ9- 9Z9- A (34E££'LZ)6dM 6 8E6'6 L 0 SZ9- 9Z9- A (4£EE'LZ)8dM 8 9E6 66 n g7.g- 9Z9- A (Il•£E£'LZ)LdM L 8E6't,Z 0 9Z9- 9Z9- A (4EEE'LZ)9dM 9 8£6'-VZ 0 9Z9- SZ9- A (Il•£E£'LZ)SdM 9 9£6'6 L 0 9Z9- 9Z9- A (I4EEE'LZ)tdM 1, ZO£'6Z 0 9Z9- 9Z9- A WE££ LZ)£dM £ 906'b L 0 9Z9- 9Z9- A (Il•EE£'LZ)ZdM Z ZOE'171. 0 9Z9- gZ9- A ( CCS'LZ)L d M L [%'I}lu04e001 PU3 [%'8]uoi}eoo�lielS [3'3llgl]9pnjlubeW Pu3[3'34/gll9Pr,4lu6en}je;S uoljoana lagel IIeM ONS - ti 078 speo7 paingpjsg7/sued IIeM b06'£E 0 EZb- EZt- A (IIEEE'LZ)89dM 89 1706'E£ 0 ObZ- OPZ- A (IIE££'LZ)8SdM LS £L9'9 L 0 OVZ- ObZ- A (IJE£E'LZ)99dM 99 8E6'VZ 0 OtIZ- OPZ- A (IlE££'LZ)SSdM 99 8E6'VZ 0 OVZ- OtIZ- A (Il~EEE'LZ)tlgdM bg 8E6't,Z 0 ObZ- OPZ- A (IJEE£'LZ)£9dM ES £LO'8 0 ObZ- OtiZ- A (IJEE£'LZ)ZgdM Z9 [%IINO4e001 Pu3 [%'S]uol;eoo-1�jelS [3'3}/gl]apnllu6eW Pu3[3'l}/gQapn4Iu6eW 1jelS uo13oana Iaqul IIeM an UPuo3 ad30: 6 079 spe07 pajnglals►Q laued IIeM aweN IsPON A8 i7 �agwnN qof Nd vs I if I' Wd tiZ:g;S iau6lsad MZ 'Ll uer Auedwoo 9Z a6ed [P£a'9L L06L n32i -TI`dM2JV3HS 3132JONOO\"'\"'\"'\"'\"'\"'\"'\:ol Z'O'LL UOISaan 4£-`dS121 LLZTZ 0 964 96L Z (tIE££"LZ)8ZdM 9 EL9'9Z 0 96L 96L Z (ttEE£'LZ)LZdM 9 £L9'OZ 0 EbZ £bZ Z WE£E'LZ)6 L d M b 8E6'6 L 0 EbZ EbZ Z WEEE'LZ)9 L d M E 8£6'6 L 0 EbZ £tIZ Z (I-4£EE'LZ)L LdM Z ZOE 6L 0 £-vZ EtZ Z WEEE'LZ)9LdAA L [%'Ib]u0ge30-1 pu3 [%'8]uoi;eool pejS [d'3j/gl]apnllu6eW pu3[d'j}/gl]apr-4Iubew lie3S uolloajld lapel IIeM (X+Z OIWSI3S - L 079) speo7 polnq!ajsl(7/quad IIeM VOL E£ 0 O£Z OEZ X (ttE££'LZ)8SdM 8Z £L9"9L 0 OEZ OEZ X (ttEEE'LZ)99dM LZ 8£6't,Z 0 NZ 0£Z X (It£MLZ)9SdM 9Z 8E6'VZ 0 OEZ 0£Z X (td£££'LZ)V9dM 9Z 8£6't,Z 0 O£Z O£Z X (t;EE£'LZ)E9dM tlz £L0'8 0 0£Z OEZ X (ttEEE'LZ)Z9dM EZ ELO'8 0 0£Z OEZ X (tt£££'LZ)LbdM ZZ 8E6'VZ 0 OEZ OEZ X (tt££E'LZ)9tdM LZ 8E6't,Z 0 O£Z OEZ X 4J£MLZ)9tdM OZ 8£6'tZ 0 OEZ OEZ X (tIE£E'LZ)tltdM 6 L £L9'0 L 0 OEZ 06Z X WECC'LZ)EbdM 8 L VOL'EE 0 OEZ OEZ X (ttEE£'LZ)LtldM L L ZOETZ 0 t6L b6L X WECE'LZ)LLdM 9L 8E6'tZ 0 V6 L V6 L X WEEE'LZ)Z L d M 9 L 8E6'VZ 0 VoL tl6L X (lJ£EE'LZ)ELdM t,L 8£6 bZ 0 t"6 L V6 L X (ttE££'LZ)t,L d M E L 696TZ 0 V6L V6L X (tt£££'LZ)9LdM ZL 906't,Z 0 98 L 98 L X (ttEEE'LZ)OZdM L L 8E6'VZ 0 98 L 98 L X (ttE£E'LZ)LZdM 0 L 8£6TZ 0 98L 98L X (LtEEE'LZ)ZZdM 6 8£6't,Z 0 98 L 98 L X (td£EE'LZ)£ZdM 8 8£6't,Z 0 98 L 98 L X (tt££E'LZ)bZdM L 8E6't'Z 0 98 L 98 L X (tt£££'LZ)9ZdM 9 LE6'tZ 0 98 L 98 L X 4tEEE'LZ)9ZdM 9 ZO£'9Z 0 9bL 9bL X (3J££E'LZ)6ZdM t, 88L'LZ 0 9vL 9t,L X (4EE£'LZ)0£dM E tl9E'EZ 0 9bL 9t,L X (3JEEE'LZ)LEdM Z t,OL'EZ 0 9tL 9t,L X (ttE£E'LZ)ZEdM L [%'3}]u04e001 Pu3 [%'8]uoljeooj}ae}S [d'Iygl)apnllubeW Pu3[d'3!/gl1apn}iu6ew pets uollowia lagq IIeM Z+X 3IWSI3S 9 079 speo7 paingpjs/Q laued IIeM tlOL'EE 0 009- 009- A G#EEE'LZ)89dM Z9 EL9'9 L 0 009- 009- A (ttE££'LZ)99dM L9 8E6'VZ 0 009- 009- A (4££E'LZ)99dM 09 8E6'VZ 0 009- 009- A (UM LZ)tl9dM 6t, 8£6't,Z 0 009- 009- A (tdEEE'LZ)E9dM 8t, ELO'8 0 009- 009- A (tbEEE'LZ)Z9dM Lt, ELO'8 0 009- 009- A (t3£££'LZ)LbdM 9t7 8£6'tZ 0 009- 009- A (ttE££169MM 9v 8£6TZ 0 009- 009- A WE££'LZ)9bdM vtl 8E6't,Z 0 009- 009- A (tt£EE'LZ)tltldM Et, EL9'O L 0 009- 009- A (td£EE'LZ)£tdM Zt, [%'IJNO eoo� Pu3 [%'8]uoi;eoo-j pe;S [d'jj/gl]9pnjiu6en pu3[d'lj/gl]aPnllubeW}ie}S uoi;oexc] lapel IIeM (panulluoO) (MONS : POW) spe07 pejngpjsla laued IIeM GWB qOr *vsIm'' �8 Pa�1�40 jagw�agwnN qof ' Wd bZ:9 aaUBISo(] %OZ 'LL Uef Auedwoo I.Q#s 10 007 a6ea 9Z abed [P£a'96 W66 A\ 121 -IIVM2iH3HS 313210NOOV- '"1"'\"'\"'\' \"'\ bl Z'0'LL uOISJ@A a£-VSI2J L'—S Z' IS L -1 9' II L- X+Z-l3 Z' Ia.sPS Z1 Ia it Sail x+Zl3-W 9-96 0e1 L L L' s Z' Is L 1 9' -n l- Z+X13 Z' la.sPs Z L -10 A Sa,l Z+XI3-M 9-91 081 9 L L•—S Z' IS L "'I 9' II L X+Z-l3 Z Ia.sPS Z1 Ia A S9Jk X+ZI3(a)9-9L 091 96 L' s Z Is L . 1 9' Tl L Z+X-13 Z" Ia.SPs Z L la A SqA Z+XI3(q)9-9• 081 bL £L '0 GVOI 01WS13S.. Z L LL L 9' II 9"L N-lS 9'L IS Z1 la A SaA (0) £-9L 081 OL L ...I 9' �I 9,L -na z"l Io A SO), (e) £-9L 081 6 9,L Sly 9,L -11 Z't -1a A Sak (0) Z-96 081 8 9'" s 9' Is 9 L SII 9'l Il Z'6 I4 A Sa,k (q) 6-9L 081 L 9'. .a 9,� SII 9-L -11 z L Ia A Sak (Il+la)(e)z-9l 0el 9 b'L in A Sah (AINOIa) l-9b 091 9 CIVOI KLIAV89.. Z L e..ed...g..ed 0I8 ...ed 0I8 ...ed 0I8 ...as. ad 8APS uoilduosea suol eu►gwoo peo-7 X-Z�3 X-Z 01WS13S 8 tlZ Z X+Z13 X+Z 01WS13S L Z-X-13 Z-X 01WS13S 9 L£ Z Z+X13 Z+X 01WS13S 9 Z9 is MONS t, lib inn 3OO2l £ 11 3AI-1 z 89 L- l4 GV30 L ling-eaay• alsla lulOd lulOr a0 Z"aJ A"JJ X Aaobele0 uolldlaosea 019 saseD peo-7 orsea ZO£'bL 0 99Z 99Z Z W£££'LZ)LdM tlZ 906't,6 0 99z 99Z Z (+4£££'LZ)ZdM £z ZO£'6Z 0 99Z 99z Z (lU£££'LZ)£dM ZZ 8£6'66 0 99Z 99Z Z (:1£££'LZ)VdM LZ 8£6't,Z 0 99Z 99Z Z ( £££'LZ)9dM OZ 8£6'tiZ 0 99Z 99Z Z (4£££'LZ)9dM 6 L 8£6'6 L 0 99Z 99z Z (4£££'LZ)LdM 8 L 8£6'6 L 0 99z 99Z Z (I1£££'LZ)8dM L L 8£6'6 L 0 99Z 99Z Z (:4£££'LZ)6dM 9 6 696'6 L 0 99Z 99Z Z OI£££'LZ)0 LdM 9 6 ZO£'bL 0 £OZ £OZ Z (ll<£££'LZ)OMM t,L 906'tL 0 £OZ £OZ Z GJ£££'LZ)6£dM £L z0£'tlz 0 £OZ £Oz Z (lJ£££'LZ)8£dM z L 8£6't,Z 0 £OZ £OZ Z (3;£££'LZ)L£dM L L 8£6'bZ 0 £Oz £Oz Z (��£££'Lz)9£dM OL 8£6't,Z 0 £OZ £OZ Z (ll£££'LZ)9£dM 6 8£6'VZ 0 £Oz £OZ Z 0J£££'LZ)V£dM 8 69611Z 0 co £Oz Z (lJ£££'LZ)££dM L [%'lbluogeoOI Pu3 [%'8]uolleool 3Je#S [d'3}/gl]apnliubeW Pu3[d'3}/gll9pm!ubBN gels uolloaila lapel IIeM pangquoo) +Z 3IWSl3S : L 078 speo,7 pejnqpgs/Q hued lleM aweN IapOW :A8 moa40 jagwnN qor Nfslalll Wd bZ:9 Jau6l sea MZ 'LL Uer Auedwoo LZ a6ed [P£a'9L ML ADIH --11VM:JV3HS 313b0N00\--'\"'\" V'Y''\"'\"'\ of Z'0'LL UOISJ@A GC-VSlb 0 0 0 0 M'99 0 LZZN 9 t, .-, 0 0 0 0 69L't,-V 0 9ZZN 9 £ 0 0 0 0 99L'Lt, 0 9ZZN 9 Z 0 0 0 0 9 LO'9-v 0 tZZN 9 L [II-ql]ZW [I3{ll] AN [II-ql]XW hl Z [>I] A X lager lu!or Ol suoliDead mior SaA SaA saA SaA saA saA saA X+Z13- 9Z saA SaA saA saA SaA SaA saA X+Zl3 LZ saA saA saA saA sa,k saA saA lS 9Z SaA SaA SaA SGA saA SGk saA la 9Z saA saA SaA sa,k SaA SaA saA bZ Sa,k saA SGA SO), SGA saA Sa,l N18WOO(JVM N0110VMJ £Z SaA S8A Sa,k sa), S8,k SaA saA ZZ SaA S9A Sa,k SaA SOA SGA SGA Z+Xl3- W L-9L 081 LZ SaA saA SaA sa,k saA sa,k sa,k Z+X13-W L-9L 081 OZ SaA SGA SaA saA saA saA saA X+Z13 (a) L-9L 081 6L S9A SaA SOA saA SaA saA saA Z+Xl3 (q) L-9L 081 SL sa,k SOA saA SaA Sa,k saA saA X+Zl3- W 9-9L 081 LL saA S9A sa,k SaA S9A SaA saA Z+X13-M 9-9L 081 9 L saA S9A SaA SGA saA SGA SGA X+Zl3 (a) 9-9L 081 9 L SaA saA Sa,k SBA Sa,k sa,k sa,k Z+X13 (q) 9-% 081 t,L SOA SaA S@A saA SaA SaA SaA £L Salk sa,k S9A SaA Salk SOA SaA '-IVN18W00 a`d01 OIW6I3S Z L SaA saA saA SaA saA SGA sa,k LL S9A S9A sa,k SaA SOA saA saA (3) £-9L 081 0 L saA SaA saA S@A saA SGA SaA (e) £-9L 081 6 S9A SBA SGA SBA SaA SeA SaA (0) Z-% 081 8 saA SaA saA saA saA sa,k saA (q) Z-9L 081 L S9A SaA SaA saA SaA SeA SeA (ll+l(1) (e) Z-9L 081 9 SaA SGA saA saA SGA S9A SGA (AlNO la) L-9L 081 9 Sa,k S9A Sa,k saA SaA SaA SaA sa,k b SaA SGA sa k sa,k SaA saA S@A SGA £ S9A S9A S9A saA SOA Sa,k SaA SaA dN18W0O CVOl kLIA 'dD=« Z SGA SaA Sa,k SOA SaA saA saA SGA L oauuoOssalule�S...uiwnivAjuoselNa}amo0 Poo/N ..03PI00 " 10H aoiNaS a0 dISH uollduosaa u Isaa uoI;eul WOD peo'7 L- -713 A X+Z13- 8Z L "Z13 A X+Zl3 LZ L is A lS 9Z L l4 A ld 9Z bZ 'GV0l N0110`dMJ — £Z ZZ L- X+Zl3 Z'-la«sps 6' la A SOA Z+X13-W L-96 081 LZ L-Z+Xl3 Z'-la.sps 6' la A SaA Z+Xl3-M L-9l 081 0Z L X+Zl3 Z'-la.xspS 6 ld A SaA X+Zl3(a)L-9L O81 6 L L Z+X13 Z'-la.sps 6' 10 A S8A Z+X13(q)L-9L 091 8L ed...g .ed_.g..ed...g..ed...g..ed. 8..ed...g..ed...g..ed M9 -ed 018 ...ed Ole 21S .ad anloS uoI}duosaa (penu9u03) suoiJeu►gWOD peo-7 GweN IapoW A8 PeNoeg0 jagwnN qof VS111111W d tiZ:g �au6lsaa 6WZ 'L6 uef AuedwoO i_a+,10 QQ7 e5e,4 8Z abed [PU%W66 n321 -TlVW `d IHS Z'O'L6 uoisJan GC-`dSPtJ 0 0 0 0 6v£'Lv 0 WM 9 99 0 0 0 0 v8'£v 0 006 N 9 99 0 0 0 0 99Z'8v 0 66N 9 b9 0 0 0 0 800'6-p 0 86N 9 £9 0 0 0 0 VLL'Ov 0 L6N 9 Z9 0 0 0 0 99v'9b 0 96N 9 69 0 0 0 0 6£'9 6 0 96N 9 09 0 0 0 0 Z8E'9 6 0 99N 9 6v 0 0 0 0 £6£'9 0 98N 9 8v 0 0 0 0 £L9'Ov 0 v8N 9 Ltt 0 0 0 0 2,' t, 0 £8N 9 9v 0 0 0 0 £LZ'8v 0 Z8N 9 9v 0 0 0 0 b£8'£t, 0 WN 9 vv 0 0 0 0 Z9t7 Lv 0 08N 9 £v 0 0 0 0 6891v 0 6LN 9 Zv 0 0 0 0 9WOZ 0 8LN 9 6 v 0 0 0 0 660'OZ 0 LLN 9 Ov 0 0 0 0 9LL19 0 VLN 9 6£ 0 0 0 0 Lv6'£9 0 £LN 9 8£ 0 0 0 0 699'ZZ 0 6UN 9 L£ 0 0 0 0 9vZ'£Z 0 Ov6N 9 9£ 0 0 0 0 99L'ZZ 0 £v6N 9 9£ 0 0 0 0 9v8'9Z 0 vv6 N 9 v£ 0 0 0 0 £98'vZ 0 9K N 9 ££ 0 0 0 0 Zv0'6Z 0 9v6 N 9 Z£ 0 0 0 0 v90'8Z 0 LKN 9 6£ 0 0 0 0 90£'8Z 0 8v1N 9 0£ 0 0 0 0 £OZ'8v 0 6v6N 9 6Z 0 0 0 0 v9t'Zv 0 6M 9 8Z 0 0 0 0 6981v 0 094 N 9 LZ 0 0 0 0 V9'6£ 0 MN 9 9Z 0 0 0 0 Z 48'L£ 0 MN 9 9Z 0 0 0 0 v017'8£ 0 179M 9 vZ 0 0 0 0 6£Z'8£ 0 996 N 9 £Z 0 0 0 0 960'8C 0 9%N 9 ZZ 0 0 0 0 9v£ 0v 0 CLAN 9 lZ 0 0 0 0 Z88'6v 0 VLM 9 OZ 0 0 0 0 496'£v 0 9LM 9 6� 0 0 0 0 l99'8£ 0 9LM 9 86 0 0 0 0 88L'0£ 0 LL6 N 9 L 6 0 0 0 0 999'6Z 0 8LM 9 96 0 0 0 0 Lv8'6£ 0 6LM 9 96 0 0 0 0 £8v'£v 0 08l N 9 t,6 0 0 0 0 6OL'69 0 68M 9 £6 0 0 0 0 866'£9 0 06l N 9 Z 6 0 0 0 0 9�6'99 0 b6M 9 6 6 0 0 0 0 Lv9'09 0 MN 9 0 L 0 0 0 0 699'9tl 0 6ZZN 9 6 0 0 0 0 Z69'lb 0 £ZZN 9 8 0 0 0 0 8Lv'6£ 0 ZZZN 9 L 0 0 0 0 9ZL'Z7 0 6ZZN 9 9 0 0 0 0 Z8v'6£ 0 8ZZN 9 9 [ib-gl]ZW [11{11]I.W [3l{ll]XW IN]Z 14 1. [N] X lagej lulof 01 penWjuoo suogoeey jWor aweN lapoW :A8 PN aagwnN 40 vs1111' Wd VZ:9 bZ�9 Jau6isap 660Z 'L6 Uef Auedwoo 6Z 86ed [P£a'96 L066 n321 -TVM2]H3HS 3132iONOO\'"\'"\"'\...\.'.\"'\"'\:OI Z'0'L6 UOISAn GC-`dSI2l 0 0 0 9f 4 0 0 tld M 9 80 6 0 0 0 869'4- 0 0 EdM 9 L06 0 0 0 ZZ£' 0 0 ZdM 9 906 0 0 0 986'- 0 0 LdM 9 90L 0 0 0 0 L09 £t, 0 0£ZN 9 tl0 6 0 0 0 0 908'£tl 0 6£ZN 9 CO 0 0 0 0 �ZL'ZV 0 Z£ZN 9 ZOl 0 0 0 0 60t,'Zt, 0 £EZN 9 60 6 0 0 0 0 £8079 0 VEZN 9 006 0 0 0 0 990'6£ 0 LSZN 9 66 0 0 0 0 Z'9t, 0 Z9ZN 9 86 0 0 0 0 Z8S'Ztl 0 E9ZN 9 L6 0 0 0 0 L90'Ot7 0 t gZN 9 96 0 0 0 0 9L9'Zb 0 99ZN 9 96 0 0 0 0 490'Otl 0 99ZN 9 t,6 0 0 0 0 60Z'4V 0 L9ZN 9 £6 0 0 0 0 96L'8E 0 89ZN 9 Z6 0 0 0 0 EZ9'09 0 6LZN 9 L6 0 0 0 0 96L'9t, 0 08ZN 9 06 0 0 0 0 t,69'6t, 0 LEN 9 68 0 0 0 0 819,09 0 Z8ZN 9 88 0 0 0 0 LLVIV 0 £8ZN 9 L8 0 0 0 0 6091t, 0 99ZN 9 98 0 0 0 0 tOt,'Lt, 0 t8ZN 9 98 0 0 0 0 £LO'Lt, 0 99ZN 9 b8 0 0 0 0 998'Ztl 0 LEN 9 E8 0 0 0 0 £99'9t, 0 88ZN 9 Z8 0 0 0 0 L88'Ot, 0 SVEN 9 48 0 0 0 0 88LIt, 0 Lb£N 9 08 0 0 0 0 909'Otl 0 9t�£N S 6L 0 0 0 0 6£0'Zt, 0 9t�£N 9 8L 0 0 0 0 St,8'6£ 0 tt�EN 9 LL 0 0 0 0 ZOL'Zt, 0 CKN J 9L 0 0 0 0 L6'6£ 0 ZKN 9 9L 0 0 0 0 999'6£ 0 LKN 9 bL 0 0 0 0 999'8t, 0 OVEN 9 £L 0 0 0 0 L90'tl£ 0 6££N 9 ZL 0 0 0 0 6ttZ'6t, 0 8££N 9 6L 0 0 0 0 tl00'bS 0 L£EN 9 OL 0 0 0 0 98Z'6£ 0 9££N 9 69 0 0 0 0 6LZ'£t, 0 9£EN 9 89 0 0 0 0 9LLI9 0 VEEN 9 L9 0 0 0 0 969'99 0 ££EN 9 99 0 0 0 0 906'9Z 0 ZEEN 9 99 0 0 0 0 El0'LZ 0 LE£N 9 V9 0 0 0 0 60t'SZ 0 0£EN 9 £9 0 0 0 0 6tO'tZ 0 6Z£N 9 Z9 0 0 0 0 996,£9 0 80LN 9 69 0 0 0 0 L9LI9 0 L06N 9 09 0 0 0 0 tlt,9'6Z 0 VO4 N 9 69 0 0 0 0 L'6Z 0 £06 N 9 89 0 0 0 0 669'Lt, 0 Z06 N 9 L9 [l3-gll ZW [3j-q1]l.W [II-ql]XW M Z [A A H X lapel lulof 01 (penuiluo;o) suoi;oeey Jui01- auaeN PPOA 148 Padloa40 jaqwnN gor � Wd Z:g aaubu6isaa MZ 'L6 uer Auedwoo i ati io nF7 96e,4 OE a6Bd [PCJ'944u64 n321 -7VMb`d3HS 313?JONOO\-'*\'"\'"\".\."\"'\",\'Ol Z'0'L4 UOISJ@A (le-Vslb 0 0 0 0 6L'SE 0 9ZZN -^+ 094 0 0 0 0 v89'8£ 0 vZZN 9 694 81v'60 4 :Z EEv'v 4 :,k Lvv'v 4Z :X (lb) JOO 9 991 0 8£9'v84v 0 :Slejol 9 L94 0 0 0 0 0 WV- 89dM 9 99 4 0 0 0 0 0 L M 99dM 9 99 4 0 0 0 0 0 vS4'- 99dM 9 v94 0 0 0 0 0 EZ'4 v9dM 9 ES 4 0 0 0 0 0 L44'- ESdM 9 Z94 0 0 0 0 0 ZZO'- ZSdM 9 494 0 0 0 0 0 0 LvdM 5 09 0 0 0 0 0 LZ' 9vdM 9 6v4 0 0 0 0 0 "Z'4- SvdM 9 8v4 0 0 0 0 0 9u' vvdivl 9 Lv4 0 0 0 0 0 8 40'- EvdM 9 9v 4 0 0 u 0 0 6L£' 4 PdM 9 g1v 4 0 0 0 99£'- 0 0 OvdM 9 tt 0 0 0 Z 48'- 0 0 6£dM 9 Ev 4 0 0 0 99£'4- 0 0 8EdM 9 Zv l 0 0 0 990'- 0 0 LEdM 9 4v4 0 0 0 99 4' 0 0 9£dM 9 Ov 4 0 0 0 9897 0 0 S£dM 9 6£4 0 0 0 8vZ'- 0 0 v£dM 9 8£4 0 0 0 9LO' 0 0 EEdM 9 LE 4 0 0 0 0 0 6v9'- ZEdM 9 9£4 0 0 0 0 0 9LZ'4 4EdM 9 9E4 0 0 0 0 0 9497 0£dM 9 v£l 0 0 0 0 0 4vZ'£- 6ZdM 9 £E 4 0 0 0 840'l 0 0 8ZdM 9 ZE 4 0 0 0 840,4- 0 0 LZdM 9 4£4 0 0 0 0 0 998' 9ZdM 9 O£4 0 0 0 0 0 9Z9'4- SZdM S 6Z 4 0 0 0 0 0 40v'4- vZdM 9 8Z 4 0 0 0 0 0 996'v EZdM S LZ4 0 0 0 0 0 4Z9"- ZZdM 9 9Z4 0 0 0 0 0 4LV �ZdM 9 9Z4 0 0 0 0 0 917L'Z- OZdM 9 vZl 0 0 0 L89'Z- 0 0 64dM 9 EZ4 0 0 0 946' 0 0 84dM 9 ZZ4 0 0 0 646' 0 0 L4dM 9 4Z4 0 0 0 Z98' 0 0 94dM 9 OZ4 0 0 0 u 0 496' 9 4dM 9 64 4 0 0 0 0 0 8LE'- v 4dM 9 84 4 0 0 0 0 0 LZO' £4dM 9 L4 4 0 0 0 0 0 4v£, Z 4dM 9 94 4 0 0 0 0 0 Z96'- 4 4dM 9 94 4 0 0 0 6ZE' 0 0 04dM 9 v44 0 0 0 99' 0 0 6dM 9 E4 4 0 0 0 Zv0'4 0 0 9dM 9 Z4 4 0 0 0 L6E' 0 0 LdM 9 44 4 0 0 0 68E'v- 0 0 9dM 9 M 4 0 0 0 ZL4'Z 0 0 9dM 9 604 [I}-ql]ZW [Ib{ll] ),A [13-qll XW NI Z [A k 14 X lagej lwof 01 (pent luoo) SUOljOaay JLU10f' aweN lapow :A8 t7 �agwnN qof Ad VS111111 Ad bZ:g�S aau6lsaa MZ `L4 Uef Auedwoo 4E aBed IP£a'94 4064 nab -7VMbJV3HS Z'O'L4 UOISaan a£-VSI?J 0 0 0 0 L£ 4V 0 66N 9 Z4Z 0 0 0 0 94'S£ 0 86N 9 44Z 0 0 0 0 96'V£ 0 L6N 9 04Z 0 0 0 0 99Z,£4 0 96N 9 60Z 0 0 0 0 ZZ4'E 4 0 96N 9 80Z 0 0 0 0 VW£4 0 98N 9 LOZ 0 0 0 0 £64'E 4 0 99N 9 90Z 0 0 0 0 LLL't£ 0 t,8N 9 90Z 0 0 0 0 £ZE'SE 0 E8N 9 t7OZ 0 0 0 0 LLE'4t, 0 Z8N 9 EOZ 0 0 0 0 6991E 0 48N 9 Z0Z 0 0 0 0 £L9'0t, 0 09N 9 40Z 0 0 0 0 6L'Ot, 0 6LN 9 OOZ 0 0 0 0 SO£'L 4 0 8LN 9 66 4 0 0 0 0 8ZZI4 0 LLN 9 864 0 0 0 0 6L£'tt, 0 tLN 9 L64 0 0 0 0 t'99'9t7 0 £LN 9 964 0 0 0 0 £t,'6 4 0 6U N 9 964 0 0 0 0 t Z6'6 l 0 Otl N 9 V6 4 0 0 0 0 909'64 0 EKN 9 £64 0 0 0 0 £S4'ZZ 0 t7tLN 9 Z6l 0 0 0 0 ZOE'4Z 0 St,4N 9 464 0 0 0 0 t,68'bZ 0 9K N 9 06 4 0 0 0 0 990'17Z 0 L-V4 N 9 68 4 0 0 0 0 69Z't Z 0 St N 9 88 4 0 0 0 0 64£TV 0 6tM 9 L84 0 0 0 0 86£'9£ 0 494N 9 984 0 0 0 0 VZO'4t, 0 OSM 9 984 0 0 0 0 t£0'LZ 0 Z94N 9 b8l 0 0 0 0 4t"ZE 0 £SM 9 £84 0 0 0 0 L46'Z£ 0 b94N 9 Z84 0 0 0 0 9LL'Z£ 0 994 N 9 494 0 0 0 0 t,99'Z£ 0 994N 9 084 0 0 0 0 Z89'tic 0 MN 9 6L 4 0 0 0 0 668'9£ 0 VL4 N 9 81 4 0 0 0 0 8691E 0 9L4 N 9 LL 4 0 0 0 0 690'££ 0 9L4N 9 9L4 0 0 0 0 6£'9Z 0 MN 9 9L 4 0 0 0 0 £L9'84 0 8L4N 9 17L4 0 0 0 0 96Z'LZ 0 UM 9 EL 4 0 0 0 0 LLZ'L£ 0 084N 9 ZL4 0 0 0 0 9 4£'tltl 0 684 N 9 4L 4 0 0 0 0 tl8Z'9t, 0 064 N 9 OL 4 0 0 0 0 £tZ'Lt, 0 464N 9 694 0 0 0 0 9Z£'Etl 0 MN 9 894 0 0 0 0 690'6E 0 4ZZN 9 L94 0 0 0 0 489,5E 0 £ZZN 9 994 0 0 0 0 6E8'£E 0 ZZZN 9 994 0 0 0 0 ZZ9'9E 0 6ZZN 9 tt94 0 0 0 0 £tl8'E£ 0 8ZZN 9 E94 0 0 0 0 £LZ'Lt, 0 LZZN 9 Z94 0 0 0 0 99£'8E 0 9ZZN 9 494 I3}-qll ZW II}-Ill ),A [II-qll XW N Z N A Ixl X lagel lu!of 01 panurjuo,g suoijoeaal;Wop aweN IaPoW :fig pa�oayo jagwnN qof VS111111 IN d tlZ:g as u6i Saa MZ `L6 uer Aued woo i.a+7 io 7F7 96ea Z£ 86ed [P£a'94 406 4 n321 - -1]VM'8V3HS 3132��N0�1"'\" \ "\"'\"'\' \ "\=t�l Z'0'L 4 UOISJ8A GC-VSPA 0 0 0 9LZ' 0 0 ZdM 9 179Z 0 0 0 894 0 0 4dM 9 £9Z 0 0 0 0 6t9'L£ 0 OEZN 9 Z9Z 0 0 0 0 LtlS'LE 0 4£ZN 9 49Z 0 0 0 0 949'9£ 0 ZEZN 9 09Z 0 0 0 0 49E,9£ 0 ££ZN 9 69Z 0 0 0 0 Et,9'tltl 0 VEZN 9 89Z 0 0 0 0 98t"££ 0 49ZN 9 LSZ 0 0 0 0 409'6£ 0 Z9ZN 9 99Z 0 0 0 0 86t,'9£ 0 £SZN 9 99Z 0 0 0 0 Zb£'b£ 0 VSGN 9 vSZ 0 0 0 0 VWH 0 99ZN 9 E9Z 0 0 0 0 8££'tlE 0 99ZN 9 ZSZ 0 0 0 0 ZZE'S£ 0 LSZ� 9 4SZ 0 0 0 0 £9Z'££ 0 99ZN 9 09Z 0 0 0 0 46E'EV 0 6LZN 9 6 V Z 0 0 0 0 Wot, 0 09ZN 9 etz 0 0 0 0 969'ZV 0 48ZN 9 LtlZ 0 0 0 0 ZO£'£b 0 ZBZN 9 9VZ 0 0 0 0 689'0t, 0 E8ZN 9 SvZ 0 0 0 0 8L6'0tl 0 98ZN 9 ttz 0 0 0 0 ZE9"Ob 0 tOZN 9 £17Z 0 0 0 0 LK'Otl 0 99ZN 9 ZbZ 0 0 0 0 9£L'9£ 0 L8ZN 9 4tlZ 0 0 0 0 886'6£ 0 99ZN 9 Otz 0 0 0 0 9V0'9£ 0 8t�EN 9 6£Z 0 0 0 0 848'S£ 0 LKN 9 8EZ 0 0 0 0 ZL't'E 0 9KN 9 LEZ 0 0 0 0 tCO*9£ 0 SKN 9 9EZ 0 0 0 0 £S4'tl£ 0 tKN 9 SEZ 0 0 0 0 Z09'9£ 0 £V£N 9 b£Z 0 0 0 0 69Z'tC 0 ZtEN 9 £EZ 0 0 0 0 866'££ 0 4KN 9 ZEZ 0 0 0 0 4E9'4t, 0 OKN 9 4£Z 0 0 0 0 LV3 66 0 6EEN 9 0£Z 0 0 0 0 vb6 Gv 0 8£EN 9 6ZZ 0 0 0 0 68Z'9b 0 LE£N 9 8ZZ 0 0 0 0 EL9'££ 0 9E£N 9 LZZ 0 0 0 0 9601£ 0 S££N 9 9ZZ 0 0 0 0 Z96'ZS 0 KEN 9 SZZ 0 0 0 0 4 49'8t, 0 £E£N 9 tlZZ 0 0 0 0 SOZ'ZZ 0 ZEEN 9 £ZZ 0 0 0 0 tl54'£Z 0 4E£N 9 ZZZ 0 0 0 0 8L'4Z 0 OEEN 9 2Z 0 0 0 0 £49'OZ 0 6ZEN 9 ON 0 0 0 0 LS'St, 0 804N 9 64Z 0 0 0 0 £9£'tt, 0 L04N 9 84Z 0 0 0 0 60t"SZ 0 VO4N 9 L4Z 0 0 0 0 89t'9Z 0 £04N 9 94Z 0 0 0 0 LL8'0t, 0 Z04N 9 94Z 0 0 0 0 989'0tl 0 404N 9 ti4Z 0 0 0 0 LLS'L£ 0 004N 9 £4Z [lb-gll ZW [l}-ql]AN [ll{Il]XW Z X lager lwor 0l penLgjuo3 suo►joeaal Jugor GWEN l8PON :48 tlz� aagwnN qof Nd lfsl111 Wd bZ:9 aauBlsap 6WZ 'L4 Uef Auedwoo l ££ a6Bd [p£a'96 W66 n32l --nyMbb'3HS 313�:IONOO\".\*"\"'\"'\"'\"'. "'\:DI Z'0'L b uoisaaA Q£-`dSlb 8Lb 60l Z ££b"b6 :,k Lbb"blZ :X (11) JOO 9 M 0 ZtT989£ 0 :Slelol 9 M 0 0 0 0 0 bb£'- 89dM 9 bl£ 0 0 0 0 0 St0 99dM 9 £6£ 0 0 0 0 0 Z£l S9dM 9 Z6£ 0 0 0 0 0 bS0' bSdM 9 M 0 0 0 0 0 6 £SdM 9 Ol.£ 0 0 0 0 0 6 M' ZSdM 9 60£ 0 0 0 0 0 0 LbdM 9 80£ 0 0 0 0 0 Z£Z, 9bdM 9 LO£ 0 0 0 0 0 L90"6- SbdM 9 90£ 0 0 0 0 0 6S0' bbdM 9 SO£ 0 0 0 0 0 9 W'- £bdM 9 170£ 0 0 0 0 0 SZ£" 4bdM 9 £0£ 0 0 0 90£'- 0 0 ObdM 9 ZO£ 0 0 0 969"- 0 0 6£dM 9 ME 0 0 0 Z9Vl- 0 0 8£dM 9 00£ 0 0 0 8b0 0 0 L£dM 9 66Z 0 0 0 Zbl" 0 0 9£dM 9 86Z 0 0 0 LbZ'Z 0 0 S£dM 9 L6Z 0 0 0 z 0- 0 0 b£dM 9 96Z 0 0 0 990' 0 0 ££dM 9 96Z 0 0 0 0 0 LSS Z£dM 9 Vol 0 0 0 0 0 Z60'� 6£dM 9 £6Z 0 0 0 0 0 6bZ'Z 0£dM 9 Z6Z 0 0 0 0 0 LLL'Z- 6ZdM 9 66Z 0 0 0 £L9" 0 0 8ZdM 9 06Z 0 0 0 £L8'- 0 0 LZdM 9 69Z 0 0 0 0 0 S£L' 9ZdM 9 89Z 0 0 0 0 0 b6£'t- SZdM 9 L8Z 0 0 0 0 0 60Z'L- bZdM 9 99Z 0 0 0 0 0 LSZ'b £ZdM 9 99Z 0 0 0 0 0 Ltt'- ZZdM 9 b8Z 0 0 0 0 0 bOb" 6ZdM 9 £8Z 0 0 0 0 0 bS£'Z- OZdM 9 Z8Z 0 0 0 £0£'Z- 0 0 66dM 9 t,BZ 0 0 0 98L' 0 0 9 LdM 9 08Z 0 0 0 L8L" 0 0 L 4dM 9 6LZ 0 0 0 £L' 0 0 96dM 9 8LZ 0 0 0 0 0 bZ8' StdM 9 LLZ 0 0 0 0 0 bZ£'- b 6dM 9 9LZ 0 0 0 0 0 bZ0' £6dM 9 SLZ 0 0 0 0 0 Z6Z' Z 6dM 9 bLZ 0 0 0 0 0 969'- 66dM 9 £LZ 0 0 0 Z8Z' 0 0 04dM 9 ZLZ 0 0 0 8b' 0 0 6dM 9 lLZ 0 0 0 £68' 0 0 8dM 9 OLZ 0 0 0 6b£' 0 0 LdM 9 69Z 0 0 0 Z9L'£- 0 0 9dM 9 99Z 0 0 0 M,6 0 0 SdM 9 L9Z 0 0 0 £bZ' 0 0 bdM 9 99Z 0 0 0 99V 6- 0 0 £dM 9 99Z (II-qll ZW [lb{ll]),A [;3-qI]XW N Z X lagel 3U!of Ol panuquoo suoijoeabf jugor aweN IapoW 148 pq� qo jagwnN qof VS111111 Ad bZ:9 Jau6sap MZ 'L6 Uef Auedwoo LQI,10 i7e7 96e,4 tE a6ed [p£a'9L L06L n32] - -1]VM AVDHS 31D!]ONOO\*"\"'\"'\"'\"'\"'\"'\:o] Z'O'LL uoisaan 4E-VS[2] 0 0 0 0 990,8E 0 L6N ! 99E 0 0 0 0 ZLZ't,l 0 96N L L9£ 0 0 0 0 9ZL'bl 0 96N L 99E 0 0 0 0 M'VL 0 99N L 99E 0 0 0 u bOZ't L 0 98N tl9E 0 0 0 6981E 0 b8N L E9£ 0 0 0 0 9917'8£ 0 £8N L Z9£ 0 0 0 0 9 L9'btl 0 Z8N /_. M 0 0 0 0 999'0b 0 L8N _ 09£ 0 0 0 0 SL'E-V 0 09N L 69E 0 0 0 0 8t76'£i7 0 6LN ! 89ti 0 0 0 0 909'8 L 0 8LN L LSE 0 0 0 0 LS,8 L 0 LLN 99£ 0 0 0 0 66v'8v 0 VLiv SSE 0 0 0 0 LL'6t, 0 £LN i_ b9E 0 0 0 0 £LL'LZ 0 6£LN L E9£ 0 0 0 0 VOZ'ZZ 0 OtIN Z9£ 0 0 0 0 ZLZ'LZ 0 CtLN L LSE 0 0 0 0 6E9'VZ 0 t V[N 09E 0 0 0 0 9b'bZ 0 SQL N !_ 6VC 0 0 0 0 L89'8Z 0 9KN L Sb£ 0 0 0 0 9991Z 0 L17M L LK 0 0 0 0 99L'LZ 0 8t M L 9t7E 0 0 0 0 L66'tt, 0 6K N L SSE 0 0 0 0 8tlE'Otl 0 L9LN tab£ 0 0 0 0 89E'btl 0 09LN L £bE 0 0 0 0 860'OE 0 MN N Ztic 0 0 0 0 9Z6'SE 0 ESLN L LtlE 0 0 0 0 9 LV'9£ 0 Vg N ObE 0 0 0 0 HEW 0 99LN L 6E£ 0 0 0 0 bbL,9£ 0 99IN L 8£E 0 0 0 0 Z6Z'9E 0 ELM L LEE 0 0 0 0 ££9'9£ 0 17LLN L 9E£ 0 0 0 0 L9t,'8E 0 9LL N L SE£ 0 0 0 0 9L'£E 0 9LLN L b£E 0 0 0 0 M LZ 0 LLLN L EEE 0 0 0 0 VK'6 L 0 8LL N L ZEE 0 0 0 0 ZO'8Z 0 6LL N L LEE 0 0 0 0 I6L'8E 0 08LN L OE£ 0 0 0 0 tL6'Lb 0 68LN L 6ZE 0 0 0 0 2'09 0 06LN L 8ZE 0 0 0 0 t'9£'45 0 L6LN L LZE 0 0 0 0 9%1V 0 MN L 9Z£ 0 0 0 0 t1tV£b 0 LZZN L SZE 0 0 0 0 t,6Z'6£ 0 EZZN L tlZE 0 0 0 0 999'L£ 0 ZZZN L EN 0 0 0 0 t,9t"Otl 0 6ZZN L ZZ£ 0 0 0 0 E96'LE 0 9ZZN L LZE 0 0 0 0 9tIL19 0 LZZN L OZE 0 0 0 0 ZZb'Ztl 0 9ZZN L 6LE 0 0 0 0 9Z9'6E 0 9ZZN L 8L£ 0 0 0 0 999'Zb 0 tZZN L LLE [II-qi]zw [II-qi] ),A [;I-al]xw tml z [>] 'k 14 x lagej lulor Ol penugjuo, suoi;oeey W/or aweN 1apoW :A8 Pa�oa40 ijaquanN qof Ad tiZ;S aaubisaa MZ 'Ll Uef Auedwoo SE a6Ed Ip£a'9L L06 L nab --nmtIH3HS Z'O'L L UOISJGn GC-HSI2l 0 0 0 0 ZLS'Lb 0 0£ZN L OZb 0 0 0 0 88b'Lb 0 LEZN L 6Lb 0 0 0 0 LLb'Ob 0 Z£ZN L 8lb 0 0 0 0 L99'6£ 0 ££ZN L LLb 0 0 0 0 6L6'8b 0 b£ZN ! 9Lb 0 0 0 0 896'b£ 0 LSZN L SLb 0 0 0 0 Zb6'Lb 0 ZSZN L bLb 0 0 0 0 EOl'8£ 0 £SZN 1_ ELb 0 0 0 0 E58,5£ 0 bSZN ZLb 0 0 0 0 660'8E 0 SSZN L LLb 0 0 0 0 8b8'S£ 0 95ZN L OLb 0 0 0 0 SL8"9E 0 LSZN Z 60b 0 0 0 0 S LL'bE 0 95ZN ._ 80b 0 0 0 0 EOZ'bb 0 6LZN L LOb 0 0 0 0 899'Ob 0 08ZN L 901V 0 0 0 0 69E'Eb 0 LEN L SOb 0 0 0 0 L80,bb 0 Z8ZN ! bOb 0 0 0 0 69b'Lb 0 £8ZN L £Ob 0 0 0 0 b9L'Lb 0 98ZN L ZOb 0 0 0 0 Lb'Lb 0 b8ZN L LOb 0 0 0 0 LZL'Lb 0 98ZN L OOb 0 0 0 0 L9b'LE 0 L8ZN L 66£ 0 0 0 0 L8L'Ob 0 98ZN L 96£ 0 0 0 0 LSL'8£ 0 9KN L L6E 0 0 0 0 b56'8£ 0 LKN L 96E 0 0 0 0 89L'L£ 0 9bEN L 96£ 0 0 0 0 9LZ'6E 0 Sb£N L b6E 0 0 0 0 6LL'LE 0 bbEN L E6E 0 0 0 0 L98'6E 0 EVEN L Z6£ 0 0 0 0 ZO£'L£ 0 Zb£N L L6£ 0 0 0 0 88L'LE 0 lb£N L 06£ 0 0 0 0 b80'9b 0 OMEN L 68E 0 0 0 0 £ZS'ZE 0 6EEN L 88£ 0 0 0 0 999'9b 0 8EEN L L8E 0 0 0 0 L"'09 0 LE£N L 98£ 0 0 0 0 L89,9£ 0 9££N L 98£ 0 0 0 0 6 Lb'Ob 0 SEEN L b8£ 0 0 0 0 ZL919 0 b£EN L E8E 0 0 0 0 900'E9 0 £EEN L Z8£ 0 0 0 0 89b'bZ 0 Z£EN L L8E 0 0 0 0 SS'SZ 0 LE£N L 096 0 0 0 0 Z60'bZ 0 OEEN L 6L£ 0 0 0 0 LLL'ZZ 0 6ZEN L 8LE 0 0 0 0 9ZL'6b 0 8OLN L LLE 0 0 0 0 £8b'8b 0 LOIN L 9L£ 0 0 0 0 L8E'LZ 0 bOLN L SLE 0 0 0 0 ZL£'LZ 0 £OLN L bLE 0 0 0 0 8E0'bb 0 ZOLN L EL£ 0 0 0 0 699'Eb 0 LOLN L ZL£ 0 0 0 0 £LS'Ob 0 OOLN L LLE 0 0 0 0 809'bb 0 66N L OL£ 0 0 0 0 LLZ'8£ 0 96N L 69E [jb-gl]ZW [u-ql] &A [}3-q1] XW ICI]Z IN] A IN) X lager lulof 31 (penui1uo;0) suoljoeey JuiFr GWEN lapolnl :A8 ua � �aq qof Ad vz Ad tiZ:9 aaubuBlsap %0Z 'L4 Uef Aueduaoo _1 a+,in ar7 ABPA 9£ abed [P£a'9[[06[ AA2l - TVM2JV3HS 313b�N0�\" \ \ \ \" 1 "\ \ Dl Z'0'L[ uolsaan aE-VS12:j 0 0 0 0 0 99£,- 99dM L ZLV 0 0 0 0 0 £00'- 99dM L [Lt 0 0 0 0 0 [L['- 99dM L OLb 0 0 0 0 0 99[ [ tSdM L 69t, 0 0 0 0 0 60['- ESdM L 89t, 0 0 0 0 0 ZO'- ZSdM L L9t, 0 0 0 0 0 0 LtdM L 99t, 0 0 0 0 0 t,SZ' 9tdM L 99t, 0 0 0 0 0 LL['[- SbdM L t?9t, 0 0 0 0 0 880' tVdM L £9t 0 0 0 0 0 800'- EbdM L Z9b 0 0 0 0 0 917£, [VdM L [9t, 0 0 0 Stt'- 0 0 OtdM L 09t, 0 0 0 906'- 0 0 6£dM L &I 0 0 0 EOb'[- 0 0 8EdM L 99t, 0 0 0 9V0'- 0 u L£dM L LSb 0 0 0 E, 0 0 9£dM L 99t, 0 0 0 [Z9'Z 0 0 S£dM L SSt, 0 0 0 tOZ'- 0 0 b£dM L V9V 0 0 0 t180' 0 0 EEdM L £Stl 0 0 0 0 0 999'- ZEdM L ZSt, 0 0 0 0 0 9Z['[ [EdM L [St7 0 0 0 0 0 [[E'Z OEdM ' 0517 0 0 0 0 0 [L9'Z- 6ZdM L 6tt, 0 0 0 [66' 0 0 8ZdM L M, 0 0 0 [66'- 0 0 LZdM L LtV 0 0 0 0 0 968' 9ZdM L 9bt' 0 0 0 0 0 £99'[- SZdM L 9t1v 0 0 0 0 0 8t£'[- tZdM ! ttt, 0 0 0 0 0 [U'V £ZdM 0 0 0 0 0 809'- ZZdM Ztltl 0 0 0 0 0 Svt" [ZdM L [Vtl 0 0 0 0 0 9OL'Z- OZdM L Otib 0 0 0 t1Ott Z- 0 0 6[dM L 6Et 0 0 0 Z8' 0 0 8ldM L 8E, 0 0 0 ZZ8' 0 0 L 6dM L LEv 0 0 0 E9L' 0 0 9[dM L 9Etl 0 0 0 0 0 £98' S[dM L S£t, 0 0 0 0 0 EE'- V[dM L b£t, 0 0 0 0 0 VZ0' £[dM L ££V 0 0 0 0 0 L6Z' Z[dM L Z£V 0 0 0 0 0 StB'- [[dM L [£V 0 0 0 £6Z' 0 0 0[dM L OEt, 0 0 0 6Z9' 0 0 6dM L 6ZV 0 0 0 ZOO'[ 0 0 8dM L 8Zt, 0 0 0 £6£' 0 0 LdM L LZt, 0 0 0 tLZ'tr- 0 0 9dM L 9Zt, 0 0 0 t,60'Z 0 0 SdM L SZt, 0 0 0 t,6E'[ 0 0 bdM L VZV 0 0 0 St,S'[- 0 0 £dM L £Zt, 0 0 0 Z[E' 0 0 ZdM L ZZt, 0 0 0 66['- 0 0 [dM L [Ztl [3b-gl]ZW [jb-ql]JkW [II-ql] XW IN]Z X lagej 3u!of Ol panuijuoo) suoijoaad Juiof' eweN lapoW :Ag Palloago iagwnN qof Wd bZ:S aaubisap MZ 'L6 Uef Auedwoo LE abed [PEa'96 W66 AD2l - TlVAA1 Vb IHS 31D2JONOO"'\'"\ Z'O-L4 UOISJan a£-VSI2i 0 0 0 0 M'£L 0 96N 8 17Z9 0 0 0 0 t,86'£l 0 98N 8 EZ9 0 0 0 0 E66'E l 0 99N 8 ZZ9 0 0 0 0 LLL't£ 0 V8N 8 �Z9 0 0 0 0 EZ£'9£ 0 £8N 8 ON 0 0 0 0 LLE'6V 0 Z8N 8 669 0 0 0 0 6991C 0 WN 8 M 0 0 0 0 EL9'0t, 0 09N 8 L65 0 0 0 0 6L'Ot, 0 6LN 8 M 0 0 0 0 50£'L6 0 8LN 8 969 0 0 0 0 9711 0 LL N 8 tl6 9 0 0 0 0 6LE'bt, 0 tLN 8 U9 0 0 0 0 b55'9b 0 £LN 8 Z69 0 0 0 0 Et,'6 4 0 6C M 8 M 0 0 0 0 VZ6'66 0 OKN 8 Mg 0 0 0 0 909'6 4 0 Ct N 8 609 0 0 0 0 £5LZZ 0 VKN 8 809 0 0 0 0 ZO£'4 Z 0 9176 N 8 L05 0 0 0 0 t,68'bZ 0 9KN 8 909 0 0 0 0 990't Z 0 LK N 8 909 0 0 0 0 69Z't Z 0 SK N 8 b09 0 0 0 0 66Clt, 0 6KN 8 £05 0 0 0 0 NEW 0 6 M 8 ZOS 0 0 0 0 VZO'4t, 0 09M 8 W9 0 0 0 0 b£0'LZ 0 MN 8 009 0 0 0 0 6tl'ZE 0 CM 8 66tt7 0 0 0 0 Ll.6Z£ 0 179M 8 86V 0 0 0 0 9LL'Z£ 0 99M 8 L6t, 0 0 0 0 t,99'Z£ 0 99LN 8 96V 0 0 0 0 Z89'tl£ 0 ELM 8 96t, 0 0 0 0 668'9£ 0 VLM 9 tl6v 0 0 0 0 869'LE 0 9LM 8 £6t 0 0 0 0 690'££ 0 9LM 8 Z6t, 0 0 0 0 6£'9Z 0 LLM 8 Wt, 0 0 0 0 £L9'86 0 8LM 8 06t, 0 0 0 0 96Z'LZ 0 6LM 8 68t7 0 0 0 0 6LZ'L£ 0 09M 8 88v 0 0 0 0 56E'Vtl 0 69M 8 L8t, 0 0 0 0 b8Z'9t, 0 06M 8 98t, 0 0 0 0 CtZ'Lt, 0 66M 8 98t, 0 0 0 0 9Z£'£tl 0 MN 8 tl8t, 0 0 0 0 690'6£ 0 4ZZN 8 E8t, 0 0 0 0 L99'9£ 0 £ZZN 8 ZBt, 0 0 0 0 6£8'E£ 0 ZZZN 8 68t, 0 0 0 0 ZZ9'9£ 0 6ZZN 8 08v 0 0 0 0 £tl8'££ 0 8ZZN 8 Ut 0 0 0 0 £LZ"Lb 0 LZZN 8 8Lt, 0 0 0 0 99£'8E 0 9ZZN 8 LLt, 0 0 0 0 6L'9E 0 9ZZN 8 9LV 0 0 0 0 tl89'8E 0 t ZZN 8 9Ltl L6Z-801 Z 55'£'9 L :A 999'£2 :X Alt) JOO L i7Lt, 0 Zt,9'Z98E 0 :Slejol L ELt, [3j-ql]ZW [j3-q1].lW [II-q1]XW [ail Z (4), A X lapel lu!of 07 panuiluoj suotimay pgOf% auaeN lapoW :Aq PalloayO jagwnN qof Ad bZ:9 aau6lsaa 6LOZ 'L6 Uef- Aued woo 0+,In oa7 ARPA 8£ abed [P£a'%[06[ n321 - -1-lHMbb'3HS 313b�N0�1"""\" \ \ \ 1 \ \ bl Z'0"L[ UOISJan GE-VSRJ 0 0 0 0 80"9£ 0 Z£ZN 9 9L9 0 0 0 0 [9£"9E 0 £EZN 8 9L9 0 0 0 0 £f7911b 0 V£ZN 8 VL9 0 0 0 0 98t"EE U [9ZN 8 £L9 0 0 0 0 [09'6£ 0 Z9ZN 8 ZL9 0 0 0 0 86t�"9E 0 ESZN 8 [LS 0 0 0 0 Zt�£'t E 0 t,9ZN 9 OL9 0 0 0 0 t76t7'9£ 0 G97N 8 699 0 0 0 0 8£E'tl£ 0 99ZN 8 999 0 0 0 0 ZZE"9£ 0 L9ZN 8 L99 0 0 0 0 £SZ"£E 0 99ZN 8 999 0 0 0 0 [6£'Etb 0 6LZN 8 999 0 0 0 0 [L"Ot, 0 09ZN 8 b99 0 0 0 0 969'Zt, 0 [RN 8 E9S 0 0 0 0 ZO£'Etl 0 Z8ZN 8 Z99 0 0 0 0 689,0t, u E8ZN 8 [99 0 0 0 0 8L6'Otl 0 99ZN 8 099 0 0 0 0 ZE9"Otl 0 t8ZN 8 699 0 0 0 0 LVE'Otl 0 98ZN 8 999 0 0 0 0 9£L'9£ 0 L8ZN 8 L99 0 0 0 0 886'6E 0 99ZN 8 999 0 0 0 0 9t,0'9E 0 9KN 8 999 0 0 0 0 8[8"9£ 0 LVEN 8 V99 0 0 0 0 ZLIT 0 9tlCN 8 ESS 0 0 0 0 tiE0"9£ 0 St£N 8 Z99 0 0 0 0 E9["tI£ 0 tt�£N 8 [99 0 0 0 0 Z09'9£ 0 EVEN 8 099 0 0 0 0 69Z*"7£ 0 ZVCN 8 6t,9 0 0 0 0 866'£E 0 MN 8 8h9 0 0 0 0 [£9"[tl 0 OKN 8 LtIS 0 0 0 0 L9["6Z 0 6EEN 8 9b9 0 0 0 0 t,[Z'Ztl 0 8££N 8 9v9 0 0 0 0 68Z"9t, 0 LEEN 8 tt9 0 0 0 0 £L9"EE 0 9EEN 8 £b9 0 0 0 0 960'j£ 0 9EEN v GtIS 0 0 0 0 Z96'ZS 0 tE£N 8 [tls 0 0 0 0 [[S"8tl 0 £££N 8 m 0 0 0 0 SOZ"ZZ 0 ZE£N 8 6£9 0 0 0 0 tF9["EZ 0 L££N 8 8£9 0 0 0 0 8L"[Z 0 0££N 8 L£9 0 0 0 0 £L9"OZ 0 6ZEN 8 9£S 0 0 0 0 LS'Stl 0 8U[N 8 9£9 0 0 0 0 £9£"bt, 0 LO[N 8 tb£9 0 0 0 0 60t�"SZ 0 VOM 8 ££9 0 0 0 0 89t�"SZ 0 EOM 8 Z£9 0 0 0 0 LL8'0t, 0 ZO[N 8 [E9 0 0 0 0 M'017 0 WM 8 OE9 0 0 0 0 LL91£ 0 00[N 8 6Z9 0 0 0 0 L£"[b 0 66N 9 8Z9 0 0 0 0 9["9E 0 96N 8 LZ9 0 0 0 0 96IT 0 L6N 8 9Z9 0 0 0 0 99Z"E[ 0 96N 8 9Z9 [Ib-ql]ZW [u-ql]),A [3}{ll]XW N Z N J. lq X lapel ju!of 01 (penuijuoo) suorjoeaa mod aweN lapoW :A8 Pamoa4o jagwnN qor Ad VZ:9 Jau6isap 6WZ 'L[ Uef AuedwoO 6E a6Bd [p£a'9L L06L n32l --11VM:JV3HS 3132��N0�\ "\"'\"'\ \ \ 1 \ Dl Z'O'LL UOISJan QE-b'SIN 0 0 0 0 0 Z£l.'- SSdM 8 8Z9 0 0 0 0 0 bS0'L bSdM 8 LZ9 0 0 0 0 0 L'- £SdM 8 9Z9 0 0 0 0 0 6 LO'- ZSdM 8 SZ9 0 0 0 0 0 0 LbdM 8 bZ9 0 0 0 0 0 Z£Z' 9bdM 8 £Z9 0 0 0 0 0 L90'L- SbdM 8 ZZ9 0 0 0 0 0 LSO' bbdM 8 LZ9 0 0 0 0 0 9L0,- £bdM 8 OZ9 0 0 0 0 0 9Z£' LbdM 8 6L9 0 0 0 SOE'- 0 0 ObdM 8 8L9 0 0 0 969' 0 0 6£dM 8 LL9 0 0 0 Z9L'L- 0 0 8£dM 8 9L9 0 0 0 8b0,- 0 0 L£dM 8 SL9 0 0 0 zt,V 0 0 9EdM 8 K9 0 0 0 LLZ'Z 0 0 SEdM 8 EL9 0 0 0 ZLZ'- 0 0 b£dM 8 ZL9 0 0 0 990' 0 0 E£dM 8 LL9 0 0 0 0 0 LSS'- Z£dM 8 OL9 0 0 0 0 0 Z60'L L£dM 8 609 0 0 0 0 0 LbZ'Z OEdM 8 909 0 0 0 0 0 LLL'Z- 6ZdM 8 L09 0 0 0 £L8' 0 0 8ZdM 8 909 0 0 0 £L8'- 0 0 LZdM 8 909 0 0 0 0 0 SEL, 9ZdM 8 b09 0 0 0 0 0 b6E'L- SZdM 8 £09 0 0 0 0 0 LOZ'L- bZdM 8 Z09 0 0 0 0 0 LSZ'b £ZdM 8 L09 0 0 0 0 0 Lbb'- ZZdM 8 009 0 0 0 0 0 bOb, LZdM 8 669 0 0 0 0 0 bS£'Z- OZdM 8 869 0 0 0 EOE'Z- 0 0 6LdM 8 Z69 0 0 0 98L' 0 0 8 LdM 8 969 0 0 0 L8L' 0 0 L LdM 8 969 0 0 0 EL' 0 0 9LdM 8 b69 0 0 0 0 0 bZ8, S LdM 8 £69 0 0 0 0 0 bZ£'- bLdM 8 Z69 0 0 0 0 0 bZ0 E LdM 8 L69 0 0 0 0 0 Z6Z' Z LdM 8 069 0 0 0 0 0 9L8'- LLdM 8 699 0 0 0 Z8Z' 0 0 OLdM 8 889 0 0 0 8b" 0 0 6dM 8 L8S 0 0 0 £68' 0 0 8dM 8 999 0 0 0 Lb£' 0 0 LdM 8 989 0 0 0 Z9L'£- 0 0 9dM 8 b89 0 0 0 199'L 0 0 SdM 8 £89 0 0 0 £bZ'L 0 0 bdM 8 Z89 0 0 0 SSb'L- 0 0 £dM 8 L8S 0 0 0 9LZ' 0 0 ZdM 8 099 0 0 0 99V- 0 0 LdM 8 6L9 0 0 0 0 6b91£ 0 OEZN 8 8L9 0 0 0 0 Lt,91C 0 L UN 8 LL9 [lb-ql]ZW [lb-gl]),IN [;I-ql]XW [N1 Z IN)X lagel lulor 3l (panuquoo) suoijoem junor I auaeN lapow :Ag palloago jagwnN qof Wd bZ:9 Jau6lsap MULL uef Auedwoo i ofi in nnc aFiaa OV abed [p£a'94 4064 nab - TVM2]b3HS 313iIONOO\'"\"'\"'\''-\"'\"'\"'\.OI Z'O'L4 uoisJan Q£-VSlb 0 0 0 0 E6L'E 4 0 99N 6 099 0 0 0 0 LLL'V£ 0 VS 6 6L9 0 0 0 0 £ZE'9E 0 EON 6 8L9 0 0 0 0 LEI V 0 Z8N 6 LL9 0 0 0 0 6991E 0 49N 6 9L9 0 0 0 0 EL9'OV 0 09N 6 9L9 0 0 0 0 6L'OV 0 6LN 6 VL9 0 0 0 0 90E'L 4 0 8LN 6 £L9 0 0 0 0 8ZZ'L 4 0 LLN 6 ZL9 0 0 0 0 6LE'VV 0 VLN 6 4L9 0 0 0 0 V99'9V 0 ELN 6 OL9 0 0 0 0 £V'64 0 6E4N 6 699 0 0 0 0 VZ6'6 l 0 OK N 6 999 0 0 0 0 909'6 4 0 £v4 N 6 L99 0 0 0 0 £94'ZZ 0 VVLN 6 999 0 0 0 0 ZOE 4Z 0 9V4N 6 999 0 0 0 0 V68'VZ 0 9V4 N 6 V99 0 0 0 0 990'VZ 0 LKN 6 £99 0 0 0 0 69Z'VZ 0 9K N 6 Z99 0 0 0 0 64£'4V 0 6KN 6 499 0 0 0 0 96E'9£ 0 494N 6 099 0 0 0 0 VZO'4V 0 094N 6 699 0 0 0 0 VEO'LZ 0 MN 6 999 0 0 0 0 4V'ZE 0 £94N 6 L99 0 0 0 0 L WU 0 VS 4 N 6 999 0 0 0 0 9LL'Z£ 0 994N 6 999 0 0 0 0 V99'ZE 0 994 N 6 V99 0 0 0 0 Z89'V£ 0 MN 6 E99 0 0 0 0 668'9E 0 VLM 6 Z99 0 0 0 0 8691E 0 9LM 6 499 0 0 0 0 690'££ 0 9LM 6 099 0 0 0 0 6E'9Z 0 LLM 6 6V9 0 0 0 0 £L9'8L 0 9L4N 6 M 0 0 0 0 96Z'LZ 0 UM 6 LV9 0 0 0 0 WZ'!E 0 08LN 6 9179 0 0 0 0 94£'VV 0 684N 6 9V9 0 0 0 0 V8Z'9V 0 064 N 6 M 0 0 0 0 £VZ'LV 0 464N 6 £V9 0 0 0 0 9ZE'EV 0 MN 6 ZV9 0 0 0 0 690'6£ 0 4ZZN 6 4V9 0 0 0 0 485,9E 0 EZZN 6 OV9 0 0 0 0 6E8'BE 0 GLZN 6 6£9 0 0 0 0 ZZ9'9E 0 6ZZN 6 8E9 0 0 0 0 EV8'EE 0 8ZZN 6 LE9 0 0 0 0 ELZ'LV 0 LZZN 6 9E9 0 0 0 0 99£'8£ 0 9ZZN 6 9£9 0 0 0 0 6L'9E 0 9ZZN 6 V£9 0 0 0 0 V89'8£ 0 VZZN 6 ££9 8LV'604 :Z EEV'V4 :,k LVV'V4Z :X W) JOO 8 Z£9 0 LVL'999E 0 ;sle;ol 9 4£9 0 0 0 0 0 VVE'- 99dM 9 0£9 0 0 0 0 0 940' 99dM 8 6Z9 [II-gl]ZN [II-ql]I.N [lj{Il]XW M Z A X lage'l lulor 0l (penugjuo3) suoi#oeaal gurol- aweN IapoN :A8 Pa�oa4O jaquanN qor Nd bZ:9 Jau6isaa MZ 'L4 uer Auedwoo [b a6ed [p£J'%[06[ n321 - TVM2Jb3HS 3132i�N0�\"""\""\" \"""\'""\"' \ \ of Z'O'L[ UOISJan 4£-VS1b 0 0 0 0 £t,9'tV 0 VEZN 6 Z£L 0 0 0 0 99t"E£ 0 [SZN 6 [£L 0 0 0 0 [09'6£ 0 Z9ZN 6 OEL 0 0 0 0 86t,'9£ 0 £SZN 6 6ZL 0 0 0 0 ZVE'b£ 0 V9ZN 6 SZL 0 0 0 0 t6b'9E 0 99ZN 6 LZL 0 0 0 0 8EE'Ve 0 99ZN 6 9ZL 0 0 0 0 ZZE'9£ 0 LSZN 6 9ZL 0 0 0 0 E9Z'££ 0 89ZN 6 VZL 0 0 0 0 [6E'Et, 0 6LZN 6 EZL 0 0 0 0 6['0tl 0 08ZN 6 ZZL 0 0 0 0 969'Zt, 0 [8ZN 6 6ZL 0 0 0 0 ZOE'Etl 0 Z8ZN 6 OZL 0 0 0 0 689'0b 0 £8ZN 6 6[L 0 0 0 0 8L6"0tl 0 S8ZN 6 8[L 0 0 0 0 Z£9"0tl 0 t,8ZN 6 L[L 0 0 0 0 LVE'0tl 0 98ZN 6 9[L 0 0 0 0 9£L'9E 0 L8ZN 6 9[L 0 0 0 0 886'6£ 0 88ZN 6 KL 0 0 0 0 9t,0'9£ 0 WN 6 £6L 0 0 0 0 8[8"SE 0 LVEN 6 Z[L 0 0 0 0 ZL'K 0 9KN 6 [[L 0 0 0 0 VC0"9E 0 GVEN 6 O[L 0 0 0 0 ES6"tI£ 0 VVEN 6 60L 0 0 0 0 Z09"9£ 0 EVEN 6 SOL 0 0 0 0 69Z't£ 0 ZtCN 6 LOL 0 0 0 0 866'£E 0 MN 6 90L 0 0 0 0 [M9 tl 0 OVEN 6 90L 0 0 0 0 L8['6Z 0 6EEN 6 WL 0 0 0 0 t 2'Zt, 0 SEEN 6 COL 0 0 0 0 68Z'9t, 0 LEEN 6 ZOL 0 0 0 0 EL9'EE 0 9£EN 6 [OL 0 0 0 0 9601E 0 SEEN 6 OOL 0 0 0 0 Z96'Z9 0 KEN 6 669 0 0 0 0 [[9'817 0 EEEN 6 869 0 0 0 0 90Z'ZZ 0 Z£EN 6 L69 0 0 0 0 VS['£Z 0 [E£N 6 969 0 0 0 0 8LIZ 0 0££N 6 969 0 0 0 0 £[9'OZ 0 6ZEN 6 1769 0 0 0 0 LS'9t, 0 80[N 6 E69 0 0 0 0 E9£'bt 0 LO[N 6 Z69 0 0 0 0 60b'9Z 0 V0[N 6 [69 0 0 0 0 8Sb"SZ 0 EO[N 6 069 0 0 0 0 LL8'0b 0 ZO[N 6 689 0 0 0 0 989'0V 0 [06 N 6 899 0 0 0 0 LL9'L£ 0 OM N 6 L89 0 0 0 0 LC I V 0 66 N 6 999 0 0 0 0 9["9E 0 86N 6 989 0 0 0 0 9611£ 0 L6N 6 V99 0 0 0 0 99Z"E[ 0 96N 6 £89 0 0 0 0 ZZ["E[ 0 96N 6 Z99 0 0 0 0 VW£[ 0 98N 6 [89 [31-ql]ZW [I}-qI] hW [lj{ll]XW [N)Z 1>0 .l IA X legel lulof 3l (penui;uoo) suoijoeey Jgior aweN lapOA :48 t7 aagwnN Gof Ad Wd Z:9:S Jau6lsaa MZ 'L[ Uef_ Auedwoo i na in 7nn aRo-J Zti abed [P£a'94 L061 n32i -TVM JVd IHS 3132JONOOV-V-V-\-Y'Y*Y- O1 Z'0'LL UOISJan GC-VSI2J 0 0 0 0 0 l'- £9dM 6 V8L 0 0 0 0 0 640' Z9dM 6 £8L 0 0 0 0 0 0 L17dM 6 ZU 0 0 0 0 0 Z£Z, 9VdM 6 L8L 0 0 0 0 0 L90'L- 917dM 6 08L 0 0 0 0 0 L90' VbdM 6 6LL 0 0 0 0 0 9 LO'- £tldM 6 9LL 0 0 0 0 0 9Z£' LbdM 6 LLL 0 0 0 90£'- 0 0 ObdM 6 9LL 0 0 0 969'- 0 0 6£dM 6 9LL 0 0 0 Z9l'L- 0 0 8£dM 6 VLL 0 0 0 8tl0,- 0 0 L£dM 6 £LL 0 0 0 ZVV 0 0 9£dM 6 ZLL 0 0 0 LLZ Z 0 0 9£dAA 6 LLL 0 0 0 Z LZ'- 0 0 V£dM 6 OLL 0 0 0 990' 0 0 va;dM 6 69L 0 0 0 0 0 L99'- Z£dM 6 99L 0 0 0 0 0 Z60'L L£dM 6 L9L 0 0 0 0 0 LbZ'Z 0£dM 6 99L 0 0 0 0 0 LLL'Z- 6ZdM 6 99L 0 0 0 £L8' 0 0 8ZdM 6 V9L 0 0 0 £L8'- 0 0 LZdM 6 £9L 0 0 0 0 0 9£L' 9ZdM 6 Z9L 0 0 0 0 0 V6£'L- 9ZdM 6 L9L 0 0 0 0 0 LOZ'L- VZdM 6 09L 0 0 0 0 0 L9Z'b £ZdM 6 69L 0 0 0 0 0 Lt *- ZZdM 6 89L 0 0 0 0 0 tot LZdM 6 L9L 0 0 0 0 0 b9£'Z- OZdM 6 99L 0 0 0 £0£'Z- 0 0 6 LdM 6 99L 0 0 0 98L' 0 0 8 LdM 6 V9L 0 0 0 L9L' 0 0 L LdM 6 £9L 0 0 0 £L' 0 0 9 LdM 6 Z9L 0 0 0 0 0 tlZ8' 9 LdM 6 L9L 0 0 0 0 0 bZ.F'- t LdM 6 09L 0 0 0 0 0 VZO £LdM 6 6VL 0 0 0 0 0 Z6Z' Z LdM 6 9VL 0 0 0 0 0 9L8'- LLdM 6 LVL 0 0 0 Z9Z 0 0 OLdM 6 9VL 0 0 0 81' 0 0 6dM 6 9VL 0 0 0 £68' 0 0 8dM 6 VVL 0 0 0 lV£' 0 0 LdM 6 £bL 0 0 0 Z9L'£- 0 0 9dM 6 ZVL 0 0 0 199'L 0 0 9dM 6 WL 0 0 0 £tlZ'L 0 0 bdM 6 OtL 0 0 0 99V,L- 0 0 £dM 6 6£L 0 0 0 9LZ' 0 0 ZdM 6 8£L 0 0 0 89L'- 0 0 LdM 6 L£L 0 0 0 0 6tb91£ 0 0£ZN 6 9£L 0 0 0 0 LV91£ 0 L£ZN 6 9£L 0 0 0 0 8 L9'9£ 0 Z£ZN 6 KL 0 0 0 0 L9£'9£ 0 ££ZN 6 ££L [II-ql]ZW [33{ll]J\W [Ij-gll XW NI Z [A A [A X lager julor 31 (panuiJu03) suoijaeab mod auaeN lapoW A8pa�oago jagwnN qof Ad bZ;q aaubisa4 ' MZ 'L6 Uef- Auedwoo £b 86ed [P£a-94 4064 n32l - l VW:Jd3HS 313?JDNOO\"'\"'\" \"'\"'\"'\ \ Dl Z'O'L4 uolSJan GC-VSI?l 0 0 0 0 LL£'St 0 £8N 04 9£8 0 0 0 0 8£L'49 0 Z8N 04 9£8 0 0 0 0 694'Lb 0 48N 04 K8 0 0 0 0 645'09 0 09N 04 ££8 0 0 0 0 968'09 0 6LN 04 Z£8 0 0 0 0 89t7'4Z 0 8LN 04 4£8 0 0 0 0 291Z 0 LLN 04 0£8 0 0 0 0 V9919 0 VLN 04 6Z8 0 0 0 0 Z98'85 0 £LN 04 8Z8 0 0 0 0 L00'SZ 0 6£4N 04 LZ8 0 0 0 0 8 4Z'LZ 0 Ot N 0 4 9Z8 0 0 0 0 L96'tZ 0 £KN 04 9Z8 0 0 0 0 804'O£ 0 M 4N 04 bZ8 0 0 0 0 £L£'4£ 0 9KN 04 £Z8 0 0 0 0 Z69'9£ 0 9K N 0 4 ZZ8 0 0 0 0 98Z,S£ 0 LK N 0 4 28 0 0 0 0 8b'S£ 0 8K N 0 4 ON 0 0 0 0 460'£S 0 6KN 04 648 0 0 0 0 t£0'6b 0 4SM 04 848 0 0 0 0 969'49 0 094N 04 L48 0 0 0 0 9£8,9£ 0 MN 04 948 0 0 0 0 99'£J7 0 MN 04 948 0 0 0 0 444'bb 0 VS4N OL K9 0 0 0 0 8LO'tt, 0 99M 04 US 0 0 0 0 tIZ8'£b 0 99M Ol Z48 0 0 0 0 998'9£ 0 £LM 04 448 0 0 0 0 9bZ'8£ 0 VLM Ol 048 0 0 0 0 94'Ob 0 SL4N 04 608 0 0 0 0 8LZ'S£ 0 9LM 04 808 0 0 0 0 L6L'8Z 0 LL4N 04 L0S 0 0 0 0 b'OZ 0 UM 04 908 0 0 0 0 949'6Z 0 6LM 04 909 0 0 0 0 b 4Z'Oti 0 084 N 0 4 tl08 0 0 0 0 tZO'99 0 684N 04 £08 0 0 0 0 8b8'89 0 064N 04 Z08 0 0 0 0 Z£17'09 0 464N 04 409 0 0 0 0 80L'99 0 MN 0 4 009 0 0 0 0 804Z9 0 4ZZN 04 66L 0 0 0 0 £9t,'Lb 0 £ZZN 04 86L 0 0 0 0 ££L'SV 0 ZZZN 0 4 L6L 0 0 0 0 999'8b 0 6ZZN 04 96L 0 0 0 0 L9t,'tt, 0 8ZZN 04 96L 0 0 0 0 L9919 0 LZZN 04 t,6L 0 0 0 0 £K'49 0 9ZZN 04 £6L 0 0 0 0 ZbL'Lt, 0 SZZN 0 4 Z6L 0 0 0 0 tlt,9'49 0 tZZN 04 46L 8LV'60l Z ££b'b4 :,k Lbb't,4Z =X 01) JOO 6 06L 0 LtT989£ 0 .sieloi 6 69L 0 0 0 0 0 tK'- 89dM 6 88L 0 0 0 0 0 M, 99dM 6 L8L 0 0 0 0 0 Z£4'- SSdM 6 99L 0 0 0 0 0 tSO,4 tgdM 6 99L [jb-gl]ZW [lb-ql]AN [II-ql]XW M Z [>d A 14 X lagel 3u!of M pomgjuoo suol oeed w1or eweN lapow �8 Pa�loa40 Jaglau a( u6i ��' 1' W d t Z:g �a saQ MZ 'Ll uer AuedwoC) i a+,in inc a6e,a VV a6ed [PCJ'94 L06 L n321 -TlVM2JV3HS 313bONOOV-\ -\"'\"'1"'\"'\ "\ Ol Z'O'L 4 UOISJGA QE-VS tJ 0 0 0 0 £LL'St, 0 ZSZN 04 998 0 0 0 0 S£91V 0 £SZN 04 L99 0 0 0 0 9LL'6£ 0 VSZN OL 998 0 0 0 0 £9'4V 0 SSZN 04 999 0 0 0 0 LL'6E 0 95ZN O L V88 0 0 0 0 E6Z'OV 0 LSZN O L £88 0 0 0 0 ££6'L£ 0 95ZN Ol Z88 0 0 0 0 L66'SV 0 6LZN 04 L88 0 0 0 0 t,09'Zti 0 08ZN OL 099 0 0 0 0 690'9V 0 L8ZN OL US 0 0 0 0 S L8'SV 0 Z8ZN U L 8LV 0 0 0 0 99L'EV 0 £8ZN OL LL8 0 0 0 0 L6V'£V 0 98ZN 04 9L8 U U 0 0 VZ4 EV 0 VBZIV v4 SL0 0 0 0 0 VZ8'ZV 0 98ZN OL 17L8 0 0 0 U 89M£ 0 L8ZN 04 EL8 0 0 0 0 VZS'ZV 0 98ZN O L ZL8 0 0 0 0 L86'VV 0 8V£N 04 LL8 0 0 0 0 Z98'9V 0 LVCN OL OL8 0 0 0 0 VLV"VV 0 9V£N OL 698 0 0 0 0 L 2'9V 0 SV£N 0 L 999 0 0 0 0 £V9'£V 0 VVEN 0 L L99 0 0 0 0 901t, 0 EVEN 04 999 0 0 0 0 866'EV 0 ZV£N OL 999 0 0 0 0 60Z'VV 0 LV£N 04 V98 0 0 0 0 Z88'99 0 OMEN 04 E98 0 0 0 0 Z98'6£ 0 6£EN 0 L Z99 0 0 0 0 V98'ES 0 8EEN 0 4 L98 0 0 0 0 9L9'69 0 LE£N O L 099 0 0 0 0 8L6'ZV 0 9EEN O L 699 0 0 0 0 £EL'LV 0 SEEN OL 998 0 0 0 0 Z9819 0 V£EN 04 L98 0 0 0 0 968"Z9 0 £EEN OL 999 0 0 0 0 Vtt'6Z 0 ZEEN OL 999 0 0 0 0 LM0£ 0 LEEN OL P99 0 0 0 0 8LL'6Z U 0££N 04 £58 0 0 0 0 L LS'LZ 0 6Z£N 0 L Z99 0 0 0 0 698'99 0 804 N O L L99 0 0 0 0 LV919 0 LOLN 0 L 099 0 0 0 0 6£L1E 0 VOLN 04 6V8 0 0 0 0 V89'L£ 0 EOLN OL m 0 0 0 U 66 US 0 ZOLN OL LV8 0 0 0 0 VZV"OS 0 LOLN 04 m 0 0 0 0 99L'LV 0 OOLN 04 9V8 0 0 0 0 £EL'LS 0 66N OL VV8 0 0 0 0 99L'9V 0 96N 04 EV8 0 0 0 0 68'Vt 0 L6N OL ZV8 0 0 0 0 905'9 L 0 96N 01 4V8 0 0 0 0 V££'9 L 0 96N 0 L m 0 0 0 0 £LV'94 0 98N OL 6£8 0 0 0 0 LZV'9l 0 99N 0 L 8E8 0 0 0 0 L9'Vti 0 V8N 04 L£8 [lj-gl]ZW [lb-ql]JAW [lj-gl] XW IN]Z [A A 14 X lagel lulof 01 (penuq;uoo) suoij3ee6flu10,r auaeN lapoW 1A9 0 aaqua gof Nd tZ VS111111 Wd�Z:S aaU6u6isad M6 'Ll uef Aueduaoo St,96ed [P£a'94 406 L A\ 121 -TVMIJVd IHS 3l3?IONOOV-\—\"'\"'\' \"'\"'\ Ol Z'0'L 4 UOIsJGA Q£-VSlb 0 0 0 0 0 0 LtdM OL 0V6 0 0 0 0 0 V0£' 9tdM 0 L 6£6 0 0 0 0 0 6Lb'L- 9bdM OL 8£6 0 0 0 0 0 694' ttdM 04 L£6 0 0 0 0 0 600' £VdM 04 9£6 0 0 0 0 0 b6£' LVdM OL 9£6 0 0 0 bSL'- 0 0 OtdM Ol b£6 0 0 0 9L£'4- 0 0 6£dM 04 ££6 0 0 0 4£&L- 0 0 8£dM 04 Z£6 0 0 0 M'- 0 0 L£dM 04 4£6 0 0 0 99' 0 0 9£dM OL O£6 0 0 0 Z49'£ 0 0 S£dM 04 6Z6 0 0 0 98L'- 0 0 i�£dM OL 8Z6 0 0 0 9Z4' 0 0 ££dM 04 LZ6 0 0 0 0 0 L89'- Z£dM OL 9Z6 0 0 0 0 0 Z'4 L£dM 04 9Z6 0 0 0 0 0 99t'Z 0£dM OL VZ6 0 0 0 0 0 8LO'£- 6ZdM 04 £Z6 0 0 0 ZSZ'4 0 0 8ZdM 0 L ZZ6 0 0 0 ZSZ,L- 0 0 LZdM 04 26 0 0 0 0 0 99Z,L 9ZdM OL OZ6 0 0 0 0 0 ££6'L- SZdM 04 6L6 0 0 0 0 0 £L9'L- VZdM Ol 8L6 0 0 0 0 0 Z£6'9 £ZdM 04 LL6 0 0 0 0 0 Lt,9'- ZZdM Ol %6 0 0 0 0 0 S£9' 4ZdM 04 S46 0 0 0 0 0 9Lv'£- OZdM OL V46 0 0 0 LZ9'Z- 0 0 64dM 04 £L6 0 0 0 968' 0 0 8LdM OL ZL6 0 0 0 968' 0 0 L4dM OL 4L6 0 0 0 ££8' 0 0 9LdM OL OL6 0 0 0 0 0 8L6' 9LdM 04 606 0 0 0 0 0 ZK - t4dM 04 906 0 0 0 0 0 SZO' £4dM 04 L06 0 0 0 0 0 60£ ZLdM OL 906 0 0 0 0 0 46 - L 4dM 04 906 0 0 0 8L£' 0 0 04dM OL b06 0 0 0 9£9, 0 0 6dM 04 £06 0 0 0 £tiZ'L 0 0 8dM OL Z06 0 0 0 909' 0 0 LdM OL 406 0 0 0 L0v'9- 0 0 9dM OL 006 0 0 0 L09'Z 0 0 SdM 04 668 0 0 0 9ZL'4 0 0 tdM 0 L 968 0 0 0 417L'L- 0 0 £dM 04 L68 0 0 0 Z6£' 0 0 ZdM OL 968 0 0 0 99Z - 0 0 LdM OL 968 0 0 0 0 Z£Z'09 0 0£ZN O L t,69 0 0 0 0 894'Oc 0 L£ZN 04 £69 0 0 0 0 M'8b 0 Z£ZN OL Z69 0 0 0 0 8991t 0 ££ZN OL 469 0 0 0 0 9Z£,89 0 t£ZN O L 069 0 0 0 0 864'8£ 0 L9ZN 04 699 [33-gll Zn [3}{II] ),A [u-ll] XW IN]Z IN] 1. [A X lapel lulof M panuquoo suolpeay ju►01- auaeN 19POA A8 Pa jaqua gor Ad tZ:g�Z;q aaubu6lsaa %OZ `Ll u8r Auedwoo i-an io am abe,+ 9V abed [p£a'9[[06[ n3b - TlVM JV` IHS 313?10NOO\...V-V-V'Y'Y' Z'O'L6 uoisJan Q£-VSN 0 0 0 0 96['Z£ 0 69N V[ Z66 0 0 0 0 86L"69 0 09N V[ [66 0 0 0 0 V9V"9£ 0 6LN V[ 066 0 0 0 0 600'9Z 0 8LN V[ 686 0 0 0 0 6££l [ 0 LLN V[ 996 0 0 0 0 9£0'89 0 VLN V[ L96 0 0 0 0 691V 0 £LN V6 996 0 0 0 0 Z08ZZ 0 6£[N V[ 986 0 0 0 0 6L9"£Z 0 OVEN V[ V96 0 0 0 0 ZL8'ZZ 0 £V[N V[ £86 0 0 0 0 L6[ 96 0 rn N V[ Z96 0 0 0 0 V6V"9Z 0 9V[N V[ 686 0 0 0 0 96L'6Z 0 9V6 N V[ 086 n f i•n'7 n l+,l AI +,I R/cz 0 0 0 U LL Of, V LYVIV YY - 0 0 0 0 V00'6Z 0 8V6 N V[ 9L6 0 0 0 0 LLV8b 0 6V[N V[ LL6 0 0 0 0 696'Zti 0 [9[N V[ 9L6 0 0 0 0 900"8V 0 096N V[ 9L6 0 0 0 0 6861£ 0 Z96N V6 VL6 0 0 0 0 8LZ'8£ 0 £9[N V[ £L6 0 0 0 0 8V8'9£ 0 V9[N V[ ZL6 0 0 0 0 [OL'8£ 0 99[N V[ 6L6 0 0 0 0 9V9,8£ 0 996N VL OL6 0 0 0 0 V'V£ 0 £L[N V[ 696 0 0 0 0 69£"9V 0 VLM Vl 996 0 0 0 0 9£Z'L£ 0 9L[N V[ L96 0 0 0 0 L98'£V 0 9LM V[ 996 0 0 0 0 98'8Z 0 LL[N V[ 996 0 0 0 0 98 ZZ 0 8L[N V[ V96 0 0 0 0 99Z'8Z 0 6L[N V[ £96 0 0 0 0 V8'9V 0 08[N V[ Z96 0 0 0 0 88'[9 0 68[N V[ [96 0 0 0 0 9ZZ"V9 0 06[N V[ 096 0 0 0 0 96£'99 0 66[N V[ 696 0 0 0 0 8£8'09 0 MN V[ 996 0 0 0 0 8£9'ZZ O [ZZN V[ L96 0 0 0 0 L99"6Z 0 £ZZN V[ 996 0 0 0 0 9Z8'£9 0 ZZZN V[ 996 0 0 0 0 6£0"££ 0 6ZZN V6 V96 0 0 0 0 9[6'99 0 8ZZN V[ £96 0 0 0 0 9££"8£ 0 LZZN V[ Z96 0 0 0 0 9L6'V9 0 9Z'c,N V[ [96 0 0 0 0 £L£'Z£ 0 9ZZN IV 096 0 0 0 0 VZ9'L9 0 VZZN V[ 6V6 Z[Z'90[ Z [86'9[ :A 98Z'Z[Z :X 41) JOO 0[ 8V6 0 £[9"69VV 0 .Sleloi 0[ LV6 0 0 0 0 0 V[V 89dM 0[ 9V6 0 0 0 0 0 CVO'- 99dM 0[ 9V6 0 0 0 0 0 99Z'- 99dM O[ Vb6 0 0 0 0 0 80f[ V9dM 0[ £V6 0 0 0 0 0 6Z['- £9dM 0[ ZV6 0 0 0 0 0 VZO'- Z9dM 0[ [V6 [II-gl]ZW [l}-qll].lW [1b{ll]XW NI Z X lagel lu!of 01 (panWjuoo) suoi;oeey JuIor aweN 1apoN A8 t7 �agwnN qof Ad Nfslzllll Ad bZ:9�4 Jau6lsad MZ 'L4 uef Auedwoo Lb abed IPCJ'94 4061 n321 -TVMdVH IHS 313?IONOO\'"\*"\"'\"'\"'\-''\"'\'Dl Z'0'L 4 UOISaan QE-` sl?j 0 0 0 0 SL9'6E 0 bSZN b4 bb04 0 0 0 0 69L'ZV 0 99ZN b4 Etl04 0 0 0 0 699'6£ 0 99ZN V4 ZVOL 0 0 0 0 908'0v 0 LSZN b4 4t704 0 0 0 0 94tl"8E 0 99ZN t4 Otl04 0 0 0 0 9ZZ'tltl 0 6LZN V 4 6E0 4 0 0 0 0 l0tl'4S 0 09ZN VL 8£04 0 0 0 0 Z£8'Ztl 0 48ZN v4 LEOL 0 0 0 0 £4S'SS 0 ZBZN ti l 9E0 L 0 0 0 0 L66'4V 0 £8ZN b4 SE04 0 0 0 0 96Z'Zb 0 99ZN 174 17£OL 0 0 0 0 4V419 0 t8ZN t4 EE04 0 0 0 0 998'09 0 99ZN t,L Z£0 4 0 0 0 0 VS4'9E 0 L8ZN t4 4£OL 0 0 0 0 LLL'LS 0 88ZN b4 OE04 0 0 0 0 ZW4 tl 0 8KN V4 6Z04 0 0 0 0 t'00'Zt 0 Lb£N b4 BZOL 0 0 0 0 64L'Ob 0 9KN b4 LZ04 0 0 0 0 L9Z'Zb 0 SV£N b 4 9Z0 4 0 0 0 0 1t,0'Ob 0 tKN t,4 9Z04 0 0 0 0 Lt,6'Zb 0 EVEN t,4 VZ04 0 0 0 0 E64'Otl 0 Z1�EN v4 EZ04 0 0 0 0 996'6£ 0 LV£N t,l ZZOL 0 0 0 0 4tV6tl 0 OMEN vL 4Z04 0 0 0 0 6£S'V£ 0 6E£N t,4 NO L 0 0 0 0 M7'6t, 0 HEN t,4 6404 0 0 0 0 EZE'tiS 0 LEEN IV 840E 0 0 0 0 ZLV'6E 0 9EEN t,L L404 0 0 0 0 £ES'£b 0 SEEN v4 9L04 0 0 0 0 t1%,Z9 0 VE£N b4 M4 0 0 0 0 L86'99 0 E££N bl V404 0 0 0 0 L94'9Z 0 ZEEN v4 E404 0 0 0 0 £'LZ 0 4£EN bl ZL04 0 0 0 0 ZOL'SZ 0 0£EN b4 4404 0 0 0 0 t,4£'17Z 0 6Z£N t,4 0404 0 0 0 0 £L4'6S 0 MN t,4 6004 0 0 0 0 Z4S'9b 0 LOLN t,L 9004 0 0 0 0 8bt'8E 0 VO4N t4 L004 0 0 0 0 VLO'4Z 0 £04N t,4 9004 0 0 0 0 L%'69 0 Z04N IV 9004 0 0 0 0 888'9£ 0 [MN b4 b004 0 0 0 0 tZ£'SS 0 004N ti4 coo 0 0 0 0 496'9E 0 66N b4 zoo 0 0 0 0 EtlS'ZS 0 96N t,4 4004 0 0 0 0 96L'6Z 0 L6N V L 000 4 0 0 0 0 £64'4Z 0 96N V4 666 0 0 0 0 Z89'6 0 96N t,4 966 0 0 0 0 64E'4Z 0 99N t,4 L66 0 0 0 0 908'6 0 99N t,L 966 0 0 0 0 LZ6'4S 0 VON t4 966 0 0 0 0 £04,0£ 0 E8N bl t,66 0 0 0 0 £40'09 0 Z8N V4 £66 [II-gl]ZW [II-ql] J,W [II-al]XW Iml Z X lager lu!of 01 panu.iluoj suoi;oeay wiop GWEN lapoW :A9 VYd t7 :9 jagwnN gof vslaill Wd bZ�9 Jau6isaa M 'L6 Uef ALledw00 i a+,to anc a6ea 8t,96ed [P£a'9[[06[ AD l - TVM2JVDHS 31�2��N0�\"'\"'\""\' '\ \ \ \ Dl Z'O.L6 uolsaan Q£-`dSlb 0 0 0 0 0 996'[[- 9f'dM ti6 960[ 0 0 0 0 0 V90'[[- ttdM t,[ 960[ 0 0 0 0 0 69Z'Z- £tdM t,[ V60[ 0 0 0 0 0 [91'9- [VdM V[ £60[ 0 0 0 £017 0 0 OtdM V[ Z60[ 0 0 0 LL8'- 0 0 6£dM t,[ [60[ 0 0 0 6[t,"[- 0 0 8£dM V[ 060[ 0 0 0 t,90'- 0 0 L£dM t[ 690[ 0 0 0 9ZZ" 0 0 9£dM t,[ 990[ 0 0 0 £89'Z 0 0 9£dM t,[ L80[ 0 0 0 9cz,- 0 0 17EdM t,[ 990[ 0 0 0 Z80' 0 0 ££dM t[ 980[ 0 0 0 0 0 V90'9- Z£dM t,[ V80[ n n 4-6n•r+- i (`JAA bl C Of)I 0 0 0 V V vva a roUIVI v✓ �uvr 0 0 0 0 0 LZb'[ 0£dM t,[ Z90[ 0 U 0 0 0 [9['9- 6ZdM t,[ [90[ 0 0 0 VO"[ 0 0 8ZdM t,[ 080[ 0 0 0 t70' 0 0 LZdM t[ 6L0[ 0 0 0 0 0 LLt"OZ- 9ZdM t[ 8L0[ 0 0 0 0 0 Z09'Z[- 9ZdM b[ LLO[ 0 0 0 0 0 900[- tZdM t,[ 9L0[ 0 0 0 0 0 809'0[- £ZdM b[ 9LO[ 0 0 0 0 0 [L8'6- ZZdM V[ VLO[ 0 0 0 0 0 LLB'[I- [ZdM t[ £LO[ 0 0 0 0 0 [98'9£- OZdM V[ ZLO[ 0 0 0 99"Z- 0 0 6[dM b[ [LO[ 0 0 0 L06' 0 0 8[dM V[ OLO[ 0 0 0 [6' 0 0 L[dM t[ 690[ 0 0 0 tlt,8' 0 0 9[dM V[ 990[ 0 0 0 0 0 M'tl- 9[dM t[ L90[ 0 0 0 0 0 8L"9- V[dM V[ 990[ 0 0 0 0 0 99Vt- £[dM v 990[ 0 0 0 0 0 Z68'£- Z[dM t,[ t,90[ 0 0 0 0 0 [6V9- [[dM t[ £901 0 0 0 9Z£, 0 0 O[dM t,[ Z90[ 0 0 0 yy5 0 0 6dM IV[ [90[ 0 0 0 90"[ 0 0 8dM t,[ 090[ 0 0 0 80t" 0 0 LdM V[ 690[ 0 0 0 99Vtr- 0 0 9dM t,[ 890[ 0 0 0 [[Z'Z 0 0 9dM V[ L90[ 0 0 0 9LV" 0 0 'VdM V[ 990[ 0 0 0 Z69'[- 0 0 £dM t,[ 990[ 0 0 0 8Z£' 0 0 ZdM t,[ t190[ 0 0 0 96['- 0 0 [dM t[ £90[ 0 0 0 0 9££"b9 0 0£ZN v[ Z90[ 0 0 0 0 996"0£ 0 [£ZN t[ [90[ 0 0 0 0 996'99 0 Z£ZN b[ 090[ 0 0 0 0 £LZ'L 0 ££ZN K 6b0[ 0 0 0 0 tQL"88 0 t7£ZN Vl 9vo[ 0 0 0 0 V89"8£ 0 [9ZN V[ LVO0 0 0 0 0 9tL'9tl 0 Z9ZN t, 9tl0[ 0 0 0 0 99['Zt, 0 £9ZN t7[ 9tl0[ [lb-gl]ZW [II-ql]JAW [II-Ill XW M Z lq k 14 X lagel lulor 01 (panWjuoj) suogoead Riot aweN lapoW --:49 Pail qo jagwnN qof Wd bZ:9 Jaubisad 6WZ `ZI Uef Auedwoo 6t,86ed Lp£J'9L L06 L n�R:l --11VM2M3HS Z'0'L L uolsaan dE-`dSl2i 0 0 0 0 6991t, 0 6LN 9L BULL 0 0 0 0 LOZ'OZ 0 8LN 9 L LK L 0 0 0 0 9£L'OZ 0 LLN 9 L 9VL L 0 0 0 0 L£L"Z9 0 VLN 9L 9t7LL 0 0 0 0 88b'E9 0 ELN 9 L t'bL L 0 0 0 0 8t,9'LL 0 6£LN 9 L CKL 0 0 0 0 Z£L'SZ 0 OIL N 9 L ZK L 0 0 0 0 9ZZ'LL 0 EKN 9L L.VLL 0 0 0 0 VV9'L£ 0 VtlN 9L OtlLL 0 0 0 0 9Zt'ZZ 0 9KN 9L 6£LL 0 0 0 0 998'ZE 0 9tLN 9L 8£LL 0 0 0 0 9Z8'9Z 0 LKN 9L L£LL 0 0 0 0 9Z61£ 0 9tlM 9L 9£LL 0 0 0 0 ELL'8£ 0 6tLN 9L 9£LL 0 0 0 0 L L6'9£ 0 LM 9 L VEL L 0 0 0 0 99E'89 0 09L N 9 L EEL L 0 0 0 0 £80'8£ 0 Z9L N 9 L Z£L L 0 0 0 0 £98'Z£ 0 E9LN 9L LELL 0 0 0 0 ZLZ'tltl 0 VS L N 9L 0£L L 0 0 0 0 ZLZ'EE 0 991N 9L 6ZLL 0 0 0 0 9£0"tIt, 0 99LN 9L 8ZLL 0 0 0 0 LZ9'6E 0 ELLN 9L LZLL 0 0 0 0 9£L"ltl 0 VLLN 9L 9ZLL 0 0 0 0 96LVI 0 9LLN 9L 9ZLL 0 0 0 0 868'L£ 0 9LLN 9 L VU L 0 0 0 0 VZE'0£ 0 LLLN 9L £ZLL 0 0 0 0 99E"LZ 0 8LLN 9L ZZLL 0 0 0 0 SKIC 0 6LLN 9L LZLL 0 0 0 0 LL'Ztl 0 08LN 9 L OZL L 0 0 0 0 88'ZOL 0 68LN 9L 6LLL 0 0 0 0 LV£' 0 06LN 9L 8LLL 0 0 0 0 Z09'80L 0 L6LN 9L LLLL 0 0 0 0 9L9' 0 MN 9L 9LLL 0 0 0 0 8LO'9t, 0 L ZZN 9 L 9 L L L 0 0 0 0 996'Ltr 0 £ZZN 9L V L L L 0 0 0 0 t,86'6£ 0 ZZZN 9 L ELL L 0 0 0 0 L6L"£tl 0 6ZZN 9L ZLLL 0 0 0 0 6Z8'6E 0 9ZZN 9L LLLL 0 0 0 0 LL9'99 0 LZZN 9L OLLL 0 0 0 0 69Z"9tl 0 9ZZN 9 L 60L L 0 0 0 0 Z LZ'Ztl 0 9ZZN 9 L 80L L 0 0 0 0 8Z9'Stl 0 t ZZN 9 L LOL L £t,0"60L :Z ELL't,l :A 69l'PLZ :X (11) JOo VL 90L L 0 88'06Lt, Z80'LEZ- :SlSlol t,L 90LL 0 0 0 0 0 88L'L- 89dM vL VOLL 0 0 0 0 0 tL6'tl- 99dM bL COL L 0 0 0 0 0 99'0 L- 99dM bL ZOL L 0 0 0 0 0 9L L'6- tlSdM IVL LOL L 0 0 0 0 0 6L£'OL- £9dM VL OOLL 0 0 0 0 0 8LL'L- ZSdM bL 660L 0 0 0 0 0 917L'L- LtdM iv 960L 0 0 0 0 0 99L'OL- 9tdM Vl L60L [II-gl]ZW [3}{ll] kVy [u-ql]XW [11 Z [A A [A X legel jwor 01 (panuiIuoD) suoP oBOU W10f, auaeN 18PON As parego jagwnN qof Ad tZ;S aau6isaa %OZ 'Ll Uef Auedwoo i ca+,io n i_c a6ea 09 a6ed [PEa'9L L06L n321 -TlVMbH3HS 313b�N0�\"""\"""\ \ \ \" \ \ Dl Z"0'LL UOISJGn dE-VSlb 0 0 0 0 908'6L 0 99ZN 9 L OOZ L 0 0 0 0 986' 0 L9ZN 9L 66LL 0 0 0 0 666'9L 0 99ZN 9L 96LL 0 0 0 0 69'6v 0 6LZN 9 L L6L L 0 0 0 0 LE6'9v 0 OOZN 9L 96LL 0 0 0 0 89L'8v 0 L8ZN 9L 96LL 0 0 0 0 LL9'6v 0 Z8ZN 9 L 176L L 0 0 0 0 E09'9v 0 E8ZN 9 L M L 0 0 0 0 K6'917 0 99ZN 9 L Z6L L 0 0 0 0 LE9"9v 0 v8ZN 9L L6LL 0 0 0 0 Z LZ'9v 0 99ZN 9 L 06L L 0 0 0 0 L80"Zv 0 L8ZN 9L 69LL 0 0 0 0 L8"9v 0 8OZN 9L SOLL 0 0 0 0 E90'8v 0 SVEN 94 LOL 0 0 0 0 990'9£ 0 Lv£N 9L 98LL 0 0 0 0 9981v 0 9KN 9L 98LL 0 0 0 0 vZL"9E 0 9vEN 9 L VOL L 0 0 0 0 69Z'Lv 0 ttCN 9L E8LL 0 0 0 0 9EL'9E 0 EVEN 9 L Z8L L 0 0 0 0 v6L'Lv 0 ZKN 9L L8LL 0 0 0 0 £96"ZE 0 Lv£N 9 L 08LL 0 0 0 0 6 L8'v9 0 OVEN 9 L 6LL L 0 0 0 0 OE8'8Z 0 6E£N 9 L 8LL L 0 0 0 0 vZ6'L9 0 SEEN 9L LLLL 0 0 0 0 68'9v 0 L££N 9 L 9LL L 0 0 0 0 9Lv'9v 0 9EEN 9L 9LLL 0 0 0 0 969'9E 0 9EEN 9L VLLL 0 0 0 0 898'LL 0 VEEN 9L ELL 0 0 0 0 6ZZ'Lv 0 EEEN 9 L ZLL L 0 0 0 0 9v1'6Z 0 Z£EN 9L LLLL 0 0 0 0 60L'EZ 0 LEM 9 L OLL L 0 0 0 0 909'6Z 0 OEEN 9 L 69L L 0 0 0 0 LZv"OZ 0 6Z£N 9 L 89L L 0 0 0 0 909"E9 0 80LN 9L L9LL 0 0 0 0 6LL'Z9 0 LOLN 9L 99LL 0 0 0 0 869"6Z 0 VOLN 9L 99LL 0 0 0 0 8ZL"6Z 0 EOLN 9L v9LL 0 0 0 0 69L'Lv 0 ZOLN 9L £9LL 0 0 0 0 ZOv'Lv 0 WM 9 L Z9L L 0 0 0 0 6v6'Ev 0 OOLN 9L L9LL 0 0 0 0 9£"Ov 0 66N 9 L 09L L 0 0 0 0 6EZ Lv 0 96N 9L 69LL 0 0 0 0 COO'Lv 0 L6N 9L 99LL 0 0 0 0 88v"9L 0 96N 9L 19LL 0 0 0 0 L££'9L 0 96N 9L 99LL 0 0 0 0 £Ov"9 L 0 98N 9 L 99L L 0 0 0 0 vlv"9L 0 99N 9L v9LL 0 0 0 0 L08"Ov 0 VON 9L E9LL 0 0 0 0 Zvb"Lv 0 EON 9 L Z9L L 0 0 0 0 89E'8v 0 Z8N 9 L L9L L 0 0 0 0 v6"Ev 0 LON 9 L 09L L 0 0 0 0 v0911V 0 09N 9 4 6vL L [3}-gl]ZW [II-ll]J.W [jj-gl]XW IN]Z I>Il J. I>ll X lagel ju!of 01 penWjuoo suoijaeaa;u►or :A8 Palloa4o jaquanN q°p Nfslzllll W d'VZ:g as u6l sap MZ 'Ll uBr Auedwoo 49 abed [p£J'94 4064 A321 --l-l`dM%cIV3HS 3132IONOO\"'\*"\"'\"'\"'\"'\"'\:DI Z'O-L4 uoisaan GC-VSN 0 0 0 0 0 940'- £bdM 94 Z9Zl 0 0 0 0 0 8L£' 4VdM 94 49Z4 0 0 0 660'£- 0 0 Ot�dM 94 09Z4 0 0 0 996'£- 0 0 6£dM 94 6VZ4 0 0 0 9b4't�- 0 0 8£dM 9l 8,vZ4 0 0 0 L£L'Z- 0 0 L£dM 94 LtZ4 0 0 0 9t�Z'6- 0 0 9£dM 9l 9tZ4 0 0 0 488,Z- 0 0 9£dM 9 4 9tlz 4 0 0 0 984'9- 0 0 t£dM 94 t'tlZ4 0 0 0 4£6'tl- 0 0 ££dM 94 £17Z4 0 0 0 0 0 L£9'- Z£dM 9 4 Ztlz 4 0 0 0 0 0 L9Z'4 4£dM 94 4tZ4 0 0 0 0 0 8L8'Z 0£dM 94 OtIZ4 0 0 0 0 0 964'£- 6ZdM 94 6£Z4 0 0 0 ££Z'bb- 0 0 8ZdM 9 4 8£Z 4 0 0 0 LOO'8t- 0 0 LZdM 9 4 L£Z 4 0 0 0 0 0 Z06' 9ZdM 9 4 9£Z 4 0 0 0 0 0 £99'4- 9ZdM 9 4 9£Z 4 0 0 0 0 0 9Zt"l- VZdM 9 4 b£Z 4 0 0 0 0 0 Z90'9 £ZdM 94 ££Z4 0 0 0 0 0 ££S'- ZZdM 9 4 Z£Z 4 0 0 0 0 0 9Lt' 4ZdM 94 4£Z4 0 0 0 0 0 M7- OZdM 9 4 0£Z 4 0 0 0 Z99'6Z- 0 0 64dM 94 6ZZ4 0 0 0 6L£'9Z- 0 0 8 4dM 9 L 8ZZ 4 0 0 0 t9b'LZ- 0 0 L4dM 94 LZZ4 0 0 0 t,6£'9Z- 0 0 94dM 94 9ZZ4 0 0 0 0 0 6b6' 94dM 94 9ZZ4 0 0 0 0 0 4L£'- tt4dM 94 tZZ4 0 0 0 0 0 LZO' £4dM 94 £ZZ4 0 0 0 0 0 9££' Z4dM 94 ZZZ4 0 0 0 0 0 t,6'- 44dM 94 4ZZ4 0 0 0 trtL'tr- 0 0 04dM 94 OZZ4 0 0 0 6t,9'tl- 0 0 6dM 94 64Z4 0 0 0 4Z't7- 0 0 9dM 94 84Z4 0 0 0 60L'tl- 0 0 LdM 9 4 L 2Z 0 0 0 919'6- 0 0 9dM 94 924 0 0 0 8t"9- 0 0 9dM 94 924 0 0 0 689'£- 0 0 tdM 94 tl4Z4 0 0 0 £94'Z4- 0 0 £dM 94 £4Z4 0 0 0 VZ9'4- 0 0 ZdM 9 l Z 4Z 4 0 0 0 Z£Z'Z- 0 0 4dM 94 424 0 0 0 0 t0£117 0 0£ZN 94 MU 0 0 0 0 Z6Z'1717 0 4£ZN 91 60Z 4 0 0 0 0 Z'£tl 0 Z£ZN 9 4 80Z 4 0 0 0 0 LSL'ZV 0 ££ZN 94 LOZ4 0 0 0 0 66V'Z9 0 b£ZN 9 4 90Z 4 0 0 0 0 4£6'Z 0 49ZN 94 90Z4 0 0 0 0 999'98 0 Z9ZN 94 tlOZ4 0 0 0 0 999' 0 £9ZN 9 4 £OZ 4 0 0 0 0 899'6L 0 tl9ZN 9 4 ZOZ 4 0 0 0 0 COL" 0 99ZN 94 40Z4 [3;-ql]ZW [3;-q11 AN [I;-gl]XW N Z A IA X legel lu!of 01 p9nuquo3 suoijoeed iulop aweN lapow 148 peel qo aegwnN qof��' 1' Ad bZ:9 Jeu6isaa MZ 'Ll Uef Auedwoo i.ati io 71.r 96ea Z9 a6Bd [PCJ'96 L06L n321 - -11VMI:IV3HS 313?IONOO\'.'\"'\"'\'"\'-'\"'\"'\:OI Z'0'L6 UOIS18n GC-VSI2A 0 0 0 0 b LO'9Z 0 LLN 9 L v0£L 0 0 0 0 6tZ'9t, 0 VLN 9L EOEL 0 0 0 0 9LE'69 0 ELN 9 L ZO£L 0 0 0 0 Z08'ZZ 0 6£LN 9L LOEL 0 0 0 0 6L9'£Z 0 OtlN 9L WE 0 0 0 0 ZL8'ZZ 0 Ct L N 91 66Z L 0 0 0 0 L6L'9Z 0 VKN 9L 96ZL 0 0 0 0 t,6.V'9z 0 9VLN 9L L6ZL 0 0 0 0 96L'6Z 0 9t L N 9 L 96Z L 0 0 0 0 LL'8Z 0 LVL N 9 L 96Z L 0 0 0 0 t7OO'6Z 0 M N 9 L v6Z L O 0 0 0 LLt,'8t, 0 6tLN 9L E6ZL 0 0 0 0 686'Zt, 0 L9LN 9L Z6ZL 0 0 0 O 900'8v uu vSl"i 9L 1-6ZL O 0 0 0 L86'L£ 0 Z9LN 9L 06ZL 0 0 0 0 8LZ'8E 0 E9 L N 9 L 69Z L 0 0 0 0 M'8£ 0 b9 L N 9 L 88Z L 0 0 0 0 LOL'8E 0 99LN 9L L8ZL 0 0 0 0 9V9'8£ 0 99L N 9 L 99Z L 0 0 0 0 898'tltl 0 ELM 9L 98ZL 0 0 0 0 668'9£ 0 tLL N 9 L tl8ZL 0 0 0 0 99L'6t' 0 SLLN 9L £8ZL 0 0 0 0 6L61£ 0 9LLN 9L ZSZL 0 0 0 0 tZ8'LE 0 LLLN 9L L8ZL 0 0 0 0 Lb8'6L 0 9LLN 9L 08ZL 0 0 0 0 Stt't7E 0 6LLN 9L 6LZL 0 0 0 0 669'6E 0 08LN 9L OLZL 0 0 0 0 88'L9 0 69LN 9L LLZL 0 0 0 0 9ZZ'tlS 0 06 L N 9 L 9LZ L 0 0 0 0 96£'99 0 L6LN 9L 9LZL 0 0 0 0 8£8'09 0 Z6L N 9 L VLZ L 0 0 0 0 9Z9'69 0 LZZN 9L ELZL 0 0 0 0 L99'£S 0 EZZN 9L ZLZL 0 0 0 0 L96'9L 0 ZZZN 9L LLZL 0 0 0 0 9E1,£9 0 6ZZN 9L OLZL 0 0 0 0 TIOE°ZZ 0 9ZZN 9L 69ZL 0 0 0 0 L69'ZL 0 LZZN 9L 99ZL 0 0 0 0 ZL9'SE 0 9ZZN 9L L9ZL 0 0 0 0 L919 0 9ZZN 9L 99ZL 0 0 0 0 899'£E 0 VZZN 9 L 99Z L Etl0'60 L :Z £LL'b L :A 69 L'V LZ :X (11) JOO 9 L v9Z L 99Z'WZ- 99'O%t' 0 :Slejol 9 L E9Z L 0 0 0 0 0 b'- 99dM 9 L Z9Z L 0 0 0 0 0 LO' 99dM 94 L9ZL 0 0 0 0 0 99L'- 99dM 9L 09ZL 0 0 0 0 0 ttz,L t79d M 9 L 69Z L 0 0 0 0 0 L L L ESdM 9L 89ZL 0 0 0 0 0 ZZO'- ZSdM 9 L L9Z L 0 0 0 0 0 0 LVdM 9L 99ZL 0 0 0 0 0 ELZ' 9tdM 9L 99ZL 0 0 0 0 0 89Z'L- St'dM 9 L tl9z L 0 0 0 0 0 ELO' ttdM 9L £9ZL [Il-ql]ZW [j}-ql].lW [11-ql] XW IN]Z X lagel ju!of M penu!juoo suol;oeeu julor aweN lapoN A8 jagwnN gof INd bZ:S Jau61saa ' 6WZ 'LL uef Auedwoo £9 a6ed [P£J'9l L06 L n32i --IIVM AVDHS El13�IONOO\'"\-"\*"\"'\"'\"'\'''\:OI Z'O'L L uolsaan 4E-VslI l 0 0 0 0 9 Lt�'8E 0 89ZN 9 L 99E L 0 0 0 0 99L'99 0 6LZN 9L 99£L 0 0 0 0 L9t,'Ot, 0 08ZN 9 L tl9E L 0 0 0 0 tOL't9 0 L8ZN 9L £9EL 0 0 0 0 LE9'Etl 0 ZBZN 9L Z9£L 0 0 0 0 LLZ'L9 0 £8ZN 9L L9£L 0 0 0 0 9L9'L9 0 98ZN 9L 09EL 0 0 0 0 L£6'Lt7 0 t,8ZN 9L 6KL 0 0 0 0 V99'Lt, 0 98ZN 9L etc 0 0 0 0 LOO'8tl 0 L8ZN 9 L LtC L 0 0 0 0 L06'6£ 0 88ZN 9L 9b£L 0 0 0 0 ZLL'LV 0 MN 9L 9vEl 0 0 0 0 V00'Zt, 0 LKN 9 L t1tE L 0 0 0 0 6 LL'Ot, 0 9V£N 9 L £bE L 0 0 0 0 L9Z'Zt, 0 9tCN 9 L Zb£L 0 0 0 0 Lt�O'Ot, 0 ttCN 9L LKL 0 0 0 0 Lt?6'Zt, 0 £b£N 9 L Ob£L 0 0 0 0 £6VOb 0 ZKN 9 L 6EE L 0 0 0 0 996'6E 0 LKN 9L gee 0 0 0 0 LK'6t 0 OKN 9L LE£L 0 0 0 0 6E9'b£ 0 6EEN 9 L 9EE L 0 0 0 0 Z8t,'6t, 0 8E£N 9 L 9£E L 0 0 0 0 EZE'tl9 0 LEEN 9 L vEE L 0 0 0 0 ZLt,'6£ 0 9££N 9 L EEC L 0 0 0 0 EE9'£t7 0 9EEN 9 L ZEE L 0 0 0 0 tIOl'Z9 0 KEN 9L LEEL 0 0 0 0 L86'99 0 EEEN 9 L 0£E L 0 0 0 0 L9L'9Z 0 ZEEN 9L 6Z£L 0 0 0 0 £IZ 0 LEM 9L 8ZEL 0 0 0 0 ZOL'9Z 0 0££N 9 L LZ£L 0 0 0 0 t,L£'tZ 0 6ZEN 9 L 9ZEL 0 0 0 0 E681t, 0 80L N 9 L 9Z£L 0 0 0 0 Z£L'L9 0 LOLN 9L tlZ£L 0 0 0 0 L66'OZ 0 VOL N 9 L EZ£L 0 0 0 0 5'b'8£ 0 EOLN 9L ZZEL 0 0 0 0 96Z'9£ 0 ZOLN 9L LZEL 0 0 0 0 V98'89 0 LOLN 9L OZEL 0 0 0 0 Z99'Z£ 0 OOL N 9 L 6 LE L 0 0 0 0 V99'69 0 66N 9 L 8 L£L 0 0 0 0 t,66'6Z 0 86N 9 L L LE L 0 0 0 0 E£0'Z9 0 L6N 9 L 9 LE L 0 0 0 0 688'6 0 96N 9 L M L 0 0 0 0 8EZ'LZ 0 96N 9L VL£L 0 0 0 0 8t9'6 0 99N 9L EL£L 0 0 0 0 8ZL'LZ 0 98N 9L ZLEL 0 0 0 0 E09'6Z 0 V9N 9L LL£L 0 0 0 0 ZE8'Z9 0 E8N 9 L 0 LE L 0 0 0 0 LZ9'9£ 0 Z8N 9 L 60E L 0 0 0 0 L179'99 0 L8N 9 L 90£L 0 0 0 0 9£Z'9£ 0 09N 9 L LOE L 0 0 0 0 6LL'69 0 UN 9 L 90£L 0 0 0 0 6Lt't,L 0 8LN 9 L 90£L [u-qll ZW [i�-ql]JAW [II-ql] XW hl Z [)I]A X legal lulof 01 panuiJuoD suoijoeaa miop GWEN IaPoW :A8 pwa43 jagwnN qor VS111111 Ad bZ:g aau6isaa MZ `L6 uef Auedwoz) �J I_Qi,10 bl C'aBea t,9 aged [PEa'91 L06L A321 -TVM2JV3HS 313?J0N00\­V\ " V'V' Z'0'LL U0ISaan Q£-` sjl j 0 0 0 £0t'- 0 0 ObdM 9L 8011 0 0 0 LL8'- 0 0 6£dM 9L Lot,L 0 0 0 6Lt,'L- 0 0 8EdM 9L 90VL 0 0 0 t,90'- 0 0 L£dM 9L 90t,L 0 0 0 5ZZ' 0 0 9EdM 9L VovL 0 0 0 £897 0 0 9£dM 9L EOt,L 0 0 0 8EZ'- 0 0 b£dM 9L ZObL 0 0 0 NO, G 0 EEdM 9 L WK 0 0 0 0 0 VOLT Z£dM 9L OObL 0 0 0 0 0 Z9E'9 LEdM 91 66£L 0 0 0 0 0 6ZL'E OEdM 9L 96EL 0 0 0 0 0 CtZ'- 6ZdM 9 L LK L 0 0 0 V0'L 0 0 8Zd M 9 L 96£L 0 0 0 vo u u LZdIV\ 91 96£L 0 0 0 0 0 LLE'ZZ 9ZdM 9L ti6EL 0 0 0 0 0 96£'6 9ZdM 9L £6EL 0 0 0 0 0 69VL tZdM 9L ME 0 0 0 0 0 99L'OZ £ZdM 91 L6E L 0 0 0 0 0 96L'8 ZZdM 9L 06EL 0 0 0 0 0 Z85'ZL LZdM 9L 68EL 0 0 0 0 0 8E0'OE OZdM 9 L HE L 0 0 0 99'Z- 0 0 6LdM 9L 18£L 0 0 0 L06' 0 0 8 LdM 9 L 98£L 0 0 0 L6' 0 0 LLdM 9L 98£L 0 0 0 tltl8' 0 0 9LdM 9L vecL 0 0 0 0 0 Lt,6'9 9LdM 9L E8EL 0 0 0 0 0 9E0'9 bLdM 9L ZOEL 0 0 0 0 0 8LZ'v ELdM 9L L8£L 0 0 0 0 0 999't, Z LdM 9 L 08E L 0 0 0 0 0 ELE't, LLdM 9L 6LEL 0 0 0 9ZE' 0 0 OLdM 9L OLEL 0 0 0 999' 0 0 6dM 9L LLEL 0 0 0 90'L 0 0 8dM 9 L 9LE L 0 0 0 8ot" 0 0 LdM 9L 9LEL 0 0 0 58V17- 0 0 9dM 9L VLEL 0 0 0 LLZ'Z 0 0 9dM 9L ELEL 0 0 0 9LV'L 0 0 VdM 9L ZLEL 0 0 0 Z69'L- 0 0 EdM 9L LLEL 0 0 0 8ZE' 0 0 ZdM 9L OLE L 0 0 0 96L'- 0 0 LdM 9L 69£L 0 0 0 0 LVL'EE 0 OEZN 9L 99EL 0 0 0 0 619 0 LEZN 9 L L9E L 0 0 0 0 88L'8Z 0 ZEZN 9 L 99E L 0 0 0 0 Z96'6L 0 EEZN 9 L 99E L 0 0 0 0 ZEt'9 L 0 VCZN 9 L b9E L 0 0 0 0 V99'8£ 0 L9ZN 9 L E9E L 0 0 0 0 OVL'9tl 0 Z9ZN 9 L Z9£L 0 0 0 0 99L'Ztl 0 E9ZN 9L L9EL 0 0 0 0 9L9'6E 0 tl9ZN 9 L 09E L 0 0 0 0 69L'Zt, 0 99ZN 9L 69EL 0 0 0 0 699'6E 0 99ZN 9 L m L 0 0 0 0 909'0t, 0 LSZN 9 L L9E L [I}-ql]ZW [l3{il].lW [II-ll]XW N Z X lapel lu!of 3l penugjuo3 suotjaeay iu►or aweN IaPON :A8 PaN3a40 jagwnN qor Wd bZ:9 aau6lS9a MZ 'Ll uef Auedwoo gg abed [P£a'9L L06L A32J - TVM2tb'3HS 3L3210NOOV" \"'\"'1"'\"'\"'\ of Z'O'LL UOISJaA GC-`dSI2l 0 0 0 0 88t'£9 0 £LN LL 09t,L 0 0 0 0 996'LZ 0 6£LN LL 69tL 0 0 0 0 L£t�"8 L 0 Ot L N L[ 8Sb L 0 0 0 0 vLS'8Z 0 CtM LL LSt7L 0 0 0 0 ZSS"OZ 0 ttLN L[ 99tL 0 0 0 0 699'8Z 0 St L N L L SSt,L 0 0 0 0 b£L'9Z 0 9t L N L L tlgtl L 0 0 0 0 LOLL£ 0 LtLN LL £St,L 0 0 0 0 ESL'9Z 0 8VLN LL ZSt,[ 0 0 0 0 L8L'89 0 6t,L N L L Lgt L 0 0 0 0 E90'6t, 0 LSLN LL OSVL 0 0 0 0 9£9'LE 0 OSLN LL 6ttL 0 0 0 0 £88,9Z 0 MN LL 8ttL 0 0 0 0 ZOL'£b 0 MN L L Ltt L 0 0 0 0 8Ztl'EE 0 VSLN LL 9tt 0 0 0 0 88L t1t, 0 SSLN LL Stt 0 0 0 0 890'EE 0 99 L N L L Vtt L 0 0 0 0 LZ9'6£ 0 MN L L Ett L 0 0 0 0 S£L'Ltl 0 bLLN LL ZttL 0 0 0 0 96['£t, 0 SLLN LL Lttb 0 0 0 0 8681£ 0 9L[N L[ Ottb 0 0 0 0 bZ£'0£ 0 LL[N L L Utt 0 0 0 0 SSE'LZ 0 8LLN LL 8£b[ 0 0 0 0 Stl£'L£ 0 6LLN LL LDIL 0 0 0 0 LL'Ztl 0 OSM LL 9D, 0 0 0 0 LSL' 0 681N LL SD,L 0 0 0 0 668'ZOL 0 06LN LL KVI 0 0 0 0 6LL'L 0 [6LN LL M, 0 0 0 0 L6'001 0 MN L[ ZEVL 0 0 0 0 8LO'9t, 0 LZZN LL L£tL 0 0 0 0 9961b 0 £ZZN LL 0£t,1 0 0 0 0 t,86'6E 0 ZZZN L L 6ZV L 0 0 0 0 L6L'Et, 0 6ZZN LL 8ZbL 0 0 0 0 6Z8'6£ 0 8ZZN LL LZt,L 0 0 0 0 [LS'SS 0 LZZN L[ 9Zt,l 0 0 0 0 69Z'St, 0 9ZZN L L SZK 0 0 0 0 ZLZ'Ztl 0 SZZN L[ bZVL 0 0 0 0 8Z9'9t, 0 tbZZN LL EZtL £tt0'601 Z ELL'b[ :A 69Vt,LZ :X :01) JOo 9L ZZtlL 0 88'06Lt, Z80'LEZ :Slejol 9L LzvL 0 0 0 0 0 96E'9 89dM 9L OZbL 0 0 0 0 0 996't, 99dM 9 L 6 Lt,L 0 0 0 0 0 L8Z"0[ SSdM 9L 9[tll 0 0 0 0 0 tl9'L L tSdM 9L LLt,L 0 0 0 0 0 SZZ'OL £SdM 9[ 9LbL 0 0 0 0 0 ZZL'L ZSdM 9L SLtL 0 0 0 0 0 669'L LtdM 9L t LbL 0 0 0 0 0 9 49'0 L 9tdM 9 L £Ltl 0 0 0 0 0 CLV6 StdM 9[ Z[tl 0 0 0 0 0 SSZ'L L ttdM 9L L LtlL 0 0 0 0 0 89Z'Z EVdM 9[ 0Lt,L 0 0 0 0 0 9051 LVdM 9L 6017L [II-ql]ZW [II-ql]),A [3}{il] XW NI Z 1>0 A [>d X lagej julof 01 panua;uoo suoijoead gqor OVY jagw �8 Pa�l�4� �agwnN qOr qof ' Ad bZ:9 iau6lsaQ vfsl 111 6WZ `L6 Uef Auedwo0 LQb 10 Q I S 96ea 99 abed [PEa'9l W61 n32l -T lVAAb] ' IHS 3132J3NOO\'"\"-\"'\"'\"'\' \ "\ of Z'O-L l uolsaan GC-VSlb 0 0 0 0 l£6'9l7 0 08ZN L L Z L9 L 0 0 0 0 89L'8b 0 l8ZN L l l l5l 0 0 0 0 LL9'6117 0 ZBZN L L 0 L9l 0 0 0 0 E09,9b 0 E8ZN L L 609 L 0 0 0 0 l7E6'9b 0 98ZN L l 909 L 0 0 0 0 L£9'9b 0 t8ZN L L L09 l 0 0 0 0 Z LZ'9tl 0 98ZN L L 909 l 0 0 0 0 L80ZV 0 L8ZN Ll 9091 0 0 0 0 l8'9b 0 98ZN L l 1709 L 0 0 0 0 £Ll'b£ 0 8t£N L L E051 0 0 0 0 V68b a LVIEN LL ZOSy 0 0 0 0 lL9'EE 0 9KN LL Wg5 0 0 0 0 80ti'6b 0 StEN L L 009 L 0 0 0 0 EZ8 ZE 0 v VCII ' " wwv' V VCKI I vvY Y 0 0 0 0 tl5l'OS 0 Et£N LL 861v1 0 U 0 0 56l'£E 0 Zt£N Ll 16t1 0 0 0 0 896'9b 0 Lt£N LL 96t'1 0 0 0 0 ZLt"Et, 0 OVEN LL 96t,1 0 0 0 0 ZSZ'Ob 0 6EEN Ll b6bl 0 0 0 0 8Z0'Lb 0 8EEN Ll £6tl 0 0 0 0 LtL'Z9 0 LE£N LL Z6tL 0 0 0 0 £ES,Z£ 0 9£EN Ll 16tl1 0 0 0 0 99v'09 0 SEEN LL 06ti1 0 0 0 0 l9E'Z9 0 tlEEN Ll 69V1 0 0 0 0 LEL'99 0 UEN L L 88V 1 0 0 0 0 689'ZZ 0 Z£EN L L L8t l 0 0 0 0 9L8'OE 0 LEEN Ll 98V1 0 0 0 0 LL8'LZ 0 OEEN LL 58t1 0 0 0 0 LLZ'8Z 0 6ZEN LL V9VL 0 0 0 0 905'E5 0 MN Ll E8tl 0 0 0 0 6LLZ9 0 LOLN LL Z9VI 0 0 0 0 869'6Z 0 VOM Ll L8tl 0 0 0 0 8ZL'6Z 0 EOM Ll 08b1 0 0 0 0 69L'Lt 0 ZOLN LL 6Ltl 0 0 0 0 ZOV'Lt, 0 WM L L SLV I U U U 0 biro titl 0 OULN LL LLt'l 0 0 0 0 9£'8t 0 66N LL 9Lt,1 0 0 0 0 6EZ'lt, 0 86N Ll 9Lt, 0 0 0 0 E00'Lb 0 L6N LL tLtl 0 0 0 0 OW9' 0 96N L L ELM 0 0 0 0 L££'9l 0 96N LL ZLt,L 0 0 0 0 £Ot'9L 0 99N Ll LLK 0 0 0 0 bltl'SL 0 98N Ll OLbI 0 0 0 0 108'Ot 0 V9N Ll 69t1 0 0 0 0 Ztt'lt, 0 £8N LL 89VL 0 0 0 0 89£'8t, 0 Z8N L l L9b L 0 0 0 0 176'Et, 0 L8N LL 99b1 0 0 0 0 t,09'Lt, 0 09N Ll 99t1 0 0 0 0 699'Lb 0 6LN L L b9v l 0 0 0 0 LOZ'OZ 0 8LN Ll E9tl 0 0 0 0 9£L'OZ 0 LLN LL Z9bl 0 0 0 0 LELZ9 0 VLN Ll l9bl [l3-gll ZW [u-ll]hW [u-ll]XW Z J. N X legel}wof 01 (panuijuo,) suoijoee6r Wior aweN IaPoW A9 Palloago jagwnN qof Wd bZ:9 Ja u61 sac] MZ 'Ll Uef Auedwoo L9 a6Bd IPU%L061 nib - 11VM2NDHS Z'O'LL uOISJ9A 0£-`dSl2i 0 0 0 90£ 1 0 0 8£dM L L b991 0 0 0 8Z9'Z 0 0 L£dM LL £99L 0 0 0 ZLL'6 0 0 9£dM L L Z991 0 0 0 £tZ'8 0 0 S£dM LL L99L 0 0 0 90L't, 0 0 b£dM L l 0991 0 0 0 £60'9 0 0 ££dM LL 699E 0 0 0 0 0 L£9'- Z£dM LL 9991 0 0 0 0 0 LSZ'L L£dM L L LS91 0 0 0 0 0 8L9'Z 0£dM L L 9991 0 0 0 0 0 86L'£- 6ZdM LL 999E 0 0 0 b£b'9V 0 0 8ZdM LL t,991 0 0 0 908"9t, 0 0 LZdM LL Egg 0 0 0 0 0 Z06' 9ZdM L L Z99 L 0 0 0 0 0 £99'L- 9ZdM LL L99L 0 0 0 0 0 9Zt"1- tZdM LL 0991 0 0 0 0 0 Z90'9 £ZdM LL 6t,9L 0 0 0 0 0 ££S"- ZZdM L L 8tlS L 0 0 0 0 0 9Lt,' LZdM L L Lt,9 L 0 0 0 0 0 818'Z- OZdM LL 9t,91 0 0 0 ZU,tz 0 0 6LdM LL StSL 0 0 0 L90'0£ 0 0 81dM LL Vtl91 0 0 0 89Z"6Z 0 0 LLdM LL £t,9L 0 0 0 £tl£'9Z 0 0 9 LdM L L Ztl91 0 0 0 0 0 6V6' 94dM LL LtG 0 0 0 0 0 1L£'- V1dM Ll Ob91 0 0 0 0 0 LZO* £LdM L L 6£91 0 0 0 0 0 9££' ZLdM LL 8£SL 0 0 0 0 0 V6'- 1 LdM L L L£9 L 0 0 0 t,6£'S 0 0 OLdM LL 9£91 0 0 0 8L'S 0 0 6dM LL 9£91 0 0 0 L££'9 0 0 8dM L L V£9 L 0 0 0 LZ9'9 0 0 LdM L L ££91 0 0 0 ZOL' 0 0 9dM L L Z£S l 0 0 0 668'6 0 0 9dM 11 L£SL 0 0 0 Zt,9'9 0 0 tdM LL 0£91 0 0 0 89L'8 0 0 £dM LL 6Z9L 0 0 0 £8Z'Z 0 0 ZdM LL 8Z9L 0 0 0 Ltl8'1 0 0 LdM L L LZ91 0 0 0 0 b0£'tltl 0 0£ZN LL 9Z9L 0 0 0 0 Z6Z't7t, 0 L£ZN LL 9Z9L 0 0 0 0 ZV, 0 Z£ZN Ll tZ91 0 0 0 0 LSL'Zt, 0 ££ZN L L £Z9 L 0 0 0 0 66t,'ZS 0 ti£ZN L L ZZ9 L 0 0 0 0 9EZ't7L 0 LSZN LL LZSL 0 0 0 0 9Ztl*£L 0 Z9ZN L L ON L 0 0 0 0 116'8L 0 £9ZN LL 649E 0 0 0 0 L£VZ 0 tgZN LL 819E 0 0 0 0 [09'8L 0 99ZN LL LL9L 0 0 0 0 VZ6'L 0 99ZN L L 9 LS L 0 0 0 0 98L'9L 0 LSZN L L 9 L9 L 0 0 0 0 £'Z 0 89ZN LL b191 0 0 0 0 69'617 0 6LZN L L £L9 L [jb-gl]ZW III-qj] AA [u-ql]XW IN]Z [A X lagej iu!of of penuquoo suo►;oeaal juqor OWEN lapoW lA8 oa4: �agwnN gof Ad Wd bZ:S aau6lsaa MZ 'LL uef Auedwoo LQb 10 P I S'a6ea 89 96ed [PCJ'9L W64 n321 - TWAAM NDHS 3132iONOO\*"\'"\"'\"'\"'\"'\"'\:al Z-0-LL uolsJan QE-VSN 0 0 0 0 Z'Z L 0 OVL N 8 L M4 0 0 0 0 £t,6'L1 0 MN 84 9L9L 0 0 0 0 999'£L 0 VVL N 8 4 V L9 L 0 0 0 0 tlt70'EL 0 9KN 84 £L94 0 0 0 0 tlbZ'9 L 0 914 N 8 l Z L9 L 0 0 0 0 6ZL't L 0 LPL N 8 4 L 0 L 0 0 0 0 L98'tlL 0 9KN 8l M4 0 n n 0 vOE'9Z 0 6K N 8 L 609 L 0 0 0 0 68Z'ZZ 0 L9M 94 909L 0 0 0 0 LZL'SZ 0 09LN 94 L094 0 0 0 0 V99 9L 0 GSLN 84 9094 0 0 0 0 9t,8'64 0 £SLN 84 9094 0 0 0 0 9SL'OZ 0 VSLN 94 V094 n � n (1 I CQ 1 n 0 0 0 v LlJ lJn-Z V 77YIV Y Y 0 0 0 0 966'6L 0 99LN 84 Z09L 0 0 0 0 96'9L 0 ELM 8L W9L 0 0 0 0 MIZ 0 tILLN 94 0094 0 0 0 0 MIL 0 9LLN 8L 6694 0 0 0 0 LOZ'9Z 0 9LL N 8 L 869 L 0 0 0 0 989'tl L 0 LLL N 8 L L69 L 0 0 0 0 ZL8'Z L 0 UM 8 4 969 4 0 0 0 0 ME 0 6LLN 8L 9694 0 0 0 0 £68'9Z 0 084N 94 b694 0 0 0 0 9EL'LZ 0 69LN 94 E691 0 0 0 0 Ltl£'8Z 0 06LN 84 Z69L 0 0 0 0 6Z6'8Z 0 L6M 8L 4694 0 0 0 0 £99Z 0 MN 8L 069L 0 0 0 0 96t" 0 LZZN 94 699L 0 0 0 0 69t'6 0 EZZN 84 9994 0 0 0 0 169'bb 0 ZZZN 8 4 L99 L 0 0 0 0 60£'Z L 0 6ZZN 8 4 999 L 0 0 0 0 99L'LE 0 9ZZN 8 L 989 L 0 0 0 0 869'L L 0 LZZN 84 t,89L 0 0 0 0 tOZ'EE 0 9ZZN 84 £891 0 0 0 0 60'ZL 0 9ZZN 84 Z99L 0 0 0 0 90L'S£ 0 VZZN 84 489L Et,0'60L :Z ELL'b4 :,l 69�'V7 Z :X (11) JOO Ll 089L 99Z'L6Z 99'Mt' 0 .Sleloi LL 6L94 0 0 0 0 0 tl'- 8SdM LL 8L94 0 0 0 0 0 LO' 99dM LL LL9L 0 0 0 0 0 99L'- SSdM LL 9L94 0 0 0 0 0 ttz,L V9dM L L 9L9 L 0 0 0 0 0 LW- £SdM LL tLSI 0 0 0 0 0 ZZO'- ZSdM L L ELS L 0 0 0 0 0 0 Lt7dM L L ZLS L 0 0 0 0 0 ELZ' 9tldM LL LLSL 0 0 0 0 0 89Z'L- SbdM L L OL9 L 0 0 0 0 0 £LO' VbdM L L 699 L 0 0 0 0 0 9W"- £bdM LL 8994 0 0 0 0 0 8L£' LtldM LL L99L 0 0 0 46Z'Z 0 0 OVdM L L 999 L 0 0 0 LOZ'Z 0 0 6£dM L L 999 L [11-gll ZW [lj-ql] An [1;-ql]XW III Z 1. 14 X lagal lu!of 0-1 (panu►juoo) suolmay Riot aweN laPON :A8 Pa�oago jagwnN qof��I 1' Ad tiZ:S iaubisaa MZ `ZL Uef Auedwoo 69 abed Ip£a'94 4064 n32J - 7VAA JV3HS 3132i�N0�\" \ "1"'\"\ "\ 1 \ al Z'O-L 4 UOISaan QE-VSI2l 0 0 0 0 9tt'Z£ 0 Z8ZN 8 4 899 4 0 0 0 0 94£'OZ 0 £SZN 84 L994 0 0 0 0 99tl'OZ 0 99ZN 8 4 999 4 0 0 0 0 M7'6Z 0 t�8ZN 8 4 999 4 0 0 0 0 Z9£'6Z 0 99ZN 84 V994 0 0 0 0 LLS'91 0 L9ZN 84 £994 0 0 0 0 Z6E'0£ 0 88ZN 8 4 Z99 4 0 0 0 0 9b'4Z 0 9KN 84 4994 0 0 0 0 £E6'4Z 0 LVCN 84 0994 0 0 0 0 9Z,4Z 0 MN 84 6994 0 0 0 0 990'ZZ 0 9VEN 84 9994 0 0 0 0 E 46'OZ 0 VKN 8 4 L99 4 0 0 0 0 Z4tZZ 0 EVEN 84 9994 0 0 0 0 LL6'OZ 0 ZV£N 8 4 999 4 0 0 0 0 948'OZ 0 MN 84 b994 0 0 0 0 96t,'9Z 0 OVEN 84 C994 0 0 0 0 VLS'L4 0 6EEN 94 Z994 0 0 0 0 6V9'9Z 0 8EEN 84 4994 0 0 0 0 CK,9Z 0 LEEN 94 0994 0 0 0 0 849'OZ 0 9£EN 84 6t,94 0 0 0 0 Z4LZZ 0 9EEN 84 9V94 0 0 0 0 LZVZ£ 0 VEEN 84 LV94 0 0 0 0 9OL'6Z 0 £££N 81 9b9 4 0 0 0 0 L69'£4 0 ZEEN 8 4 9V9 4 0 0 0 0 8L4174 0 4EEN 94 VV94 0 0 0 0 LEE'E4 0 0£EN 84 EV94 0 0 0 0 ZZ9,Z4 0 6ZEN 84 Zb94 0 0 0 0 £4S'EE 0 804N 84 [V94 0 0 0 0 9991Z 0 L04N 84 OV94 0 0 0 0 90E'vZ 0 VO4 N 8 4 6£9 4 0 0 0 0 ZZ6'9 0 £04N 84 8£94 0 0 0 0 9t"9£ 0 Z04N 84 LE91 0 0 0 0 8EE'E4 0 WM 84 9E94 0 0 0 0 E6E'tC 0 004N 84 5E94 0 0 0 0 6'E 4 0 66N 8 l VC9 4 0 0 0 0 6Z8'Z£ 0 96N 84 £E94 0 0 0 0 L44'04 0 L6N 84 ZE94 0 0 0 0 998'£4 0 96N 84 4E94 0 0 0 0 6Z£'Z 0 96N 94 OE94 0 0 0 0 Lt,6'E4 0 99N 84 6Z94 0 0 0 0 LZb'Z 0 99N 8l SZ94 0 0 0 0 66t,'Z£ 0 VBN 8 4 LZ9 4 0 0 0 0 L8Z'O 4 0 E8N S l 9Z91 0 0 0 0 L00'LE 0 Z8N 84 9Z94 0 0 0 0 6VZ14 0 48N 84 VZ94 0 0 0 0 L44'L£ 0 09N 84 EZ94 0 0 0 0 b£LZ4 0 6LN 84 ZZ94 0 0 0 0 ZV'9 4 0 8L N 8 4 4 Z9 4 0 0 0 0 9L'17 0 LLN 84 OZ94 0 0 0 0 LLO'£E 0 VLN 84 6494 0 0 0 0 Z661Z 0 ELN 84 8494 0 0 0 0 868'44 0 6£4N 84 L494 [3b-gl]ZW [lb{il] kN [3j{Il]XW Z DO A X lage�;ulor M (panuiluo,o) suoijoeaa/ Iu!op aweN apow :49 Pail qo jagwnN qor Wd bZ:9 aaubisaa WZ 'L6 Uef Auedwoo .J i a+,in n7C a6ea 09 abed [P£J'94 4064 nib -TVM2]b3HS Z'O'L4 uoisaaA 4£-VS12i 0 0 0 980' 0 0 9£dM 84 OZLL 0 0 0 89£'4 0 0 S£dM 8 4 6 4L 4 0 0 0 £4'- 0 0 t£dM 84 84L4 0 0 0 t0' 0 0 ££dM 84 LUL 0 0 0 0 0 LSL't- Z£dM 8l 9 4L 4 0 0 0 0 0 4£t't- 4£dM 84 94L4 0 0 0 0 0 4ZZ' 0£dM 84 t4L4 0 0 0 0 0 999't- 6ZdM 8 4 £4L 4 0 0 0 SET 0 0 8ZdM 8 4 Z 4L 4 0 0 0 S£S,- 0 0 LZdM 84 44L4 0 0 0 0 0 ZZ6'OZ- 9ZdM 86 U4L6 0 0 0 0 0 L69 4 4- SZdM 8 4 60L 4 0 0 0 0 0 £Z9'6- tZdM 84 SOL4 n- inn ni lnli U U 0 0 0 L90 £4- r1c, /V% oY LVLY 0 0 0 0 0 849"6- ZZdM 84 90L4 0 U U U 0 444'Z4- 4ZdM 84 SOL4 0 0 0 0 0 98t't£- OZdM 84 tOL4 0 0 0 4 IV'4- 0 0 64dM 84 COL 4 0 0 0 4St" 0 0 84dM 84 ZOL4 0 0 0 Z8t' 0 0 L4dM 84 40L4 0 0 0 Ltt' 0 0 94dM 84 OOL4 0 0 0 0 0 98t,t- 94dM 84 6694 0 0 0 0 0 L09'9- t4dM 84 8694 0 0 0 0 0 84't- £4dM 84 L694 0 0 0 0 0 SO't- Z4dM 84 9694 0 0 0 0 0 9L'S- 4 4dM 84 9694 0 0 0 £L4' 0 0 04dM 84 t694 0 0 0 £6Z' 0 0 6dM 84 £694 0 0 0 LtS' 0 0 8dM 84 Z694 0 0 0 60Z' 0 0 LdM 8 4 4694 0 0 0 t0£'Z- 0 0 9dM 84 0694 0 0 0 6£4'4 0 0 SdM 84 6994 0 0 0 Z9L' 0 0 tdM 84 9994 0 0 0 468' 0 0 £dM 84 L994 0 0 0 69 4' 0 0 Zd M 8 4 999 4 0 0 0 L60-- 0 U 4dM 84 9994 0 0 0 0 900'££ 0 0£ZN 84 t894 0 0 0 0 £L9'6 0 4£ZN 84 £894 0 0 0 0 Z£4,S£ 0 Z£ZN 84 Z994 0 0 0 0 £L4'£4- 0 ££ZN 84 4894 0 0 0 0 LO9'£9 0 t£ZN 8 4 099 4 0 0 0 U SU9 UZ 0 49ZN 84 6L94 0 0 0 0 SZ'tZ 0 ZSZN 8 4 8L9 4 0 0 0 0 8t£'ZZ 0 £SZN 8 4 LL9 4 0 0 0 0 8Z0lZ 0 tSZN 84 9L94 0 0 0 0 9t£'ZZ 0 SSZN 84 9L94 0 0 0 0 LZO'4Z 0 99ZN 84 tL94 0 0 0 0 6Z91Z 0 LSZN 84 £L94 0 0 0 0 Z9£'OZ 0 SSZN 8 4 ZL9 4 0 0 0 0 804'4Z 0 6LZN 84 4L94 0 0 0 0 9ZO'0£ 0 08ZN 84 OL94 0 0 0 0 494'OZ 0 48ZN 84 6994 [jj-gl]ZW [lb-gl] J,W [lf-gl]XW Z [>Il J. [>d X lapel lulof 01 panuq;uoo suoijoeeb wior aweN IapoW --f 8 Pay oago jaq wnN qof VS111 III Wd tZ:9 aau6lsaa MZ 'Z4 Uef— Auedwoo 49 a6ed [p£a'94 4064 A318 --11VAA8 '3HS 3U3180NOOV" V"'\'"'\'"'\"'1""\ "'\ of Z'0'L4 UOISaan GC-`dS18 0 0 0 0 £4Z"64 0 VKN 64 ZLLL 0 0 0 0 9L6'6 0 9KN 64 4LL4 0 0 0 0 94£'84 0 9KN 64 OLL4 0 0 0 0 V8L'44 0 LKN 64 69L4 0 0 0 0 814 0 914N 6l 89L4 0 0 0 0 VZ61, 0 6KN 64 L9L4 0 0 0 0 864"94 0 494N 6l 99L4 0 0 0 0 t'8b'9£ 0 094N 64 99L4 0 0 0 0 999'ZZ 0 Z%N 6l V9L4 0 0 0 0 Zb"t7 0 MN 64 £9L4 0 0 0 0 Z89"9Z 0 MN 64 Z9L4 0 0 0 0 89't,4 0 994N 64 49L4 0 0 0 0 99v'9Z 0 994 N 6 4 09L 4 0 0 0 0 9L4'4Z 0 MN 64 69L4 0 0 0 0 £86'4Z 0 VLM 64 89L4 0 0 0 0 £80'£Z 0 9LM 6 4 L9L 4 0 0 0 0 9Z"OZ 0 9LM 64 99L4 0 0 0 0 %'94 0 LLM 64 99L4 0 0 0 0 LL£"44 0 8LM 64 t,9LL 0 0 0 0 601"94 0 UM 64 £9L4 0 0 0 0 ZZS"ZZ 0 084N 64 Z9L4 0 0 0 0 4£4"8L 0 684N 64 49L4 0 0 0 0 649"9Z- 0 064N 64 09L4 0 0 0 0 800"Z8 0 464N 64 6VL4 0 0 0 0 989'£Z- 0 Z%N 6 4 8bL l 0 0 0 0 tIZ6'£Z 0 4 ZZN 6 4 LVL 4 0 0 0 0 LSL'2 0 £ZZN 64 9VL4 0 0 0 0 ZZL'OZ 0 ZZZN 6 4 9bL 4 0 0 0 0 MIZZ 0 6ZZN 64 tltL4 0 0 0 0 VZL'OZ 0 9ZZN 6 4 £IL 4 0 0 0 0 Sb6"8Z 0 LZZN 64 ZVL4 0 0 0 0 96t"£Z 0 9ZZN 64 4VL4 0 0 0 0 946'LZ 0 9ZZN 64 ObL4 0 0 0 0 LZ9'£Z 0 tZZN 64 6£L4 8Lt,"604 :Z ££b't,4 :A Ltl'112 :X (11) JOo 84 8£Ll 0 98Z'962 Z80'L£Z- .,Slelol 84 L£L4 0 0 0 0 0 Z00'L- 89dM 84 9£L4 0 0 0 0 0 £L6"tl- 99dM 8 4 9£L 4 0 0 0 0 0 L9'04- 99dM 84 KL4 0 0 0 0 0 9ZL"6- tSdM 84 ££L4 0 0 0 0 0 LL£'04- £9dM 84 Z£L4 0 0 0 0 0 969'4- ZSdM 84 4£L4 0 0 0 0 0 V£L'4- LbdM 8 4 0£L 4 0 0 0 0 0 48Z'04- 9bdM 84 6ZL4 0 0 0 0 0 9L£14- 9tidM 84 9ZL4 0 0 0 0 0 904'44- VtdM 84 LZL4 0 0 0 0 0 8bZ"Z- £tidM 84 9ZL4 0 0 0 0 0 8V6'9- 4tdM 84 9ZL4 0 0 0 L84' 0 0 OVdM 84 VZL4 0 0 0 9Ztl'- 0 0 6£dM 8 4 £ZL 4 0 0 0 Z4L"- 0 0 8£dM 84 ZZL4 0 0 0 co'- 0 0 L£dM 84 2L4 [;I-gl]ZW [II-ql]),A [u-gl]XW M Z [>Il J. N X lager lulof 01 pomgjuo,j suoijoeey ju/o,r aweN lapow :48 PeNoego jegwnN qof VSI11'' Ad VZ:g aau61Sad 6WZ 'L4 uef Auedwoo i ofi 10 770 aBIRA Z9 96ed [P£a'9I I06I n32:i -71VWIV3HS 3132i�N0�\ ' \ "\"'\"'\"'\"'\ "\ Ol Z'O'LI UOISJGn GC-`dSPtJ 0 0 0 0 Z60'9Z 0 98ZN 6I VZOI 0 0 0 0 6L8'VZ 0 V9ZN 64 £Z8I 0 0 0 0 'VOL AVZ 0 98ZN 6I ZZ8I 0 0 0 0 96t'ZZ 0 L8ZN 6I IZ8I 0 0 0 0 LgV'tZ 0 98ZN 6I OZ8I 0 0 0 0 IOb'8Z 0 8t�£N 6I 6191 0 0 0 0 £66'b1 0 LKN 6I 819[ 0 0 0 0 60t"971 0 9KN 6I LI8I 0 0 0 0 8I6'tl1 0 9KN 6I 9I8I 0 0 0 0 ££I'8Z 0 tlKN 6I MI 0 0 0 0 96I'9I 0 EVEN 66 VIVI 0 0 0 0 I861Z 0 Z:tCN 6I E48I 0 0 0 0 I8'£I 0 ItCN 6I MI 0 0 0 0 UV IC 0 uviiv 6I IIBI 0 0 0 0 8I'ZI 0 6EEN 6I MI 0 0 0 0 98Z'tlE 0 8EEN 6I 608I 0 0 0 0 906'6I 0 LEEN 6I 2091 0 0 0 0 I99'LZ 0 9££N 6I L09I 0 0 0 0 ZLL'9I 0 9EEN 6I 908I 0 0 0 0 98I'Zb 0 V£EN 6I 908I 0 0 0 0 9176'6I 0 E£EN 61 t'08I 0 0 0 0 8LI'LI 0 ZE£N 6I £09I 0 0 0 0 L89'OI 0 IEEN 6I Z09I 0 0 0 0 6EZ'LI 0 OEEN 61 1091 0 0 0 0 6ZL'8 0 HEN 6I 008I 0 0 0 0 t06'LZ 0 80IN 6I 66LI 0 0 0 0 99I'LZ 0 LOIN 6I 96L I 0 0 0 0 699'9 I 0 tOI N 6 I L6L I 0 0 0 0 689'9 I 0 COIN 6 I 96L I 0 0 0 0 E0'9Z 0 ZOI N 6 I 96L I 0 0 0 0 I98'bZ 0 LOIN 6I t16LI 0 0 0 0 IO'EZ 0 OOIN 6I E6LI 0 0 0 0 EEE'9Z 0 66N 6I Z6LI 0 0 0 0 tZ9'IZ 0 96N 64 I6LI 0 0 0 0 ZQt"IZ 0 L6N 6I 06LI 0 0 0 0 9II'8 0 96N 6I 68LI 0 0 0 0 V£0,8 0 96N 6I 98LI 0 0 0 0 ZL0'9 0 98N 6I L8LI 0 0 0 0 8LO'8 0 98N 6I 98LI 0 0 0 0 L6Z'IZ 0 V8N 61 98LI 0 0 0 0 6Z9'IZ 0 E8N 6I V8LI 0 0 0 0 L££ Y6 a Z8N 6I COL I 0 0 0 0 900'£Z 0 I8N 6I Z8L I 0 0 0 0 906't Z 0 09N 6 I I8L I 0 0 0 0 9L6'bZ 0 61N 61 09LI 0 0 0 0 L69'OI 0 8LN 6I 6LLI 0 0 0 0 99'01 0 LLN 6I 8LL I 0 0 0 0 9LI'LZ 0 VLN 6I LLLI 0 0 0 0 t,68'LZ 0 ELN 6I 9LLI 0 0 0 0 ttL'9 0 6£IN 6I 9LLI 0 0 0 0 99E'L I 0 OVI N 6 I tLL I 0 0 0 0 96Z'9 0 CKN 6I ELLI [j}-gl]ZW [1;-ql] JAW [3j{Il]XW M Z 1>0'k [A X lager mof 3l penugjuo;o suo►Peed gqor 8WEN IapoW --Aq pa�oa4o jagwnN qor VS111111 Wd bZ:9 aau6isaQ MZ 'Z6 uef Auedwoo £9 a68d [P£a'94 4064 n321 - TlVM�JV3HS 313bONOOV" V\ \"'\' \"'\"'1"'\ of Z'O'L4 UOlSaan 4£-VS12i 0 0 0 6LO'S- 0 0 b£dM 64 9L84 0 0 0 9L6'V- 0 0 ££dM 64 9L84 0 0 0 0 0 4K'- Z£dM 64 VL84 0 0 0 0 0 999' 4£dM 64 £L84 0 0 0 0 0 £L£'4 0£dM 64 ZL84 0 0 0 0 0 L'4- 6ZdM 64 4L81 0 0 0 6£L'Vtr- 0 0 8ZdM 64 OL84 0 0 0 9'L17- 0 0 LZdM 64 6984 0 0 0 0 0 9t" 9ZdM 64 9984 0 0 0 0 0 t,98'- SZdM 64 L984 0 0 0 0 0 9£L'- VZdM 64 9991 0 0 0 0 0 L097 £ZdM 64 9994 0 0 0 0 0 VLZ'- ZZdM 64 V984 0 0 0 0 0 LVZ' 4ZdM 64 £994 0 0 0 0 0 Ztlt" OZdM 64 Z994 0 0 0 9Z£ 8Z- 0 0 64dM 64 4984 0 0 0 96L'9Z- 0 0 84dM 64 0994 0 0 0 LS8'LZ- 0 0 L4dM 64 6994 0 0 0 8'9Z- 0 0 94dM 64 8984 0 0 0 0 0 t09' 94dM 64 L984 0 0 0 0 0 864' b4dM 64 9984 0 0 0 0 0 940' £4dM 64 9984 0 0 0 0 0 8LV Z4dM 64 V984 0 0 0 0 0 9'- 44dM 64 £984 0 0 0 86817- 0 0 04dM 64 Z984 0 0 0 4Z6'b- 0 0 6dM 64 4984 0 0 0 4ZL'� 0 0 8dM 64 0984 0 0 0 V06'V- 0 0 LdM 64 6t,94 0 0 0 L6V'L- 0 0 9dM 64 8b84 0 0 0 999'9- 0 0 9dM 64 Lt'84 0 0 0 £'ti- 0 0 bdM 64 M4 0 0 0 4S£l4- 0 0 £dM 64 9V84 0 0 0 b8L'4- 0 0 ZdM 6l Vb84 0 0 0 t1£VZ- 0 0 4dM 64 £b84 0 0 0 0 Z66'ZZ 0 0£ZN 6l ZV9 0 0 0 0 466'ZZ 0 4£ZN 64 4V98 0 0 0 0 ZZtl'ZZ 0 Z£ZN 6 4 OV8 4 0 0 0 0 69Z'ZZ 0 ££ZN 64 6£84 0 0 0 0 L££'LZ 0 b£ZN 64 8£84 0 0 0 0 LLZ'S4- 0 49ZN 64 L£84 0 0 0 0 80'V9 0 Z9ZN 64 9£84 0 0 0 0 444'64- 0 £SZN 64 9£84 0 0 0 0 98019 0 tgZN 64 b£8l 0 0 0 0 V94'6 4- 0 99ZN 6 4 ££8 4 0 0 0 0 Z9419 0 99ZN 64 Z£84 0 0 0 0 9£Z 94- 0 LSZN 64 4£84 0 0 0 0 b96'89 0 99ZN 6 4 0£8 4 0 0 0 0 L9'9Z 0 6LZN 6 4 6Z8 4 0 0 0 0 499'tlZ 0 08ZN 6l 8Z84 0 0 0 0 HOW 0 48ZN 64 LZ84 0 0 0 0 9 49'9Z 0 Z8ZN 6l 9Z8 4 0 0 0 0 946'VZ 0 £8ZN 64 9Z84 [II-ql]ZW [j3-qI] JAW [II-ll] XW IN]Z IN]A IN] X legel julor 0-1 penu wo suoilmobf ;urol- GWEN IapoN :49 t7Z0 �aq qo Nd ua f Wd bZ:S aaU5u6isaa 660Z `Ll Uef Auedwoo LCH7 10 ti c abea t,9 96ed [PEa'94 4064 AEI2J - -11VM:JV3HS 313?10NOOV" V \"'\"'\"'\"'\' '\ O) Z'O'L4 uolsJan 0£-`dSntl 0 0 0 0 tlt�Z'S 4 0 9M N OZ 8Z6 4 0 0 0 0 6ZL't, 0 LKN OZ LZ64 0 0 0 0 499'tl4 0 8t,4N OZ 9Z64 0 0 0 0 tOE'SZ 0 6KN OZ 9Z64 0 0 0 0 68Z'ZZ 0 49M OZ VZ64 0 0 0 0 4Z4'SZ 0 09M OZ. £Z64 0 0 0 0 t,99'9 4 0 MN OZ ZZ6l 0 0 0 0 9t�8'64 O MN OZ 4Z64 0 0 0 0 99VOZ 0 t,%N OZ OZ64 0 0 0 0 LOW 0 99M OZ 6464 0 0 0 0 966'6 4 0 99 M OZ 8 46 4 0 0 0 0 t�Otr'9Z 0 £L4N OZ L464 0 0 0 0 etL'94 0 VLM OZ 9464 0 0 0 0 ZS0'6Z 0 SL4N OZ 5464 0 0 0 0 t�LZ't,4 0 9LM OZ V464 0 0 0 0 499 L4 0 LLM OZ E464 0 0 0 0 EL8'6 0 8LM OZ Z464 0 0 0 0 66L'6 4 0 UM OZ 4 46 4 0 0 0 0 6tL'6 4 0 084 N OZ 0 46 4 0 0 0 0 9£4'LZ 0 684N OZ 6064 0 0 0 0 4tlE'8Z 0 064 N OZ 906 4 0 0 0 0 6Z6'8Z 0 464N OZ L064 0 0 0 0 E9'9Z 0 Z%N OZ 9064 0 0 0 0 65b'Lt, 0 4ZZN OZ 9064 0 0 0 0 80b'EE 0 EZZN OZ t,064 0 0 0 0 8ZE'Z- 0 ZZZN OZ E064 0 0 0 0 Z 46'Z£ 0 6ZZN OZ Z06 4 0 0 0 0 SZ'£ 0 97N OZ 4064 0 0 0 0 9LO'9V 0 LZZN OZ 0064 0 0 0 0 9£8'£4 0 9ZZN OZ 669 4 0 0 0 0 66t"4E 0 SZZN OZ 8694 0 0 0 0 t'89'44 0 tZZN OZ L684 8Lt,'60 4 :Z 6Eb'b 4 :A Ltt,'b 4Z :X (31) JOO 6 4 969 4 99Z'46Z- 99Z'964Z 0 :slejol 64 9694 0 0 0 0 0 44Z'- 99dM 64 V694 0 0 0 0 0 600 99dM 6 4 £69 4 0 0 0 0 0 480'- 99dM 6L Z684 0 0 0 0 0 9V9' tgdM 64 4684 0 0 0 0 0 Z90'- E9dM 6l 0694 0 0 0 0 0 Z 40'- ZSdM 6 4 698 4 0 0 0 0 0 0 LVdM 64 9884 0 0 0 0 0 6v4 9tdM 64 L984 0 0 0 0 0 £59'- SbdM 6 4 9894 0 0 0 0 0 4E0' VltldM 64 9991 0 0 0 0 0 600' EtdM 6l b884 0 0 0 0 0 66V 4tldM 64 E884 0 0 0 E88'Z- 0 0 OMM 6l Z884 0 0 0 909'E- 0 0 6EdM 64 4884 0 0 0 6Et,'E- 0 0 8EdM 64 0994 0 0 0 £4L'Z- 0 0 LEdM 64 6L84 0 0 0 LL£'6- 0 0 9£dM 64 8L84 0 0 0 90Z'tl- 0 0 S£dM 64 LL84 [II-gl]ZW [II-Il] J,W [II-ql]XW N Z 11 A 14 X lagel juwor of (penui;uojj suol Wey JLu10r auaeN IePoW :48 Nd t7Zo jagwnNisU5 qof vs I ZI I' Wd bZ:9 aau6isad MZ 'L6 Uef Auedwoo 99 abed [PCJ'96 ML nab --1-lVM:JV3HS 3132]:DNOO\*"\' '\"'\"'\"'\'.'\"'\'.ol Z'0'LL UOISJan GC-`dSI?J 0 0 0 0 Z90'OZ 0 98ZN OZ 086 L 0 0 0 0 LOb'8Z 0 LEN OZ 6L6 L 0 0 0 0 8L9'8 L 0 98ZN OZ 8L6 L 0 0 0 0 9t'LZ 0 8V£N OZ LL6L 0 0 0 0 ££6'LZ 0 Lb£N OZ 9L6L 0 0 0 0 9Z'LZ 0 9KN OZ 9L6L 0 0 0 0 990'ZZ 0 9b£N OZ VL6L 0 0 0 0 £L6'OZ 0 tKN OZ EL6 L 0 0 0 0 ZLtI ZZ 0 £KN OZ ZL6L 0 0 0 0 LL6'OZ 0 ZKN OZ LML 0 0 0 0 9LOW 0 LV£N OZ OL6L 0 0 0 0 96t'SZ 0 Ot£N OZ 696L 0 0 0 0 bL8I L 0 6E£N OZ 996L 0 0 0 0 6V9'9Z 0 8EEN OZ L96 L 0 0 0 0 EV£'8Z 0 L££N OZ 996L 0 0 0 0 8 L9'OZ 0 9EEN OZ 996 L 0 0 0 0 ZLL'ZZ 0 9££N OZ b961 0 0 0 0 LZt,'Z£ 0 V£EN OZ E96L 0 0 0 0 90L'6Z 0 EE£N OZ Z96 L 0 0 0 0 L69"EL 0 ZE£N OZ L96L 0 0 0 0 SLL'bL 0 L££N OZ 096L 0 0 0 0 L££'E L 0 0£EN OZ 696 L 0 0 0 0 ZZ9'Z L 0 6Z£N OZ 896 L 0 0 0 0 68Z'ZZ 0 80L N OZ L96 L 0 0 0 0 L8L'ZE 0 LOLN OZ 996L 0 0 0 0 E98'9 0 VOLN OZ 996L 0 0 0 0 SZ£'bZ 0 £OLN OZ b961 0 0 0 0 tIE9'EL 0 ZOLN OZ £96L 0 0 0 0 £O£'9£ 0 LOIN OZ Z96L 0 0 0 0 909'LL 0 OOLN OZ L96L 0 0 0 0 899,9E 0 66N OZ 096 L 0 0 0 0 LLZ'O L 0 86N OZ 6b6 L 0 0 0 0 609'Z£ 0 L6N OZ mL 0 0 0 0 9Lt,'Z 0 96N OZ Lb6L 0 0 0 0 6'£L 0 96N OZ 9t,6L 0 0 0 0 69£'Z 0 98 N OZ 9176 L 0 0 0 0 S£8'£L 0 98N OZ bb6 L 0 0 0 0 Z6'6 0 t,8N OZ £t161 0 0 0 0 ZZO'££ 0 £8N OZ Zt,6 L 0 0 0 0 t,99'E L 0 Z8N OZ Lt,6 L 0 0 0 0 £ZL'b£ 0 L8N OZ Ot,6 L 0 0 0 0 LV9'ZL 0 08N OZ 6E6L 0 0 0 0 ZZL'L£ 0 6LN OZ 8£6L 0 0 0 0 Lt,8'b 0 8LN OZ LE61 0 0 0 0 ZLV'9L 0 LLN OZ 9£6L 0 0 0 0 E8Z'LZ 0 VLN OZ S£6L 0 0 0 0 98L'E£ 0 £LN OZ V£6L 0 0 0 0 868'LL 0 6£LN OZ EE6L 0 0 0 0 Z'Z6 0 OtILN OZ ZE6L 0 0 0 0 £V6'LL 0 £tLN OZ LE6L 0 0 0 0 999,E L 0 bbl N OZ OE6 L 0 0 0 0 tltl0'E L 0 9tL N OZ 6Z6 L [II-gl]ZW Ij3-Ill AiN [ij-qI]XW [ail Z I>l A N X lagel lu!of 01 (penui;uoo) suoi}oeey ju►o, aweN IapoW A8 �agwnN qof VYd V Nfsl a'' Wd Z:S�9 aau6isaa 660Z 'LL Uef Auedwoo l i_a+,10 a75�a6ea 99 a6ed [P£J'94 L06L nab - llVAA-d '3HS 3132JONOO\—\"'\" V'Y' Z'O-LL UOISJGn 4£-`dSlb 0 0 0 0 0 8LO't7 ZEdM OZ ZEN 0 0 0 0 0 Z9L'9 L£dM OZ LEOZ 0 0 0 0 0 SZS'Z OEdM OZ OEOZ 0 0 0 0 0 99Z,L 6ZdM OZ 6ZOZ 0 0 0 S£S' 0 0 SZdM OZ 8ZOZ 0 0 0 SES'- 0 0 LZdM OZ LZOZ 0 0 0 0 0 MlZ 9ZdM OZ 9ZOZ 0 0 0 0 0 68L'O L SZdM OZ SZOZ 0 0 0 0 0 99 L'8 t ZdM OZ bZOZ 0 0 0 0 0 96E'86 EZdM OZ EZOZ 0 0 0 0 0 L90'6 ZZdM OZ ZZOZ 0 0 0 0 0 9£'ZL LZdM OZ LZOZ 0 0 0 0 0 9Lti'lc OZdM OZ OZOZ 0 0 0 LV 0 0 o"Ldlvl OZ WC, 0 0 0 LSt" 0 0 8LdM OZ 9LOZ 0 0 0 GVIV 0 0 L LdM OZ L LOZ 0 0 0 Ltitl' 0 0 9ldM OZ 9LOZ 0 0 0 0 0 96V9 S LdM OZ 9 LOZ 0 0 0 0 0 80Z'S b LdM OZ IF LOZ 0 0 0 0 0 LOZ't, £LdM OZ ELOZ 0 0 0 0 0 Lti'b ZLdM OZ ZLOZ 0 0 0 0 0 ESL't, L LdM OZ L LOZ 0 0 0 EL L' 0 0 0 LdM OZ 0 LOZ 0 0 0 £6Z' 0 0 6dM OZ 60OZ 0 0 0 L179' 0 0 8dM OZ 800Z 0 0 0 60Z' 0 0 LdM OZ LOOZ 0 0 0 b0E'Z- 0 0 9dM OZ 900Z 0 0 0 6E L'L 0 0 SdM OZ SON 0 0 0 Z9L' 0 0 bdM OZ VON 0 0 0 L68' 0 0 EdM OZ EOOZ 0 0 0 69 L' 0 0 ZdM OZ ZOOZ 0 0 0 L60'- 0 0 LdM OZ LOOZ 0 0 0 0 LSb'ZL 0 OEZN OZ OOOZ 0 0 0 0 8LS'9£ 0 LEZN OZ 6661 0 0 0 0 690'9 0 Z£ZN OZ 866L 0 0 0 0 L6£'69 0 EEZN OZ L66 L 0 0 0 0 LZL'8- 0 176ZN OZ 966L 0 0 0 0 909'OZ 0 L SZN OZ 966 L 0 0 0 0 SZ'tlZ 0 Z9ZN OZ V66 L 0 0 0 0 8tVzz 0 £5ZN OZ £66 L 0 0 0 0 SZO'LZ 0 tlSZN OZ Z66L 0 0 0 0 9w 6e 0 99ZN OZ L66L 0 0 0 0 LZO'lZ 0 99ZN OZ 066L 0 0 0 0 6Z9'LZ 0 LSZN OZ 696L 0 0 0 0 Z9£'OZ 0 99ZN OZ 996 L 0 0 0 0 EEO'ZE 0 6LZN OZ L86 L 0 0 0 0 Z60'6l 0 09ZN OZ 996L 0 0 0 0 S LO'ZE 0 L8ZN OZ 996 L 0 0 0 0 LLS'OZ 0 ZBZN OZ V861 0 0 0 0 EZ9'6Z 0 £8ZN OZ E86L 0 0 0 0 t CL'6Z 0 99ZN OZ Z86 L 0 0 0 0 L8Z'OZ 0 t8ZN OZ L86L [I}-ql]ZW [3j-q1]),A [lj-ql]XW IN]Z [>I] k 14 X lagel 3ulof 01 penuq;uoo suo►j3eeY ;uqor GWEN IaPoW 148Pa�oa40 jagwnNgor W vsisill d bZ:S iau6lsaQ 660Z `L6 uer Auedwoo L9 abed IP£a'94 4064 nab - IIVMdVb IHS 313b0NOOV" V­V '\"'\"'\"'\' '\ Ol Z'O'L4 uolSAA 4E-Vslb 0 0 0 0 VL6'44 0 8b4N 4Z V80Z 0 0 0 0 £9'9£ 0 6KN 4Z E80Z 0 0 0 0 L9£,8Z 0 494N 4Z Z80Z 0 0 0 0 LtL't, 0 09M 4Z 480Z 0 0 0 0 99ti"04 0 ZS4N 4Z 080Z 0 0 0 0 LZ'SZ 0 MN 4Z 6LOZ 0 0 0 0 VCL't,4 0 VgM 4Z 8LOZ 0 0 0 0 999'9Z 0 994N 4Z LLOZ 0 0 0 0 L09't,4 0 99M 4Z 9LOZ 0 0 0 0 9L4'4Z 0 £LM 4Z SLOZ 0 0 0 0 £861Z 0 VLM 4Z VLOZ 0 0 0 0 £80'EZ 0 SLM 4Z ELOZ 0 0 0 0 SZ'OZ 0 9L4N 4Z ZLOZ 0 0 0 0 94'94 0 LLM 4Z 4LOZ 0 0 0 0 LL£'4 L 0 8LM 4Z OLOZ 0 0 0 0 60L'94 0 UM 4Z 690Z 0 0 0 0 ZZ8'ZZ 0 084N 4Z 890Z 0 0 0 0 886'EZ- 0 684N 4Z L90Z 0 0 0 0 986'9L 0 064N 4Z 990Z 0 0 0 0 899'84- 0 464N 4Z 990Z 0 0 0 0 969'9L 0 MN 4Z t790Z 0 0 0 0 tZ6'£Z 0 4ZZN 4Z £90Z 0 0 0 0 L8L'4Z 0 EZZN 4Z Z90Z 0 0 0 0 ZZL'OZ 0 ZZZN 4Z 490Z 0 0 0 0 EZtl'ZZ 0 6ZZN 4Z 090Z 0 0 0 0 tZL'OZ 0 8ZZN 2 69OZ 0 0 0 0 St,6'8Z 0 LZZN 2 89OZ 0 0 0 0 96t,'£Z 0 9ZZN 4Z LSOZ 0 0 0 0 S46'4Z 0 SZZN 2 99OZ 0 0 0 0 LZ9'£Z 0 tZZN 4Z SSOZ 8Lt,'601 Z £Eb't,4 :,k LtVV' Z '.X (14) JOO OZ vSOZ 0 98Z 964Z Z80'LEZ :Slelol OZ £SOZ 0 0 0 0 0 689'9 89dM OZ ZSOZ 0 0 0 0 0 £96't, 99dM OZ 490Z 0 0 0 0 0 L£'04 SSdM OZ OSOZ 0 0 0 0 0 tso,44 tSdM OZ 6tOZ 0 0 0 0 0 9LZ'04 £SdM OZ BtlOZ 0 0 0 0 0 ZL'4 ZSdM OZ Lt�OZ 0 0 0 0 0 L89'4 Lt�dM OZ 9tOZ 0 0 0 0 0 9t"O4 9tdM OZ StOZ 0 0 0 0 0 4£0'04 SbdM OZ tlbOZ 0 0 0 0 0 S 4Z'4 4 ttdM OZ E17OZ 0 0 0 0 0 89Z'Z EtdM OZ ZtlOZ 0 0 0 0 0 £EE'L 4VdM OZ 4tlOZ 0 0 0 L84'- 0 0 Ot�dM OZ OtlOZ 0 0 0 9Zt'- 0 0 6£dM OZ 6EOZ 0 0 0 Z4L'- 0 0 8£dM OZ 8EOZ 0 0 0 CO'- 0 0 L£dM OZ LEN 0 0 0 990' 0 0 9£dM OZ 9EOZ 0 0 0 89E'4 0 0 SEdM OZ S£OZ 0 0 0 E4'- 0 0 b£dM OZ bEOZ 0 0 0 t10' 0 0 EEdM OZ £EOZ [II-gl]ZW [II-Ill J,W [II-ll]XW N Z N A [>Il X lager;wok M (panui;uoo) suoijoead w1or aweN PPoW :48 Pa��4o JagwnN qor Wd bZ:9 Jau6lsaQ M7 'Ll uLlr Auedwoo I Qi,10 Q7r 96eA 89 06ed [p£a'9L L06L /\32i - TVM:]V IHS 3132��N0�\"'\"'\ '\ \ \' A-YID] Z'O'LL UOISJGn GC-VSlb 0 0 0 0 LSb'bZ 0 98ZN LZ 9£LZ 0 0 0 0 Z917l 0 8V£N LZ 5£LZ 0 0 0 0 ZL8'8Z 0 LV£N LZ VUZ 0 0 0 0 ZLL'bl 0 9tCN LZ ££LZ 0 0 0 0 60Z'6Z 0 9V£N LZ Z£LZ 0 0 0 0 t,69'£1 0 ttEN LZ L£LZ 0 0 0 0 bZ9'6Z 0 EVEN LZ 0£LZ 0 0 n 0 9L6'£L 0 Zt�£N LZ 6ZLZ 0 0 0 0 6L8'LZ 0 Lb£N I K2 0 0 0 0 LL8'6L 0 OKN LZ LZLZ 0 0 0 0 6L9'EZ 0 (AEN LZ 9ZLZ 0 0 0 0 L0t'LL 0 8E£N LZ 9UZ 0 0 0 0 99L'9E 0 LEEN LZ VZLZ 0 O 0 0 6L9 Cr,L 0 "' � ' c��A C.GIV 1 7 071 7 0 0 0 0 8b9'6Z 0 5££N lZ ZZLZ 0 0 u 0 L89'ZZ 0 VEEN LZ LZLZ 0 0 0 0 95t,'6E 0 ££EN LZ OZLZ 0 0 0 0 8LO'OL 0 ZEEN LZ 6LLZ 0 0 0 0 £5L'LL 0 LE£N LZ 8LLZ 0 0 0 0 L9t'6 0 0££N LZ LLLZ 0 0 0 0 8L5'9L 0 6ZEN LZ 9L2 0 0 0 0 t,06'LZ 0 80LN LZ 9L2 0 0 0 0 99L'LZ 0 LOLN LZ t, 2 0 0 0 0 699'9L 0 -VOLN LZ £LLZ 0 0 0 0 699'9L 0 £OLN LZ ZLLZ 0 0 0 0 £0'9Z 0 ZOLN LZ LLLZ 0 0 0 0 L98'tlZ 0 LOLN LZ OLLZ 0 0 0 0 LO'£Z 0 OOLN LZ 602 0 0 0 0 ££E'9Z 0 66N LZ 802 0 0 0 0 bZ5'LZ 0 86N LZ LOLZ 0 0 0 0 ZOV,LZ 0 L6N LZ 902 0 0 0 0 %L'8 0 96N LZ 90LZ 0 0 0 0 K0'8 0 96N LZ t02 0 0 0 0 ZLO'8 0 99N LZ £OLZ 0 0 0 0 8L0'8 0 98N LZ ZOLZ 0 0 0 0 16Z'LZ 0 t8N LZ L01LZ 0 0 0 0 6Z9'LZ 0 E8N LZ OOLZ 0 0 0 0 LEE'9Z 0 Z8N LZ 660Z 0 0 0 0 900'£Z 0 L8N LZ 86OZ 0 0 0 0 906'tZ 0 09N LZ L60Z 0 0 0 0 9L6'bZ 0 6LN LZ 96OZ 0 0 0 u L69*0L 0 8LN LZ 960Z 0 0 0 0 99,0L 0 LLN LZ 1760Z 0 0 0 0 9LL'LZ 0 tLN LZ £60Z 0 0 0 0 1768'LZ 0 £LN LZ Z60Z 0 0 0 0 901L 0 6ELN LZ 460Z 0 0 0 0 Ml 0 OVLN LZ 06OZ 0 0 0 0 9891L 0 £KN LZ 680Z 0 0 0 0 6L6'L 0 -VtM LZ 880Z 0 0 0 0 LLL'9L 0 9KN LZ L90Z 0 0 0 0 L8L'ZL 0 9KN LZ 980Z 0 0 0 0 L991L 0 LKN LZ 580Z [Ij-gll ZW [II-ql] J.W [i}-gl]XN h)Z [A A X lagel iulof 3l panuijuoo suo►joealy Ju►o f' aweN WON A8 pa�oa40 jagwnN qor Nd bZ:S aaubisaa MZ 'Ll Uer Aued woo 69 a6ed [p£a'9l W61 A321 - 1TdM2IVEIHS Z'O'Ll UOISJ@n (IC-VSI?! 0 0 0 0 0 £LEJ OEdM lZ 882 0 0 0 0 0 L'4- 6ZdM lZ L92 0 0 0 6Z6'St, 0 0 8ZdM lZ 981Z 0 0 0 llC'9-� 0 0 LZdM lZ 992 0 0 0 0 0 9b' 9ZdM lZ V82 0 0 0 0 0 t,98'- SZdM lZ E82 0 0 0 0 0 9£L'- tZdM lZ Mz 0 0 0 0 0 L09'Z EZdM lZ lM 0 0 0 0 0 bLZ'- ZZdM lZ 082 0 0 0 0 0 L-VZ' 2dM lZ 6L2 0 0 0 0 0 Zbb'l- OZdM lZ U2 0 0 0 9LE'9Z 0 0 6ldM lZ LLIZ 0 0 0 9£9'6Z 0 0 8ldM lZ 9L2 0 0 0 L l8'8Z 0 0 L ldM lZ 9L2 0 0 0 l96'9Z 0 0 9ldM lZ VL2 0 0 0 0 0 SOS' 9ldM lZ MZ 0 0 0 0 0 86l' bldM lZ ZLIZ 0 0 0 0 0 9l0' EIdM lZ lL2 0 0 0 0 0 8Ll' ZIdM lZ OL[Z 0 0 0 0 0 9'- lldM lZ 692 0 0 0 ZtZ'S 0 0 OIdM lZ 892 0 0 0 809'9 0 0 6dM lZ L9lZ 0 0 0 M'5 0 0 9dM lZ 992 0 0 0 9Z£'S 0 0 LdM lZ 992 0 0 0 988'Z 0 0 9dM I V92 0 0 0 6Z8'8 0 0 9dM lZ £92 0 0 0 8Z8'S 0 0 tdM lZ Z92 0 0 0 899'6 0 0 £dM lZ l92 0 0 0 tlzVz 0 0 ZdM lZ 092 0 0 0 1t,61 0 0 ldM lZ 692 0 0 0 0 Z66'ZZ 0 OEZN lZ 992 0 0 0 0 466'ZZ 0 4£ZN lZ LS6Z 0 0 0 0 ZZt'ZZ 0 Z£ZN lZ 992 0 0 0 0 69Z'ZZ 0 EEZN lZ 992 0 0 0 0 L£E'LZ 0 tCZN lZ V92 0 0 0 0 E80,99 0 ISZN lZ £S6Z 0 0 0 0 l80'8- 0 ZSZN lZ Z92 0 0 0 0 990'69 0 £9ZN lZ l92 0 0 0 0 tL9'91- 0 tgZN lZ 092 0 0 0 0 8Z8'89 0 99ZN lZ 6-1Z 0 0 0 0 £lL'9l- 0 99ZN lZ Mz 0 0 0 0 1t,9'99 0 L9ZN lZ LIKZ 0 0 0 0 99L'9l- 0 99ZN lZ 9tLZ 0 0 0 0 L9'9Z 0 6LZN lZ SKZ 0 0 0 0 l99'tlZ 0 08ZN lZ VV2 0 0 0 0 E80'9Z 0 l8ZN lZ £tilZ 0 0 0 0 9L9'9Z 0 Z8ZN lZ Z1?lz 0 0 0 0 9l6'tZ 0 £9ZN lZ lKz 0 0 0 0 Z60'9Z 0 99ZN lZ OV2 0 0 0 0 6L8'tZ 0 t,8ZN lZ 6UZ 0 0 0 0 tOL'tZ 0 99ZN lZ 8£lZ 0 0 0 0 96t,'ZZ 0 LEN lZ LE6Z [II-gl]ZW [lb-ql]AIN [i}-gl] XW IN]Z X lagel 3u!of 01 penui;uoo suotjoeey ju►or auaeN lapoW --:A9Pa� qo jagwnN qof Ad bZ:9 Jau61saa 660Z 'Ll Uef Auedwoo i.cati io n"abea OL a6ed IPEa'9L L06 L n3a -TVM JV3HS 3132iONOO" \1 \" \- Z'O'L L uolSaan dE-VSla 013)00 ult,L @9# 010)00 uI9L @9# SZ'L za Ez 0}3)00 ult,l@9# 043)00 ul%@q# 9Z'L La L LdM Zz 010)oo ult,L@7g# 010)00 ul%@q# 9Z'L LEI 0LdM LZ 013)00 ulbL@79# 013)00 ul%@q# 9Z'L la 6dM OZ 010)00 ult,L @79# 013)00 ul9L @7g# SZ'L L2i 8dM 6 L Olo)oo ulvL@79# 013)00 ul%&# gZ'L £a 8L 010)0o ult,L@79# 010)00 ul%@q# gz'L Za LL 010)00 ulbLl79# 013)00 uI9L@7g# 9Z'L La LdM 9L 010)00 ulvL @ 9# 013)oo ul9L @7. g# 9Z'L £b g L 010)00 uim@9# OP)00 ul%@7g# Q7'L 7.N bL 013)00 ult,L@79# 010) 00 ul%@7g# 9Z'L La 9dM £L 013)00 ulbl@79# 010)00 ul%&# gz'L la gdM ZL 010) 0o ult,L@9# 010)00 ul%@@g# gz'L La tdM L L 013)oo ulu@79# 0}3)oo ul%@q# 9Z'L Ea 0L 010)oo uIZL @79# Olo)oo ul%@q# 9z'L Z2i 6 (m)oo ulu@79# 013)00 u1%@7g# 9Z'L £dM 8 010)oo ult,L@79# 010) 00 ul9L@7g# 9Z'L Ea L 013)oo ulvL@79# Op)oo ul%@q# gz'L Za 9 (i}0)00 ulbL@@9# 010)oo u196@@S# gZ'L L2i ZdM 9 0}0)oo ult,L@9# 010)oo ul%@7g# 9Z'L ba t, (a}o)00 uIt,L@79# 013)oo u!%&# 9Z'L Ea E 010)oo ulbL@79# 013)00 ul%@q# gz'L Za Z (a}o)00 U!tL@7. 9# 010)00 U!%@5# SZ'L L2l LdM L miS aeg -6eia azlS Je8 'PGA azlS Je8 JoH [ul]SSauNolgj uol6ay IIeM Juawe3JOJL qa8/JeM ajaaauoo 8L17'60L :Z CCVAVL :A Ltt,'t,LZ :X (u) JOO LZ ZLZZ 99Z'L6Z 98Z'96LZ 0 .Slelol Lz L LZZ 0 0 0 0 0 LLZ'- 89dM Lz 0Lzz 0 0 0 0 0 600' 99dM LZ 60ZZ 0 0 0 0 0 L80'- 99dM Lz 80zz 0 0 0 0 0 9b9' VgdM LZ LOZZ 0 0 0 0 0 Z90'- EgdM LZ 90ZZ 0 0 0 0 0 ZL0'- zgdM Lz 90zz 0 0 0 0 0 0 LtdM LZ t1OZZ 0 0 0 0 0 zt,V 9tdM LZ £OZz 0 0 0 0 0 £99'- gtdM Lz ZOZZ 0 0 0 0 0 LEO' ttdM Lz LOZZ 0 0 0 0 0 600'- £tidM LZ OOzZ 0 0 0 0 0 66L' LbdM LZ 66LZ 0 0 0 80g'Z 0 0 ObdM LZ 862 0 0 0 Z99'Z 0 0 6EdM LZ LW 0 0 0 tlo'z 0 0 8£dM LZ 9W 0 0 0 £99'z 0 0 L£dM LZ 9W 0 0 0 999'6 0 0 9£dM LZ V62 0 0 0 816'9 0 0 g£dM LZ EW 0 0 0 9L817 0 0 KdM LZ z6LZ 0 0 0 £g0'9 0 0 E£dM LZ LW 0 0 0 0 0 Lb£'- Z£dM LZ 062 0 0 0 0 0 999' LEdM LZ 69LZ (II-gll Zn [3I{Il]An III-qIl XN III Z IN]A IN] X lagel 3ulof 01 penuijuoo suopoeab JLgor auaeN WON :As PeNoago jagwnN qor Ad bZ:g aau6ls8p MZ `LL Uef Auedwo0 LL abed [PEa*9L L06L n�I2i - TVAA ]V IHS Z'O'LL uolsJan GC-VSI2l 010)00 u!tL&# 010)00 u190Dg# 9Z'L Z2l 9L (ijo)00 u!tOpq# 010) 00 u!gL@79# 9Z'L L2i 6ZdM tL 010)00 u!tL@ng# 010)00 u!gL@@g# 9Z'L L2j 8ZdM £L (110)oo u!Zl@79# 010)00 u!9L@79# 9Z'L £2j ZL 010)00 u!ZL@79# 010)00 u!9L@@9# 9Z'L Zb LL (ijo)00 u!ZL@79# 010) 00 u!9opg# 9Z*L Lb LZdM OL 010)00 u!t4@79# 010)00 u19L@7S# SZ,L 921 69 (ijo) 00 u!tL@79# 030)00 u!9L@79# 9Z'L t2l 89 010)00 u1n @79# 010)00 u!9L @79# 9Z'L E?j L9 (110)00 u!tL@79# (110)00 u!9l@79# 9Z,L Z2i 99 010)00 u!tL@ng# 040)00 u!gL@79# 9Z'L L2i 9ZdM 99 (ijo)00 u!tL@79# 013) oo u!9L@79# 9Z'L 9?1 t9 010)00 u!tL @79# 010)00 u!9L @7S# 9Z'L t2i E9 010)00 u!tL@79# (ilo)00 u!9L@79# 9Z'L £2i Z9 010)oo u!tL@79# 010) 00 u!9L@79# 9Z'L Z2j L9 (ilo)00 u!tL @79# (40)00 u!9L @79# 9Z*L Lb 9ZdM 09 010)00 u1n@79# 010)00 ul9L@79# 9Z'L 9�1 69 (ilo)00 u!tL@g# 010)00 u!9L@79# 9Z'L t2i 89 010)00 u!tL@g# 010)00 u!gL@79# 9Z'L Eli L9 (ijo)00 u!tl@`79# (110)00 u!9L@7S# 9Z'L Z?l 99 010)00 u!tL @79# 010)00 u!9L @`7. 9# 9Z'L L2i tZdM 99 (ijo)00 u!tL@9# 010)00 u!9L@7S# 9Z'L 98 t9 010)00 u!tL@79# 010)00 u!9L@79# 9Z'L V2A E9 (J;o)00 u!tL@9# 0}0) 00 u!9L@7S# 9Z'L £2i Z9 010)00 u!tL@79# 010)00 u!9L@79# SZ'L Z�I L9 (ilo) 00 u!tL@79# 010) 00 u!9l@79# 9Z*L L2i £ZdM 09 010)00 u!tl @79# 010) 00 u!9L @7. S# 9Z'L 921 6t (ijo)00 u!tL@9# 040)00 u!9L@g# 9Z'L tb 8t 010)oo u!tL@79# 010)00 u!9L@79# 9Z'L Eli Lt (ijo)00 u!tl@79# 0}3) oo u!9L@79# 9Z,L Z2i 9t 010)00 u!tL @79# 010)00 u!9L @7S# 9Z'L L2i ZZdM 9t (110)00 u!tL@79# 010)oo u!9L@79# 9Z*L 9b tt 010)oo u!tL@79# 010)00 u19L@79# 9Z'L t2j Et (J10)00 u!tL@79# 010)00 u!9L@7S# 9Z'L Eli Zt 010)00 u!tL@79# 010)00 u!9L@79# 9Z'L Z2t Lt (ijo)00 u!tL@79# 010)00 u!gl@79# 9Z'L L2i LZdM Ot 010)00 u!tL @7g# 010)oo u!gl @7S# SZ'L 921 6E (ilo)00 u!tL@79# 010) 00 u!9L@79# 9Z'L t2i 8£ 010) 00 u!tL @79# 010)00 u!9L @79# 9Z*L Eb LE (ilo)00 u!n @79# 010)00 u!9L @79# 9Z'L Z2l 9£ 010)00 u!tL@ag# 010)00 u!gLC7og# 9Z'L LEI OZdM 9E (110)00 u!tLog# 013)00 u!gL@ag# 9Z*L Lb 6LdM t£ 010)00 u!tL@79# 010)00 u!9L@79# 9Z'L L2j 9LdM ££ (ijo)oo u!tL@79# 010)00 u!gL@79# 9Z'L L2i LLdM ZE 010)00 u!tL@79# 010)00 uigL@7S# 9Z'L L2j 9LdM L£ (ijo)00 u!ZL@@9# 010) oo u!9L@79# 9Z'L £2i 0£ 010)00 u!ZL @@9# 010)00 u!gL C70 g# 9Z'L Zb 6Z (ijo)00 u!ZL@79# 010)00 u!9L@7S# 9Z'L Lb 9LdM 8Z (a}o)oo u!tL@79# 010)00 u!9L@79# 9Z'L L2j tLdM LZ 0}0)00 u!tL @79# 010)00 u!9L @79# 9Z*L L?j E LdM 9Z 010)oo u!tL @79# 010)00 u!9L @7S# 9Z'L Lb Z LdM 9Z (ijo)00 u!tL@79# 010) 00 u!9l@79# 9Z'L £b tZ ezis aee beia aziS peg "}aan aziS Je8 .JoH [ui]sseuloigl u016a�{ IIeM (p9nugjuo3)juawooaopgey I/eM ejenuo:) aweN IGPON :A8 P9� qO jagwnN qof Wd bZ:S aaubisaa MZ 'L6 uer Auedwoo I_Q#,10 7CQ aBe.a ZL a6ed [P£a'9[[06[ nab -TVMbJV3HS 313bONOOV- -V Z'O'L[ uoisJan QE-`dSlb 010)00 u1Z[§9# (AID)oo u!9[@7S# SZ'L Zb LZ[ 010)Doula@79# 010)00U19[7S# 9Z'L [b VgdM 9Z[ 010) oo ulb6 @79# 010) oo u19[@7S# SZ L SZ[ 0}0)0o ult,[@79# 010)0O U19[7S# 9Z'1 Eb tlz[ 040) oo ult,[@79# 010)0o ul9[@7S# 9Z'L Zb £Z[ 0}0)0o ulv[@7s# 0}3)oo ul%@7S# 9Z'L [b £SdM ZZ[ 010)oo ult,[@79# 010)0o ul%@7S# SZ'L [b ZSdM [Z[ (ijo)00 u1t[7 SZL LtdM 0Z[ (AID) 0o ulv[@9# 010)oo u1%@7S# 9Z'L Nb 6[[ 0lo)0o uIt,[@79# (A}0)0o ul%@7S# 9Z'L Eb 8[[ (A}0)00 ulK99# lJIO)00 u1%99# SZ'L Zb 1[[ (ijo)00 ult,[§9# 030)00 ul9[@7S# SZ'L [b 9bdM 9[[ (a10)00 u17,[79# 010)00 u19[@7S# 9Z'L £b S[[ 010)0o u1Z[§9# 033)oo ul%@7S# 9Z'L Zb K[ (ijo)00 u1Z[@79# 010) oo u19[99# 9Z'L [b gtdM £[[ 010)oo ult,[N79# 010)0o ul%&# 9Z'L [b t7tdM Z[[ (alo)00 ult,[@9# 010)oo u!%@7S# SZ'L [b £tdM [[[ 010)0o ulti[§9# Wo)0O u19[@79# 9Z'L Eb M[ (ijo) 00 u!t,[@a g# 010)0o u!91 @7S# 9Z'L Zb 60[ 010)oo ulv[§q# 010)0o ul%@7S# 9Z'L lb [VdM 80[ (ato) 00 u!n @79# 040)oo u!%@7S# 9Z'L Eb LO[ 010)0o ult,[@79# 010)oo ul%@7S# 9Z'L Zb 90[ (AID)00 u!t,[@79# 010)0o u19[@7S# 9Z'L [b OMM 906 010)oo ult,[@79# 030)0o um@@q# 9Z'L Eb 170[ (JID)00 ult,[@79# 010)0o u19[@7S# 9Z'L Zb £0[ 010) oo ult,[@79# 010) 00 ul9[@7S# 9Z'L [b 6£dM ZO[ (ijo) 00 u!v6§9# 040) oo u!96@7S# 9Z'L £b [0[ 010)0o ult,[@79# 010)0o u196 @7S# 9Z'L Zb 00[ 010) 0o u!t,[@'fig# (AID)00 u!%@S# SZ L [b 8£dM 66 010)oo uln@79# 010)oo ul%@7S# 9Z'L Eb 86 (110) 00 u!vL@79# 010)0o u!%@7S# 9Z'L Zb L6 013)oo ult,[@79# (A;0)0o ulgL @7S# 9Z'L Lb LEdM 96 010) 0o u!t,[N79# (AID)00 ul9[@7S# 9Z'L [b 9EdM 96 010)0o ulv[@79# 010)0o ul9[@7S# 9Z'L Eb V6 (ijo) 00 U!V[@9# 040) oo u!9[@7S# 9Z'L Zb £6 010)0o ult,[@7g# 0}0)00 u1%@g# 9Z'L [b 9£dM Z6 (AID)00 uw @79# 010)0o u!%@7S# 9Z'L Eb [6 010)oo ulb[@79# 010) oo ul%@7S# 9Z'L Zb 06 (JIO) 00 uwb @79# 010)oo u19[&# 9Z'L [b KdM 68 0}0)0o ult,[§9# 0}0)oo u19[@7S# 9Z'L Eb 88 040)0o u!t,[@79# (AID)00 u!%@7S# 9Z'L Zb L8 010) oo ult,[@9# 010) oo ul9[@7S# 9Z'L [b E£dM 98 (ijo)00 uw §q# 010)0o u!a&# 9Z'L [b Z£dM 98 010)oo ula@79# 010)00 u1%§g# 9Z'L Eli tl8 010)0o u1Z[§9# 010)00 u!9[@7S# 9Z'L Zb E8 010)0o u!Z[@7g# Olo)0o u19[@7S# 9Z'L [b [EdM Z8 (AID) 00 uwb @79# 040)0o u!%@7S# 9Z'L Eb [8 0}0)oo ulb[@79# 030)oo ul%@7S# 9Z'L Zb 08 (a}o)00 u!t,[@79# 010)0o u!%@@9# 9Z'L [b 0£dM 6L Olo)0o ult,[@79# WO)0o u19[@7S# SZ'L Sb 8L (110)00 u!v[@79# 010)oo u!9[@7S# 9Z'L tlb LL 010)oo ulv[@79# 030)00 u19[@@9# 9Z'L £b 9L azis aee .6eip aziS gee 'IJaA aziS Je8 _JoH [w]ssau�p1qj u0168b IIeM penuguoo juawaoJoIuraa IleM aJaaouog aweN qop OIN A8 Pa�l�4o jagwnN qoP Wd bZ:S aaubisaa VIS111111 MZ ')[ Uef Auedwoo £L abed [P£a'9[6061 n32] - I-lVM']VDHS 3132]ONOO\ \'"\"'\'"\"'\"'\*'*\:Dl Z'O-L[ uo!saan 4£-NSI2] 010)00 u!t[@79# 010) 00 u!gops# 9Z'L [2] 0[[dM 6L[ (i;0)00 u!-V0p9# 010)oo u!g[79# 9Z'L [2] 60[dM 8L[ 010)00 u!b[@79# 010)00 u!g[@7S# 9Z'L [2] 80[dM LL[ (ijo)00 u!t,6@79# 010)00 u!g[@@g# 9Z'L l2] LO6dM 9L[ 010) 00 u!t,[@79# 010)00 u!g[@79# 9Z"L [2] 90[dM SL6 (110) 00 u!t,[@79# 010)00 u!91 @` g# 9Z'L 62] 90[dM VL[ 040) 00 u!v[@@q# 010)00 u!g[@@S# 9Z,L [2] VO[dM £L[ (J10)00 u!n @79# 010) 00 ul9[@79# 9Z"L [2] £0[dM ZL[ 010)00 u!t,[@"fig# 010) 00 u!9[@7S# 9Z'L [b ZO[dM [L[ (ijo)00 u!n @79# 040)00 u!g[&# 9Z'L [2] [0[dM OL[ 010)00 u!t,[@@9# 010) 00 u!g[@nS# SZ,L [2] 00[dM 69[ (ijo)00 u!t,[@@g# (a]o)00 u!9[@g# 9Z*L l2] 66dM 991 010)00 u!v[@@q# 010)00 u!9[@79# 9Z'L [2] 86dM L9[ (ijo)00 u!b[@79# 010) 00 u!9[@g# 9Z'L [2] L6dM 99[ (a]0)00 u!b[@79# (a}o)00 u19[@79# 9Z'L [2] 96dM 991 (ijo) 00 u!v[@ng# 010) 00 u!9[@9# 9Z'L Od 96dM ti9[ 010)00 u!-[@'fig# 010)00 u!9[@79# 9Z*L [2i V6dM £9[ (ijo) 00 u!t,[@@q# 010)oo u!9[@79# 9Z'L [b £6dM Z9[ 010) oo u!t[p9# 010) 00 u!g[@@q# 9Z'L [2] Z6dM 696 (ijo) 00 u!v[@79# 0]0) 00 u!9[@79# 9Z'L [2] [6dM 09[ (a]0) 00 u117[@79# (a}0) 00 u19[@79# 9Z'L [2] 69dM 696 (ijo) 00 u!b[@79# WO) 00 u!9[@79# 9Z'L [2] 88dM 991 010) 00 u!t[@79# 010)00 u!9[@7S# 9Z'L [2] L8dM L96 (ijo)00 u!t,[@ng# 010)oo u!g6@7g# 9Z*L 62] 99dM 99[ 010) oo u!v[@79# 010)00 u!9[@79# SZ*L [2] 98dM 99[ (110) 00 u!n@79# 010)00 ul9[@79# 9Z*L [2] t8dM b9[ 010)00 u1n@79# 010)00 ui9[@S# 9Z'L [2] £8dM £9[ (ijo)00 u!t,[@79# 010) 00 u!g[@"fig# 9Z'L [2i Z8dM Z9[ 010)00 u!t,[@9# 010) 0o u!g[@7g# 9Z'L 18 [8dM 69[ (ijo) 00 u!'6@@9# 010)00 u!%@79# 9Z,L [2] 8LdM 09[ 010)00 u!t,[@7g# WO)00 u!g[@7g# 9Z*L [8 LLdM 6,V[ (ijo) 00 u!v[@79# 010)00 u!a@q# 9Z'L [2] 9LdM 8b[ 010)00 u!},[@79# 010)00 u!9[@7S# 9Z'L [2] SLdM Lt,[ (ijo) 00 u!n@79# 010)00 u!96@7S# 9Z'L [2i tbLdM 9b6 010) 00 u1n@79# 010)00 u!9[@7S# 9Z'L [2] £LdM 9t[ (ijo) 00 u!b[@79# (40) 00 u!9[@79# 9Z,L [2] ZLdM bb[ 0]0)00 u!t,[@79# 010) 00 u!9[@7. S# 9Z'L [b OLdM £b[ (ijo)00 u!t,6@79# 010)00 u!9[@79# 9Z*L l2] 69dM Zb[ 040) 00 u!tb[@@9# 010) 00 u!9[&# 9Z'L [2] L9dM [tl[ (ijo)00 u!til@79# (JI0)00 u!9[C7o9# 9Z'L lb 99dM 0ti[ 010)00 u!t[@79# 0]0)00 u!g[@79# 9Z'L [2] 99dM 6£[ (ijo) 00 u!t7[@79# (43) 00 u!9[@79# 9Z'L b9dM 8£[ 010)00 u!t,[@79# 010) 00 u!9[@7S# 9Z*L Z9dM L£[ (Jjo)00 u!v[@@q# 010)00 u!9[@7S# 9Z'L [2] MM 9£[ 010)00 u!n@@q# 010) 0o u!g[@7S# 9Z'L [2] 09dM S£[ (ijo)00 u!t,[@@q# 010) 00 u!96@9# 9Z'L l2] 69dM b£[ 010) 00 u!t,[@79# 010)00 u!9[&# 9Z'L £21 ££[ (ijo) 00 u!n@79# 010) 00 u!%@9# 9Z,L Zb Z£6 010) 00 u!n @79# WO) 00 u!9[@7S# 9Z'L 18 99dM [£6 (ijo) 00 u!b[@79# 013) 00 u!96@79# 9Z,L [8 99dM 0£[ (a;0) 00 u!t7[@79# (a}0) 00 u19[@79# 9Z'L [8 SSdM 6Z[ (ijo)00 u!Z[@79# 030) 00 u!9[@9# 9Z*L £2] 8Z[ azis leg beia azlS peg }Jan aziS leg 'JoH [ul]ssaujoiyl u016a�{ II8M (penul;uoo)juawaoaoAtay 11eM a;aaouoo aweN IGPOIN qor VS111111-:fie �1� Pa40 �aQwnN— �f Wd bZ:S xauBisso MZ `L6 Uef Auedwoo i a+,in+cc a6ea VL 96ed [PEa'911061 A321 - -l]VMtJV3HS 3132iON0O\"'1"'\"'\ 1"'1"'\"'\ D) Z-0'L[ uolsaan aE-VS12i V09'ZLI S9'IV0Zt'9 ON t,1 E60' tlI ZI' eH [V £9£'Z£ ILt,'L6£S£ ON 91 99£' t'I IZE' Ili IZdM Ot, Z99'E£ 8E'ILZII t,St"tC- 91 I9E' 81 Ltt,' 921 6E V09'ZL1 99VMZ86 ON 91 t,IZ' 91 LOI' b2i 8£ 8Z8'IS I ZSt'8Z908ti ON V1 [L I' vI 91E' Ul LE LZ6'£9 ELS'UM ON t'I LLZ t,I ££Z' Z2i 9£ L£L'SS LLZ'OEZt,6 ON t'[ 969' t'l ZEt" 42i OZdM S£ 996'Z8E 9+06Ue6 V ON S I LLO' 61 LL I' ILi 6IdM t1£ 99E'Z8E 9+avZ98£'E ON LI 6L0' IZ £ZZ' Ill 9IdM EE coc•7Sc 9+a+,�Soc c nNi I I I/O' 1 I. g7T LM L L M Z£ N t Iv 0C d"' LLI'OLE 9+aE9OL9'E ON 61 ZLO' 61 EOZ, 42i 91dM I£ VOb'M 9+®Z900'tl ON 91 DIU 91 160' £2i OE LZ6'E9 9IG 68LEV4 ON 991' tll 690' Z2l 6Z 9VZ'ZL 91£'V9Z09I ON t'1 960' t,1 9IZ' Id 9IdM 8Z 99Z'8LV 9+98EI760'9 ON t'I ZLO' t'I 9Z0' ICI tIdM LZ 99Z'8Lt, 9+a96IZl'9 ON 9I 600' 91 610' ICI EIdM 9Z 9SZ'8Lt, 9+896IZV9 ON 91 IO' 91 ZO' 18 ZIdM SZ E00'LL ZE'99L09I ON 91 Ztl1' 91 69£' £2i t'Z LZ6'E9 L'9E88E1 ON 91 Z81' 91 90' Z�I CZ IZ8'I££ 9+999999'Z ON t,I ZSO' t,I 89I' Ili [IdM ZZ E96'Z8£ 9+9IL06E'E ON LI t40' 61 6£0' Ili OIdM IZ 99£ Z8£ 9+abZS8E,£ ON LI SIO' 6I 170' IH 6dM OZ 99£'Z8E 9+avz99c'£ ON LI LIU IZ Lt'O' Ili 8dM 61 OVI'£L IIO'Mtt ON LI £I' LI b£' UI 81 LZ6'£9 L'S£88£I ON L I Z9[' L I 9L0' Z?j L I S IC,ISZ 9+aIt'89£'I ON SI 990' SI 16V Ili LdM 9I 9E9'19 110'I08tt1 ON LI V60' LI ISE' Eli S[ SE 1'0£Z 9+abZ I8t"I ON L 1 990' L I 17b0' Zd t'I EZV991 SSZ'0698L9 ON 91 ZLO' 61 ZOZ' Ili 9dM EI 99Z'8L,V 9+896IZV9 ON LI IZO, LI tl0' Ili SdM ZI 99E'Z8E 9+aL6IZZ't, ON L I L 10' L I 8£0' ICI tdM I I 6ZI'£9 LZ'L969I I ON L 1 99 I' L I LOV' £2i O I LZ6'E9 £OE'[LL9t I ON L 1 99Z' L I Z I' ZN 6 L69'£b17 9+aZ9£0f9 ON 91 990' 91 6EI' IN EdM 8 IbS'OL L99'8£9ttI ON S[ LVO' SI 991' Eb L VOI'£S1 91Z'L9998t' ON LI £ZO' LI LI0' Z2i 9 t,19'69 Z99'09 199 ON L I £SO' L I ZOE' [2i ZdM S 869'89 8'01 IE6 ON 01 SZZ' L I b9£' tl2i t' SZVES 1 16£'6Z899t' ON L I ZO' L I Z 40' CH E SZt,'£S[ 16£'6Z899t' ON S 1 IZO' S[ L 10' ZN Z Zt7O'[L b'8ZS98 ON 01 / IT GI LES' IN IdM [ [N]!ud.UA [#4-qIl!4d.UW [�Jgd.ud 01 On aea4S M On xeiN u0168a hued IIeM aueld ul s-laayO apoD 8l8aau03 :tik-86S lab'laUed IIeM 013)00 ult I@79# 010)00 u191@S# SZ'L IN 91 1dM se (J10)00 UIbI @79# 013)00 u19I @7S# SZ'L Ili S I IdM b8I (a10)00 ult,[@79# (a10)00 UI94@S# SZ'L Ib V1[dM E84 (Jt0)00 Ulbl@9# 013)00 ul9I@9# SZ'L Ili £I IdM Z8I 010)00 ult'Ing# 010)00 u191@7S# SZ'L [2i ZI IdM 191 010) 00 ulvl@79# 010)00 u19I@7S# SZ'L IN I I IdM 081 az!S ae8 .6e!Q az!S Je8 •Iaan az!S aee •JoH [u!]ssau>olq-L u0168H IIeM amuquoo luawaoaoju►ad lleM alaaau03 aweN PPON Ag t7 iaqua Gof "d vs1111' Wd Z:9:S aa u6u6!sap MZ 'Ll Uef Auedwoo 9L 96ed [PU%L06L A\ Ill -llVMtJV3HS 3132iONOO\"'\"'1"'\' '\"'\"'\"'\=Ol Z'0'LL UOISJGA CIE-VS18 8EL'OEZ 9+atZl8t'L ON SL 6Z0' SL ELO, Z21 £6 L99'98 L SSZ'0698L9 ON 06 t80' 9 L LZZ' L21 9£dM Z6 9 0'£L LLO'L08ttl ON 96 tlzV 96 699' £21 L6 LOZ'9tE 9+980ZOZ'£ ON 9L LZO' LL LLO, Z21 06 9t1'LL 6£E'80t98 ON LL ELL' LL 6L6' PJ tEdM 68 £86'ZL L l0'MOtt L ON 9 L EL L' 9 L 999' £21 88 LOZ'StE 9+980ZOZ'£ ON L L ZZ0' L L 8 60' Z21 L8 Zlt'ZL lM"VZ998 ON LL 9LV LL 9Z6' L2i EEdM 98 960'£tt 9+GZZE99'9 ON tl L M tl tZ0' Lu Z£dM 98 £09'09Z 9+at980VZ ON 9l 990' 9L 6tV EMI t8 L 9t'LZ L ZSt'L9988t ON t L £L L' t L £90' Z2l E8 L L81L Z06'09L81L ON tl Etl' tl SVE' Lu LEdM Z8 LtS'SS LLO'L08ttl ON 9L L90' 91 89Z' E21 L8 L98'90£ 9+99L698'Z ON 9l 9L0' 9L 900' Z21 08 E9E'Z£ LLt'L6ESE ON 9L ZLO' tl Z9 L' L21 OEdM 6L Z99'£E 9,8889E ON 9 L L 90' 9 L 8£L' 921 8L LS8'90E 9+99L198'Z ON 9L LZO' 9L LZO' t21 LL VU 19 E88'tt9L8 ON 9 L 17L0' t l 66Z' EMI 9L LZ6'£9 £LS'UM ON t L ZO L' L 9 L L' Z21 9L 9Z0'9Z 8Ll'ttL9£ ON tl 990' tl t9V Lu 6ZdM tL Lt'99t 9+@LLZ6V9 ON LL L' LZ 9£Z' L21 8ZdM EL Zt,L'66Z 9+99986L'Z ON 9l L9L' tL LLL' £21 ZL LOftZl L6'8t£LO9 ON LL ZtZ' LL 6LL' Z21 LL L6L'E6 LV9'L969EL ON LL 9lZ' LL LEL' Lu LZdM OL L£6'99 ttZ'96096 O N t L t8 L' t L Z8t' 9 1 69 8£L'0£Z 9+avzM"L ON tl ZSL' tl L80' t21 89 8t6'E9 LZZ't09t6 ON tl lvzV 91 LZ£' Ell L9 LZ6'E9 ELS'UM ON 9 L LLZ' 9 L 90Z' Z21 99 9 LE'ZL 669'EEEL6 ON 9 L E£' 9 L L69' L21 9ZdM 99 Z99'£E 9,8889E ON tl LSZ' 9L 68Z' S21 t9 109'ZLL 99VO[SZ96 ON 9L E80' 9L 690' t21 £9 99Z'tS E88't19L8 ON tl 99 V t l tt9' £21 Z9 t09'ZLL 99'LtOZt9 ON tl 9t V tl ZZV Z21 L9 E9£'Z£ LLt'L6£9E ON 9L Lt,V tl StE' Pi SZdM 09 Z99"EE 9,8889E ON 9L £9V 9L tSZ' 921 69 t09'ZLL 99VMZ86 ON 9L 9L0' 9L Z90' tlu 89 LSZ'tS £88'tt9L8 ON t L LZ L' t L Stt' E21 L9 t09'ZL L 99'LtOZt9 ON t L L' t L L L' Z21 99 £9£'ZE LLt'16£SE ON 9L 960' tl 66Z' Lu tZdM 99 tLL'LS L 9+8S8Et9'L 6Zt'£L9 9 L LE L' 9 L £0 L' S2i tS LZ6'£9 £LS'6L9L8 ON 9L tlzV tl t90' t21 ES tZl19 E88'tt9L8 ON tl t60' tl Lt£' £u Z9 t09'ZLL 99'LtOZt9 ON tl co tl 60L' Z21 L9 £9E'Z£ LLt'L6£S£ ON 9L LL' tl LSZ' L21 £ZdM 09 Z99'££ 9,8889E ON 9 L 89 L' 9 L 6Z' S21 6t t09'ZLL 99VOL9Z86 ON 9L 90L' 9L 990' tlu 8t 86L'tS £88'tt9L8 ON tl EZV tl Et' E21 Lt t09'ZL1 99'LtOZt9 ON tl t80' tl 60L' Z21 9t E9E'Z£ LLt'L6E9£ ON 9L 6EZ' tl L8Z' Lu ZZdM St Z99'EE 9,8889E ON 9L 9ZZ' 9L L9£' 9�1 tt t09'ZLL 99VUgZ86 ON 9L EZL' 9L 80' t21 Et 60Z'tS £88'tt9L8 ON 9 L ES L' 8 L £Z9' £21 Zt [Nl!gd.UA [II-gll!gd.uW [N]!gd.ud M on aeagS M on xeW u0168�1 hued II8M anuguo3 aueld ul) s-l:)ayl apO3 a; MOD 41-8t£Md leUed IIeM GWEN IapoW Ae pe�oago jagwnN qop i Wd 1Z:S Jau6lsaa vs MZ 'L6 u2r Auedwoo I_Qi,10 QS"S 96ea 9L aBed [P£a'94 4064 n321 - TlVM JVt VHS 31D2JONOOV-\ "\-V'Y'Y'Y'Y0l Z'O'L4 uolsJan aE-VSIH 99Z'9Lt, 9+8964Z4'9 ON t4 0 t,4 L90' 42l £LdM St, 99Z'8Lb 9+@V624'9 ON 94 0 94 L04' 4�1 ZLdM t�h4 9£5'694 404'OOVZ6t, ON t4 0 84 V60' 42j OLdM £t,4 9SZ'8Lb 9+9964ZV9 ON 94 0 94 Stlo, 42i 69dM Zt,4 9 VZ6V 9+a8EV60'9 ON IV 0 8 4 E90' 4�1 L9dM 4tt4 69'Z6t, 9+99£t?60'9 ON 94 0 84 90' 42i 99dM Ob4 498'80Z 89t,'E00£L8 ON t,4 0 84 4LO' 42t 99dM 6E4 L17L'i09 9+0Z0£9L'9 ')N S4 0 64 SEZ' 4b t,9dM 8£4 96'8Lt, 9+aLLZ64'9 ON 94 0 64 ZtZ' LH Z9dM LC 8L8'K9 ON EEO'69tg t,4 0 04 4Z0' 4�tt 4MM 9E4 960'£tt 9+990689't ON t,4 0 V4 660 6d 09dAil S£4 699'Lt,tr 9+999tZL'S ON 94 0 94 SEO, 4'd 69dM K L9'9R695£ 7N 9 4 89 4• L 6t 4' £b ££4 96L'tt9E 9+a9L9£6'Z ON 9 4 £tr0' 8 4 £40' ZE 4 9LZ'ES4 t,69'899t,69 ON t,4 9V 64 494' 4b 89dM 4£4 99'96Z 9+aeL6et,G ON b4 L40' 84 990' 42i 99dM OE4 99Z'8Lt, 9+98£t,60'9 ON b4 ZZ0' 84 LtO' 42t SSdM 6Z4 t0t"m 9+aZ900'b ON 94 190' 94 VC Eli 8Z4 LZ6'£9 94Z'68L£b4 ON t,4 4tlZ' v4 Z04' Z�I LZ4 St,9'EL Z06'09L8t4 ON t,4 9ZZ, t,4 8Z9' 4a t�SdM 9Z4 99VVL 440'408ttb ON 04 6tZ' 94 ELS' tlb 9Z4 LOZ'SbE 9+aL84ZZ'£ ON t, EZO' t, 4 40, Ul tlZ 4 LOZ'St,£ 9+880ZOZ'£ ON v4 S£0' V4 LZO' Z2j EZ4 ZO'£L 6EE'80V98 ON 0 4 617Z' t 4 996' 4?j £SdM ZZ 4 SZ8'tG 4 EE8 LOtZ6t, ON 91 4 40 8 4 t,60' 4b ZSdM 4Z 4 EZ9't,S4 404'00tM7 ON t,4 440' OZ b60' 42j LtdM OZ4 t'£Z'17L 440'408ttL ON 04 6t7Z' 94 Z89' tl2t 644 LOZ'St'E ON t,0L'48£- t,4 EZ0' L 940, EMI 844 LOZ"Sb£ 9+9L82Z'£ ON 94 9£0' 94 9Z0' Z2j L44 Zt,6'ZL 6EE'80t,98 ON 04 6tZ' t,4 Lt,6' 4ij 9tldM 944 LEV'SL 90'SZLtS4 ON 94 4£Z' 94 Z9, £2J 944 LZ6'E9 £0E'41L9b4 ON 94 4tlZ' 94 860' Z?j tl44 90Z'Lt,E 9+98bZtZ'E ON t,4 990 t,4 994' 4a StldM £44 99Z'BLt, 9+a8Et,60'9 ON 94 VZ0' OZ 90' 48 ttdM Z44 4//'7.(l7. RSt,'E00EL8 ON t4 440' 84 4LO' 4b £tldM 444 649'4b4 LS'98695£ ON t,4 69V L 6t4' Eb 04l 96L't,SE 9+99L9£6'Z ON t4 9t1O' OZ £40' Z2t 604 t4£'ES4 t,69'899b69 ON 94 494' 64 494' 42i 4tdM 804 L60'89 8'0 4 4E6 ON S 4 co 4' S 4 9Zt" Eb LO 4 9Zb'E94 46£'6Z898V ON 94 CEO' 4Z ZO' Z8 904 480'0L VW998 ON L 4 Z80' L 4 £VS' 42j ObdM SO 4 9VZ'4L 440'408tt UN 94 ZO4' 94 6LE' Ul tp04 9Zt,'E94 46E'6Z898t, ON 94 ZVO, I 640' ZH co 896'89 8LZ'88Zt8 ON L 4 Z60' L 4 999' 42i 6EdM Z0 4 80£'4L 440'408ttb ON 94 S44' 04 99V £2l 404 LOZ'Sb£ 9+9L8 2Z'E ON S 4 tlZO' S 4 4 40' Zi j 00 4 96£'L9 ZO£'EO906 ON L 4 tl 4 4' 0 4 66t,' 4�1 8EdM 66 t94'4L 440'408ttb ON SL £44' 04 tltlt" £�I 86 LOZ'St,£ 9+aL84ZZ'£ ON 94 940' 94 900' Z8 L6 9b6'69 6££'MS8 ON L4 944' 04 9EL' L2l LEdM 96 99Z'8Lt, 9+88EV60'9 ON L4 ZO' 4Z £t0' 42j 9EdM 96 LE4'ZL 4 40'408tt ON S 4 ES 4' S 4 ELb' Eb b6 [Nl!4d,un [j3{lll!4d,UN [�I!4d.ud M On aea4S 0-1 On xeiN uo!6aa hued Hem (penufluOD) aueld ul)s-0ayD apoD GJ8JOu03 :tip-Mlab'10Ued NeM auaeN 19poN lA8 Nd t7Z0 jaqua qor Wd VS111111 bZ�9 �au6uF!saa MZ `L4 uef Auedwoo LL abed [PU%4064 nab -TVAAM ]H3HS d13bON0O\"'\ '-\'" "'\"'\" \"'\:0l Z'0'L4 uoisaan GC-VSlb 9LL't,6£ 9+a4L06£'£ ON L4 0 4Z ZtO' 4b 944dM 984 8££"9017 9+GV9£ZL't, ON 94 0 94 LZO' lb 944dM b84 £OL'tr6£ 9+atZ98£'£ ON L4 0 4Z tltl0' 4b t,44dM £84 9Zt"t,09 9+a£90ZL,9 ON b4 0 bl t1£0' Lb £44dM Z84 88Z't,LZ 9+aL4990'Z ON 94 0 94 6£0' 4b Z44dM 484 t,89't,6£ 9+atZ99£'£ ON L 4 0 64 8£0' 4b 4 4 4dM 08 4 99£'t,6£ 9+atZ98£'£ ON 14 0 64 ZV0' 4b 044dM 6L4 t,L8'98Z 9+9£Z8L8'4 ON 94 0 94 890' 4b 604dM 8L4 99Z'8Lt, 9+a8£t,60'9 ON 94 0 94 £90, 4b 804dM LL4 LO'99t, 9+9£8664'9 ON 94 0 94 bZ0' 4b L04dM 9L4 899'£6t, 9+a9624'9 ON L4 0 4Z 6£0' 4b 904dM 9L4 99Z'8Lb 9+a8£t,60'9 ON 94 0 94 Z40' 4b 904dM tIL4 90L't,6£ 9+atZ98£"£ ON L4 0 4Z LV0' 4b tO4dM ELL 86L'Z6t, 9+a964Z4'9 ON L4 0 4Z £tl0' 4b £O4dM ZL4 948'6L9 9+@Z8908'8 ON 94 0 64 L£0' 4b Z04dM 4L4 99Z'BLt, 9+a9624'9 ON L4 0 L4 Lt0' 4b 404dM OL4 99Z'8LV 9+98£t,60'9 ON 94 0 94 £Z0' 4b 004dM 694 t,L8'98Z 9+9£Z8L8'4 ON L4 0 L4 ££0' lb 66dM 894 88Z't,LZ 9+9Z480'Z ON L4 0 94 4£0' 4b 86dM L94 V98'Ut, 9+9Z96Z4'9 ON L4 0 L4 £Z0' 4b L6dM 994 890'99t, 9+94L9ZZ'9 ON t4 0 v4 [Co' 4b 96dM 994 99Z'8Lt, ON 9 ,2' tl 94 0 9 £ZO' 4b 96dM V94 99Z'8Lt, ON 9tl8'4Z4tl 94 0 9 £Z0' 4b t,6dM £94 99Z'8Lt, 9+99624'9 ON t,4 0 t,4 9Z0' 4b £6dM Z94 998'8LV 9+a40Z04'9 ON 94 0 94 £0' 4b Z6dM 494 8L8'b£9 ON ££0'69tG 94 0 04 4Z0' 4b 46dM 094 £9'LO£ 9+9ZLZZV'Z ON b4 0 84 990' 4b 68dM 694 969'Z6t, 9+a8£t,60'9 ON t,4 0 84 LIM lb 88dM 894 84'Z6t, 9+a964Z4'9 ON 94 0 OZ 490' 4b L8dM L94 £6Z'08£ 9+9£90L9'£ ON 94 0 6i £OZ' LH 98dM 994 Z48'Z6£ 9+abZ58£'£ ON 94 0 4Z ZZZ' 4b 98dM 994 L8L'Z6£ 9+aVZ98£'£ ON 94 0 4Z £ZZ' 4b tIBdM b94 996'Z8£ 9+@Z£8ZZ't, ON L4 Z90, 64 LLV 4b £8dM £94 99Z'8Lt, 9+98£t,60'9 ON t,4 0 t,4 9b0' 4b Z8dM Z94 98t,'694 ££8'LOi7Z6t, ON t,4 0 84 960' 4b 4MM 494 999'LLb 9+96ZK V9 ON t,4 0 V4 994' lb 8LdM 094 99Z'8LV 9+a8£t60'9 ON 94 0 94 90' 4b LLdM 6t,4 99Z'8Lt, 9+99624'9 ON t,4 0 t,4 £tl0' 4b 9LdM 8174 99Z'8Lt, 9+a8£b60'9 ON 94 0 94 £04' 4b 9LdM Lt,4 99Z'8Lt, 9+a964Z4'9 ON b4 0 tb4 9t0' 4b tLdM 9174 [11!4d«un [j3{ill!4d.UA [11!4d.ud M On jea4S 01 On xeW u0169y hued IIeM (panuquoo) aueld ul sVayD apoD a;aaauOD :P,4-84S IDV leUed IIeM aweN PPON :48l4O �agwnN qof Ad vs1sill Ad�Z:g aau6!saa 6WZ 'Ll u8r Auedwoo I.Qb 10 000 a62,4 LL a6ed S 0 S 0 1 S 6 £60 L 6 ti l.0 96 1 Lb0' S 6 99 v £2i S 0 S 0 S 0 L 6 Z00' L 6 £Z0' L 6 L w ZIA S 0 S 0 0 6 2 L 6 K0' L 6 £90' L 6 ZO£ 0l ul aueld In0 of aueld In0 0-1 aueld In0 of (ui)eueld ul 01 aueld ul 0l aueld ul u0160H. xeNl e119a jeans on XeW on xeW e1194 jeans on xeW on siin 3a N0103H :4 T6'VT 06ZN WEN I I I �J1 i i z� Z�I USN l6£N ON 4IIeM dnojE) ge- : ao}oed jol Inp M 0006Z 3 lea}s ON 41np jalsuejl L' : Jo}oed Jol ul M 09 : 4d Je8 zJOH ON Lul aajsueil seA : Lpaveao ash M 09 : A=l Jee fan N 9# : 9z1S Jee zaoH ul Z 96p3/uadp Janoo aeln6mpaa : IIS i}s MOO 9# : az13 Jee :P9A ul (z+)MOO lx3 6 epgwel ul (z-)Janoo}uI rVU/)l 9VV : A}1sua4 ouoO leol:Pan : sie8 ja}np lsl tgg� : O 819Jou00 paia;u83 : I/i jo 001 ul 9Z'L : sseuNolul Is)l ME 3 919aou00 WON : aln�l oluasieS 4 906'V6 q}6ua-j 1e101 ls)l V : OJ 919JOU00-1331S NIW ,.V/VL aln�l u6lsaa 4 £SS'LZ 1019H 1e101 MNOOOti3uO3 : ;aS lelia}eW vVUE I3d apoo AU13WO30 s-ivi l31HW ` IN311HO zdM auaeN lapOW :leg pe�0940 jagwnN qof UVrl I L:q aauBlsed 8L abed k� 1 _ I _1 _1 � I 1 J .J _ _ I J10 00 U194, 5# J10 00 U'17 @ 9# J10 00 UIC G l J10 00 U€ti�'�t, J10 00 u196 S# 40 00 UIVL PA uauJ�aJo�uiad �UBlU80J0 U10 u8€ru o o�uia� u0�$a� leuofieip JeJUQZIJoH IRDIIJeA Siimu 1N 1N 3NOANOM ZdM OLUeN I9POVY :d9 PON®aya jegwnN qof YV d L I-_9 lou6jsaq 6 LOZ'L l uer Auedwoo i_a+7 io nbr 96e.4 6L a68d L 6 01 no0 :9 E£E'1Z u011e00� BVS WH : 011EN u0110911aa 111 tf l.n' XBI11 P.linn Sllb13'0 N01133Id3a L 4 01 A00 9 0 ;e V09'Z :xeW 14 E6'0 6 la M'� :xeW :4 0 to 6£V'9Z :xeW m 999'LE SA W A d m 661'V9 an 966'09 L xewun )I VW69 un.ri!Ud )I VOLT- nA AoE 11 Z'8 1101JR001 £90' : xeW on S-lIV13a NV3HS 16 01 A00 6' . .11a 1ud U-q1 Z8S'0S6S8 uW.!gd 4-ql V0£'OELSZ nW no0 ON - ud,lgd m 0 : nd Aop u ££Z'EZ : u011e00-1 ZOE' xeW on S-1Idl3a JNIaN38/-lVIX`d U-ql m - DOLID aPOO pt-st£toy :4 LO'6Z Ie 6691- :u!W 4 VV IB VOLE- :u!W :4 SE'LZ 4e 9W9 MIN swvmE)via 3d013AN3 ON 61leM dnoj0 !s)l 0006Z 3 leals u! 9� : oedS jog zaoH L' : J010e3 aol !sal 09 : A3 J88 zJOH ul VL : oedg jee :PGA saA : Lpa�oeao ash !sll 09 : A3 Jee :PGA b ; N 9# : ezlg ae8 MH ul Z a6P3/uadp Janoo aeln6uepab : N18 als 0u00 9# : az!S ae8 lean u! 6 : (z+)aanoo 1x3 epgwe-1 u! (z-)aano0 lul 9vV : A11suaa 0uoO 1e01PaA : sieg aalnp M VggL : 0 819Jou00 paja4uaa : 1/j J0 001 u! 9Z'L : ssauNolul !sal titi9E 3 alaa0u0o WON : aln-�:l olwslag u EVE : ulbua� 1e101 !s)l V : 0,1 919a0u003331S NIW „V/6-L alnN u6lsaa 13 £EE'LZ : 14619H 1e101 MNOOOV0u03 : 1ag lepaleW VVM l3v : apoo AN13W030 S-IVII131`dW ` IN31Rl0 (aueld-ul) 6ZI :ZdM ew8N I9POA :Aq Pa�oago aagwnN qof _c_ . Wd LV9 laubis94 08 96ed :)o u191 @ S# aOe�Jo!Ja�x3 ABA03 Ul Z V 3' 008=1 JOIJOIUI JNI-lI`d134 N01133S SSOMO (:U-ql) W KS LV=l 00000V 00000Z 08 __OQn au!-1 -duo_ -060 uW,Nd ) d uU11_ we16e!Q uo!;Oeaajul ITEM aueld-ul ti0E'OELSZ ESTMV VOE'OELSZ 6 Z8'�ZSE £EE'LZ Z69' M79 (U-ql) u! OW (4-ql) u!w ZW (:g-ql) joe W SNell9P (N) od (4) ui nl ul wo u!J/l){ S11f1S3N NVdS ONI4N38 N34N31S MO, (N u!w ouJ ! ZVu! OW : W u!w Sy VVOO' (A) PaP!AOJd ouJ Z,u! SZE'4 (A) PaP!AOJd Sy :U-ql VOW608 :JOW 'wOVY POVEJO ZOO' (H) u!w ouJ Vvu! LLO'86V6Z PONDEJol Z„u! 99L't (H) u!w Sy vvu! WO M : SSOJ61 £00' (H) PaP!AOJd ouJ 666'ZE J/l>i Zvu! 9EV'86Z v Z,u! 990'L I (H) Pap!AOJd Sy u! ZV6'6 J :9 EVE u}6ual 18101 SMIN3dONd N01133S 1N3W03S 7IVM LN ZdM aweN I9POW :Aq peg oego aagwnN qof Ad ZV9 Jau61sap MZ 'L6 uef Auedwo0 i-4i7 10 7179 a6ea �8 a6ed L6 0-1 A0J 4 £££'LZ uol}e00-1 996 VH I 01 ell u011001104 ui ti.n• : xew Phan Sll`dl3a N01133-1d34 9b o-I nod U L8'6Z le £4Z6 :XeW 4 VV W 6Z£'£ :XeW 4 0 Ie 99VLZ :XeW I 919'8£ sn W A d N 6LV'99 on 4 £VEM xewuA I Lib9'OL uA,,!Lld 4 6ZE'S nA A00 1j V9 - u011e00-1 LVO' : xeW on 8-11V13a ad3HS 9L 01 A0E 6' •Ija 1Ud :U-ql 6S9M uW.!ud U-g199Z'£tiZVZ- nW A00 ON ud.!4d �I 0 : nd Ao0 :4 ££Z'£Z u011e001 99 V : MY on SlIV130 JNI4N38/-lVIX`d j3-qI A � 43843 apoO pt-8b£Iov :40 Ve VBV'Z- :ulW -14££'LZ W V U 6- :ulW lU££"LZ Ie 6VL'9 :uIW smuo`dla 3d0-13AN3 ON LIIeM dnoa0 M 0006Z 3 lea}S ul 96 : oedS jeq zaOH L' : J010e3 Jol !s)l 09 Ad ae13 zJoH ul VL oedS je8 fan saA : Lpaimo asn !s)l 09 : A3 Je9 :PaA 6 ; yl 9# : az!S Je8 zaoH u! Z 96p3/uadp aan0o jeln6ue;oaN : NIB As ou0O 9# ez!S Je8 IPan ul (z+)J9n0o 3x3 6 epgwe-1 u! (z-)Jan0o}ul £V:1/4 9vV Aj!suaa ouoO 183E BA : sje8 jainp M vggl, : 0 810Jou00 paialuao : 1/140 001 u! 9Z'L : ssamlo!y1 !s)l Me m 3 a19Jou00 WON : alny o!wsieS :4 £6ti'£ u}Bual 18101 M V : OJ a}aJouOO-1331S NIW ,V1VL alny u6lsaa :4 £££'LZ 1019H 1e101 MNOOOti3uO3 : }aS lelia}eW ibVM lov apoo AHIM030 SIVIN31` w ` IN31IND (aueld-ul)Ea :ZdM awsN lapON IS M09140 aagwnN qof _. .--•_ Ad LVS JeuBlsad Z8 96ed :)o u191 @ S# aoe��o!�a;x3 JOAo3 ul Z V N U1 7 a0e=1 Jo!jajul JNIII`d13a N01133S SSOHO W Zl£8 cj OOOOOti 0000oz 08 00£ 009 006 ou!1 -dea— hl) d so t.t ]a uWv!4d— uW— wyaj6e!a u04ae OM lleM auBld-ul 99z,cvzvZ- SZO'SOZV 99Z,Evzvz- 6 S£b'L 6LS SS£'LZ b69' ZOV,Z£ (:4-ql) u! oW (:4-ql) u!w ZW (:4-ql) los W SNa31aP W ad (14) ul nj ul wo ul J11N S11f1S321 NVdS JNIM38 H3aN31S _ SWO, (A) uww OW Zvu! 99V : (A) u!w sy ._ VVOO' - (A) PaP!AOJd OW Zvu! SZE'6 (A) pap!noad sy U-ql 9OZ706£8 JOVY `wollll palloe 0 ZOO' m (H) u!w OW Vvu! VW9CM . palowol Zvu! 99L'V (H) u!w sy vvu! 9OL'OBVVV ssoibl COO' (H) P9p!AOJd OW ZOV,ZS JFIA Zvu! Z9 TN v Zvu! 990'L (H) pap!AOJd sy u! £Z6'04 :4 EWE 4}Bual 18101 S3l-LN3dOHd N0I133S 1N3WJ3S TIVM £a ZdM aweN lapoW :As PeNoayo jegwnN qof Ad LV9 JeuBisaa 6 60Z 'L 6 Uef Auedwoo i.a+,10"5:'G5e,4 £8 a6ed L5 0 9 0 U 6170 L6 ZLO, LL V0, LL b0' Pi 0l (ui)aueld Jn0 of aueld Jn0 0-1 aueld Jn0 0l (ul)aueld ul 0l aueld ul 0-1 aueld ul u0lb@H xelN a;lad aea4S on xeW on xeW Mlad jea4s on XeW on Sl,f1SM N0103H 4 V6'VZ LUN 96ZN �d LKN 9L£N ON 41leM dnoj0 gE• : ao}oe=1 aol Jnp ls)l 0006Z 3 laa}g ON : 41np aaisueal L' : i0}oe3 col ul M 09 A=l Jee zaoH ON : Lul J91sueJ1 saA : Lpalloeao ash M 09 : A-�Je8 :PGA yl 9# azlg Jee zJoH ul Z 96P3/uedp J9n00 jeln6uepea NIS AS ouoO 9# azlg Je8 fan ul (z+)aanoo Jx3 6 : epgwel ul (z-)Janoo Jul CV:U/)I 9v : AJlsuaa ouoO Ieol}Pan : sjea ja}np ls)l tog l O 919Jou00 paia;ueo : J/i 10 00-1 ul 9Z'L : ssauNO141 Is)l Me 3 919Jou00 auoN : aln�l ouslas 4 8E6'VZ 4J6uaj 1e101 Is)l v : 04 a;aJouOO-1331S NIW ..V1VL aln�l u6lsaa 4 EEE'1Z 146laH I8101 MN000ti3uo3 : Jag lepaJeW VVSK lov apoo A2113W030 s-ivim3ivw VIU311HO 9dM aweN I9PON :AG peloago aagwnN qof INd LV9 aau6iseQ V8 a6ed � l �1 1 1 _1 J J i;o 30 UpL 9# ap oo u!vt 9# la ;uau�ao�n�uiad ;uauaan�o;utad ;uawaoanjulad uo as leu0681p le;uGZUGH Ieoi]JaA 5dM OLUON IOPOI i - ... :A9 PON3840jGgwnN qor Y9d L 6:9 JGU61690 6 WZ'L.L uer duedwoo i_a+.l0 Qi P 968A 58 a6ed 14 0l noO u ££E'LZ uo!}eool E9EZ/H of}ea u0110a119(l u! Z4V' Yew ellan Sll`d13a NO11031�34 L4 01 noE) 9 0 Ie 0006L4 :XeW 19 L9'E4 W 406'6 :XeW :4 0 3e£'904 :xaW 4 9ZV'9LZ sn INA d 4 8vZ'Z9£ on { )I 4Z1'1604 xewun 4 99Z'8Lv uA.!yd 4 WW6 nA AoE) u £E1'Z : u01.1e001 4Z0' ' xrW on S11t113a MV3HS { 14 01 AoE 6' I3a !ud U-gl9+aZZ4'9 uW.!ud I U-ql Z£9£tiZ- nW AoO aN ud„!ild 4 0 : nj Ao0 I u £EL'Z uol}eool VO' : xeW on S-IIV13(l JNIaN38flVIX`d U-ql 4 4 )Pau) apoo tit-ste lot/ U 0 1e 99L'Z- :uIW 41 L9'E4 Ie L99'9- :ulW I1 EE'1Z Ia Z£4'ti£ :u!W J swvmJHla 3dOl3AN3 ON 4IIeM dnojE) !sal 0006Z 3 Iaa1S u! 94 oedS je8 zloH f : J010ed Jal !s)l 09 : Ad Jee zaoH u! b4 : oedS Je8 :PaA saA : aa�oejo ash !s)! 09 : 4d Je8 :PaA 4 : A 9# : azlS Je8 zJOH ul Z 06p3/uadp aanoo mjn6uBpaa : Me JIS ouoO 9# : az!S Je8 :PaA U! 4 : (z+)JOAOO V3 4 : epgwel u! 4 : (z-)Jan00 Jul OF : AI!suaa ou00 MEPOA : sje8 jalnp !s)l V894 : !D 919Jou00 paaa}uaa : 1/110 ool u! 9Z'L : ssauNolgi M ME : 3 a;aJou00 auoN : aln�l o!ws!aS u 8£6'VZ y}6ual 1e101 !s)l V : 04 alajou001331S MIN ..ti/4-1 aln�l u6!sa4 U EEE'LZ 1019H 1e301 MNOOOV3uo3 : JOS lepaleW vV94£ lad @Poo AN13WO30 SIVIN31`dW ` IN31R1O (aueld-ul) L8 -SdM aweN IapoW :A8 pa�oago aagwnN qof ,. Wd L6�9 aau6isaQ 98 a6ed 30U191N7S# 90e=1 Jopgjx3 J9A03 u!Z \ 14 N N V7 u! SZ'17Z aoed Jo!Ja}ul 30 u!tiZ 9# JNI-IIH134 N01133S SSONO (U-ql) W 99lc vZ 00000M 000000z� 0000009 £89- F-1— I -I -CD- -000z 000v -'-0009 Gull 'de0_ LZ6L uW,Ad— W d uw_ we16ela uol MOlul IIBM aueld-ul `d/N 0 0 V/N 0 £££'1Z 609' 8£9'ti (:1-ql) u! oW (:4-ql) u!w ZW (14-ql) }ae W SNe31aP (1) od (4) ui nl ul w0 ul J/-J>1 S11f1S3N NVdS JNI4N38 IMN31S 9600' W u!w ouJ Zvu! v9Z'£ W u!w sy 9ti00' (n) Pap!noJd ouJ Zvu! 6U'6 (A) PapinoJd sy 4-gl 9+a1LZ'V :JaW `woW Pa�loeJO Z00' (H) ulw ouJ Vvu!L+a££V� : pa�oeJol Z,u! 99LT (H) u!w sy VVU!L+0601 : ssoJ6l £00' (H) PapinoJd ouJ BEST JFN Zvu! £99'6W v Z,u! 990'1 (H) Pap!noJd sy ul 9LZ'ZL J :4 8£6'lPZ u36ual 1e101 SMIN3WNd N01103S 1N3WJ3S 11VM 6a 9dM 9WEN lapOW :Aq peNoay0 aagwnN qof Ad L6:g Jeu6lsaa MZ 'L6 Uef Auedwoo i.a+7 10 arc a6ea L9 a6ed 9 Q 9_ 0 1 0 6 9z V L 4 z VO' L 6 ti60' L 6 69£' £2i 9 0 9 0 9 0 9 6 L00' L 6 990' L 6 VV0' Z2J 9 0 G 0 0 t L90 L 6 - V 60' 9 6 ZLO' 6 6 ZOZ' LN 0l ul eueld In0 0l aueld In0 0-1 aueld In0 0l (ul)aueld ul 0-1 aueld ul 01 aueld ul u0160H xelN a;lad jea4S on xeW on xeW ellaa aea4S on XeW on S1Zf1 H N0103H 4 b6'bZ 66ZN' 96ZN' EN J1- za OZEN MN ON LIIeM dnoaE) 9E' : jo}oe3 jol ;np Is)l 0006Z 3 Iaa1S ON L;np jelsuej1 L' : i0joe3 aol ul ls)l 09 : A3 Je3 zJOH ON : Lul iajsuei1 seA : awej0 ash M 09 : Ad R9 IJan N 9# : azlS Je8 zaoH ul Z 96p3/uadp Jan00 ieln6ue;3921 NIS CIS ou00 9# az1S Je9 PGA uI (z+)Jan00 }x3 6 : epgwel ui (z-)Jan00 ;ul Ev4/)I 9vV A;lsuaa ouo0 IB3EP9A : sjee ja;np Is)l VM 0 919Jou00 paaa;ua0 : J/i 10 001 w 9Z'L : ssauNolul Is)l Me 3 919Jou00 WON : alnN opslas 4 L96'VZ 4;6ua-1 le;ol Is)l v : 04 a}aJouo0-1331S NIW ..V1VL alnN u6lsaa 4 EEE'LZ 1019H 1e101 MN000V3uo0 }aS lepaleW vVSK IOd apo0 AHI W030 S-IHR131HW ` 111311H3 9dM BLUeN IaPOW :As P9�09go aegwnN qof w� ��:G �auBlsaa 88 a6ed _ 1 alo 00 U!9405# il0 00 ult 9# £� a�oo uig4 # ild ao utr } k Zvi i;a 30 ul96@5# J10 ao U,tLog# #uawaoaoluiaN ;uawaoaoju108 #ua€.uaolopla�j ufl�aa leuo6e!p Ie}uoz JOH 1e011JeA 9dM aweN fspaW ---�-;Ag PaN0840 jegwnN qof Wd L V9 Jousisea 6 wz:'L 6 uar Auedwoo i_a+,io ncc a6ea 69 a6ed L L 01 ME) 4 £££-LZ u0118001 9z6 L/H o!Je�l uo!JoalJea u! tin- xe.w enlArl ry _�. n-� SlIV13a N011031=130 9L 01 ME) :4 0 Ie 0LL£EZ :XeW :9£E-1Z 4e Z90' :XeW 4 0 Ie L9L-Z9 WOW I vcz'ti0L SA W A d 4 ce,ty OA )I 8zti-9Vv XeuauA 4 £Zb'984 uA.!ud I 69VC L- nA Ao0 u C-Z L : uo!Jeool ZL0- : XeW on S-11V130 MV3HS 6 L 0l Ao0 6- 'JJa !ud f :4-ql 069819 UIN.!yd 4-ql 9Z89£L nW Ao0 , ON ud,!tld p nd Ao0 u 0 : u0118001 z0z- : MY on SllV13a JNIaN3S/-lVlXd NOauD aPOO kt-SkE lob' 14££-1Z 3e L60L- :u!W L9V'9 Ile 1V-EL- :uIW ££'LZ Ie 8L6'ZL :ulW SWVN!DVla 3d013AN3 ON 6118M dnoj0 !sal 0006Z 3 laa}S ul 9L : oedS.leS z OH L- : JOP8d aol !sl 09 : Ad.1eq z OH u! tq : oedS je8 PGA s9A : aa�oeao asn !s)l 09 : Ad jee JJaA L ; A 9# : az!S J89 zJOH u! Z a6p3/uadp JGAOO aeln6ue;O9a : Ml AS OUOO 9# : ez!S J89 JJaA u! L : (z+)JGAOO Jx3 L epgwel u! L : (z-)Janoo Jul £„:1/M 9vV : Al!suaa ouoo le014JOA : sje8 aa}np M V89L : 0 919J0u00 paj84ua0 : 1/1 J0 Ool ul 9Z-L : ssauNolul M ME : 3 a}aJ0u00 auoN : aln-1 o!uas!aS 4 LEV6 4J6ual le}ol !s)l V : O,J 819=0071331S NIW ,.V/L-1 : aln�j u6lsaa 4 C£C'LZ 1019H 18101 MN000V3uoa : JaS lepaJeW vVeK 10d : apoo AN13WO30 SIVIN31` w ` IN311HO (aueldAll) 42J 'MM 9WEN IePOW :Aq P810940 .lagwnN qof Ad LV9 aaualsaa 06 a6ed :)o u19T N7 S# aoed aoljajx3 aano3 ul Z V N V7 7 u!SZ'S aoed Jolia;ul �o u!bT �9# 0NI-11VIM N01133S SSON3 (:4-gl) W 99006M000Z£ 00000bZ 0000096 000009 Z6Z- I 009 Ooz4 0096 OO17Z eull -deo_ Z66Z uW4,!Md ) d uW— wej6ela uo!;oeaaIul IIeM aueld-ul V/N 0 0 `d/N 0 £££'LZ 869' Z66'6 6 (:4-ql) ul oW (Ij-gl) ulw ZW (I3-gl) }oe W SNellOP N) od (4) ul nl ul quo ul JnN S1if1S3N NddS JNIaN38 N3aN31S 9600' : (A) ulw 04J Z,u! Z£Z'L (A) Up Sv v. £V00' W PaPlnoad 04J Zvu! ti£9'£ W PaPlnoJd sy :4-ql 969M JOA `wOIN Pa-408JO Z00' (H) ulna our vvul VOM9 : Palloejol Zvul 99LT (H) ulw sy VVU! M118 : ssoi6l £00' (H) Papinoad OW Z661 JFN Zvu! MIN : v Zvu! 990'1 (H) PapinoJd sy u! Z9£'1Z J :9 L£ti'6 : yl6ua-i le}o1 931IM3dONd N0I133S 1N3WJ3S l-IVM L2J :9dM 9WEN I9POA :Ae Pgoay0 aagwnN qof Ad ZV9 Joubisaa MZ 'Z 6 UEr Auedwoo LQi,10 7cs a6e,4 W abed L6 01 Ao0 :4 £££'LZ u0118001 MZ/H o!}ea u0110011oa ul 7Ln• : xew eiian Sl1b'13a N01133133a L 4 01 A00 ail L9'£ W V897 :XeW III L9V'9 ie 996.9 :XeW 4 0 We Vb L'9£ :xeiN A 999'8£ SA W A d 31 66 L'0£ oA 31 990'ti96 xewuA �I 9£9'W uA.!Lld 699'V nA Ao0 u L99'£4 : u011e001 V60' : XeW on slldl3a ae3Hs 14 : 01 Ao0 6' : -Ila !ud U-ql 6OSVVL uW.!gd U-g19Z0'84809- : nW Ao0 aN Ud.!Ud 0 nd AoE) :4 ££4'66 : u0118001 69£' : XeW on SllVl30 JNIaN3snvixv Wql Wauo apoO pb-8tl;lit/ 4 0 le 8LOW MIN I E£'LZ le ZZ91- :ulW :4££'LZ 3e L6L'V :ulW SWVHDVla 3d013AN3 ON : �,IIeM dnoj0 !s)l 0006Z : 3 Iaa3S u! % oedS jeq ZJOH L' : Jo}oed J0l !s)l 09 : Ad Je8 zloH ul Iq : oedS ie8 IJaA saA : aeNoejo ash M 09 Ad Je8 PGA N 9# : az!S aeg zaoH ul Z a6P3/uadp Janoo aelnBue;Oab : 1113 AS 0uo0 9# : az!S J88 :PaA ul (z+)Jan0o}x3 : epqLu81 ul (z-)Jan00 Jul 9vV : Aj!suaa ouoO IeolluaA : sie8 aainp M V891 E) 919aou00 paaa;uaa : J/j 10 001 ul 9Z'L : ssauNo!ul M Me : 3 910Jou00 auON : aln-1 o!wsieS :4 9'£ : u}6ua1 18101 M y : 0.1 919Jou001331S NIW ..V1VL : aln�l u6!saa :4 £££'LZ 14619H 18101 MNOOOti3uO3 : las leua}8W ti6 M l3v : aPoo AN13IN039 SIVIN31vw VIN311HO (aueld-ul)£a :9dM OWSN I9PO N :A8 PONO940 aagwnN qof _. ._ Wd LVS; �auBlsaa Z6 a6ed :)oU191@S# aoed aolja3x3 aaAOJ ul Z V N Ln 7' aoed Joinjul ONI-11VI34 NO1133S SSONO 26ZO99 OOOOOti 00000Z 09_ 00£ 009 006 eull -duo uWvMd— (1) d uW_ wej6ela UORO MOlul IIaM aueld-ul 9Z0'9 Mg- bi 7 M 9Z0'9 Mg- 6 6'OVLE EEE'LZ 669' VEE'ZE (Ij-gl) ul aW (:1-ql) ulna ZW (I1-gl) }oe W SN8II9P W od (:4) ul n-I ul wo ul J/-I>i S11f1S3M MddS ONI4N38 N30N31S 5600' : (A) ulw OW Z,u! L9V' : (A) ulna sy tib00' : W PaPlnoJd OW Zvu! 9ZE'� (A) PaPlnoJd sy :U-ql 9E6'ti9ZV9 JoW `uaoW paNOWO Z00' (H) ulw out vvu! 90'EEE 6E Palloejol Zvu! 991'V (H) ulna sy vvu! 9'691bti : ssoi6l E00' (H) PGP!AOJd oqJ KEW JnN Zvu! 9TOE V Z,u! 990'1 (H) PapinoJd sy ul VVVO0 J :9 9'E Oual 1e301 S3llN3dONd NO11O3S 1N3WJ3S 11HM £2J 9dM aweN 19POW :Aq parayc) aagwnN qof Ad LV9 aau6isad 6 60Z 'L 6 uer Auedwoo i.ab 10 iCr 96e,4 £6 a6ed 9 0 9 0 9 £ti0 6 6 990' L 6 LLO' L 6 9ZZ' 6b 01 (uI)Oueld 3nO Ol aueld InO 0l aueld InO 0-1 (u)aueld ul M aueld ul 0-1 aueld ul uolfja�j xen ellaa aeags on xeW on xelN ellad aeags on xeW on si-inS311 N0103H :9 06'6T 6EZN s L8 LVZNl MIN ON = 41leM dnoaO gS' : aoloed aol ;np isl 0006Z 3 I991S ON i 41np aalsueal L' : ao;oed aol ul PI 09 : Ad ae8 zaoH ON : 4ul aajsueal seA : 6pareaO ash lsl 09 Ad MS ]aaA 9# : azlS aee zaoH ul Z 96p3/uedp aanoO aeln6uepaa : 1113 a}S 3uo0 9# ezlS ae8 :aaA ul (z+)aanoO W3 epgwe-1 ui (z-)a9no0;u1 Sv:g/)I 9-P : AIIsuaa ouoO leol:aBA : saes aa;np 1s)l V89 O 019aou00 peje4ueo : p 10 oo-1 ul 9Z•L : ssoujolul 1s)1 Me 3 919aou00 WON : aln8 olwsieS 4 8£6'66 416ua-1 le}ol M v : 34 919aou00-1331S NIW „ VL aln8 u6lsaa :9 Cec'LZ 1019H le}ol MN0003u00 : }aS lelaalelN vVUE 13V apoO AN13WO30 SIVIM31vw VIM31180 LbdM aweN I9POW :leg pa�oayo jagwnN qof Ad 9V9 aau6lsaa V6 a6ed �1 _l �l J . alo ao u!�t 9# I to��oo u!9Lf�5# ,-� uauaaon�u!ad ;uawaojoju!ad �uawaoaoju!ad u0168a !euo6eip !e;uozuoH ! OWA siinM 1N W3OHOJNl3V �J ................. L GdM OLUeN IOPOIN £g peNoe o jegwnN qor 1Nd 9 VS joubsa(] 6 Lod'L L ul3r duedwoo L t,10 acc 86ea 56 a6ed 66 01 noO :4 E££'LZ uop,00l 981r/H of;ea u0110e1jea SlIV13a NO11a31d3a L 6 01 nnO 4 0 Ie Z£ZV91 :XeNll 19'£6 ;e M'LZ :XeW 4 0 Ie 9£6'OL :XeW 31 £OZ'OZZ SA )I L W69Z oA W A d - I LZ9'1LB xeuauA -- - 4 99£'Z9£ uA„!yd )I VLZ'6Z- nA Ao!D 4 0 : uniln-ml LLO' : xeW on SlIV13a uv3HS L6 01 AoO 6' 'Ile !yd :U-ql9+ag8E'E uW.!Ud i :U-ql Z£Zb9L nW ME) ON = ud.a4d 0 : nd AoE 4 0 : uo!}eool 9ZZ' : XeW on SlIV13(l JNIaN38/-lVIX`d 13-ql -I3aUo aPOO rk-8t£lov U 0 le ga0•9- :u!W :ll LWCE W 1Z'6Z- :ulW :4££'LZ Ie UT :ulW SMUE)dla 3dO13AN3 ON 61leM dnoaO !sal 0006Z 3 laa}S u! 9� : oedS ae8 zaoH L. : ao;oed aol !s)l 09 : A=l ae8 zaoH u! t, : oedS ae8 :PaA saA : aareao ash !s)l 09 A3 ae8 PGA N 9# : az!S ae8 zaoH u! Z a6P3/uadp aanoO aeln6uepab : 118 JIS ou00 9# : az!S ae8 }aaA u! (z+)aanoo lx3 epgwel u! (z-)aanoo Jul E„:4/M 9t,v : Al!sua(l ou00 Iea!:aaA : scree aalnp !s)I VM : 0 919aou00 paaa4uaO : J/a jo ool u! 9Z'L : ssauNolul !sal ME 3 919aou00 auON : alnb ops!as :4 9£6'66 : gl6ual le;ol !Sl v : 0,1 a;aJOUOO1331S NIW „V1VL alny u6!saa :4 £££'LZ : 14619H Ie101 MNOOOVauoa : }as leuajeW vVM lad @Poo A2I13WO30 SlHRl3ivw tlRI31R1O (aueld-ul) 621 L6dM awsN IaPoW Is moayo aagwnN qof Ad 9V9 aau6lsaa 96 a6ed :)o u191 S# aoed�olaa�3 JOAo3 u! Z \, V N U'1 � 3 ul SZ•S aoed aolialul 30 u!bT 9# ONI-1I`dl30 N01103S SSONO (43-0 W EmoeaaM 00o00oZ� 0000009 00000017 �sv- 000z 000v au!1 - �de 0009 —uW.v!Ud— (1) d EZE9 uW— wej6e!Q uo!loWaM HEM aueld-ul 9 V/N 0 0 `d/N 0 £££'LZ Z89' 9L9'9 (U-ql) ul oW (Ij-gl) ulw ZW (II-gl) joe W SN8IIaP W od (4) ul n-I ul wo ul il-JN S11f1S3N NVdS JNI4N38 N3aN31S - 9600' : (A) ulw OW Z„u! Z097 W ulw SV £ti00' (A) PaPlnoJd our Z„u! 69'L (A) PapinoJd sy :U-g19+ati£L'Z :joW `woVy pajoejo Z00' (H) ulw OW vVul 9+aZ61'9 : pajoeJol Zvu! 991'ti r (H) UP SV vvu!9+BVLZ'8 : ssoi6l £00' (H) PapinoJd OW 9L9'9 : J/-lyi Zvu! £95'ti£L b : v Zvu! 990'1 (H) PapinoJd sy ul ti8L'L9 d :4 9MU : 436ual lelol S31.LN3d021d N01133S 1N3WJ3S TlHM 6N :L6dM aweN IaPoW :Aq pe�oayo jagwnN qof Ad 9V9 aau6is94 MZ 'L 6 Uef Auedwoo i.ati io acs 96e,4 L6 a6ed :4 b6'bZ ZOZN LOIN¢ I za ba WNI MN ON 4IIeM dnoj!D 9£• : jo}oe=l jol }np !s)l 0006Z 3 laa}S ON : 4}np jajsueal L' : a010e3 col ul !sal 09 : A3 Jea zJOH ON : Lul aalsueal saA : aalloejo ash !s)l 09 : A3 ae9 fan L y! 9# : azlS Jee zaoH ul Z 96P3/uadp JanoO aeln6uepall : NIB J}S ou03 9# azlS aea :PaA u! 6 : (z+)Janoo;x3 : epgwel ul 4 : (z-)Janoo}ul £,,:U/-4 9VV : Apsuaa ouoO leo!:Pan : sie8 jalnp !s)l Vgg� : O 919Jou00 paia;uao : I/i jo ool ul 9Z'L : ssauNolq.L !s)l Me : 3 910Jou00 auoN : aln�l o!wslaS 4 8£6TZ ul6ual 1e101 !s)l y : 04 919aou001331S NIW „V/6-L : alql u6!saa 4 £££'LZ 1019H le1ol MNOOOb3uo3 : las lelia}eW WO LE lov : aPoo AN13WO30 S-IVIN31`dW VIM311HO zzdM OWEN IePoW :Ag pe�oayc) jegwnN qof Wd 9V9 aeu61sea 96 a6ed a10 00 ul90S# J10 00 ultq 9# S2� 510 00 u196 S# J10 0o ulvl 9# tib J10 00 u196 S# J10 00 Ultqa9# £2i J10 00 u196 S# J10 00 ulti6 9# ZH J10 0o u196 S# J10 00 ultq 9# l_2i_ juauaa0aojulaH }uauaa0jolulad juawa0JoJulad u016a8 Ieuo6ela IejuOZIJO. IBOIIJan Slmm 1N3W30MO:IN13N - S 0 S 0 96 +666'6 b6 S£0' 96 996' 96 6Z' 9H S 0 S 0 S 0 v 6 £60' 9 6 SO 6' 9 6 990' tl2l S 0 S 0 0 6 L£0' V 6 9£0' ti 6 £Z V V 6 £t' CH S 0 S 0 S 0 9 6 S 60' t 6 V90" V 6 60 6' Z�I S 0 S 0 b 6 IT=l V 6 9£0' 9 6 6£Z' V 6 L8Z' 62l 01 ul aueld 3n0 of aueld In0 0l aueld in0 of (ul aueld ul 01 aueld ul 0-1 aueld ul u016ON xeW e;laa jeayg on xeW on xeW ellaa jeayg on xeW on Sl-if1S3N N0I03M ZZdM aweN IapoW :leg moego aagwnN qof Ad 9V9 Jau6isa4 6 LOZ 'L 6 Uef Auedwoo i.at,io nw a5e,4 66 abed tiL 0-1 Ao0 4 £££'LZ u011e30-1 6ZL/H 011eb u0110911e4 u! 8£V' xe—W p1!an SlIV13a N011031=130 9L 01 Ao0 :4 0 W ti90'L :xeW '4 ££'LZ W ti£L'L :xeW :4 0 Ie ti0'Zti :xeW 8£9'86 SA W A d >I S WK oA i A Z8Z'VL xeuauA 4 £9£'Z£ uA.!ud 4 V£L'L nA Aop I :4 £££'1Z : u011e00- 6£Z' : xeW on S-IId13a ad3HS �4 0-1 Ao0 6• •1Ja !Ud U-ql UVL6£S£ uW.!ud :g-ql V691LM nV11 Ao0 ON ud.!Ud 31 0 : nd Ao0 4 9'VZ : u011e001 L8Z' : XeW on S-MV13a JNIaN38/1VIX`d :U-ql A m Vauo aPOO tit-ste lob' 14 L99'6 W V801- :u!W ?4££'LZ Ie ttfg- :ulW U 9'VZ 1e 669'ti- :ulW SW` N!DVla 3d013AN3 ON LIIeM dnoj0 !s)l 0006Z 3 1aaIS u! % Dads je8 zaoH L' : a0Joe3 Ja1 !s)l 09 : A3 Je8 zaoH u! V� : oeds je8 PGA saA : 6parej0 ash !sal 09 : A3 Je8 1aaA 1 : >1 9# : azls aee zaoH u! Z a6p3/uadp Jan00 aeln6uepab Me Jls ouo0 9# az!S Ae81JaA u! 6 : (z+)Jan001x3 6 : epgtue-1 u! (z-)Jan00 Jul £v741)1 9vV A1!suaa ouo0 IBDEPOA : sieg jolnp !s)l ibBS!. : 0 919Jou00 paaa;ua0 : 3/a;o 30-1 u! SZ'L : ssaujo!U1 !s)l ME : 3 919aou00 auON : a1n-�:l ops!as :4 889'6 glbual 1e101 !s)l V : 0j OIGJOU001331S NIW ..V1VL a1n�j u6lsaa :4 £££'LZ 1019H Ie101 MN000ti3uO3 : Jas IelialeW ti6 M 10`d apo0 AH13W03J SIVIN31HW ` IU311HO (aLJpld-LJI) l�l :ZZdAA 9WEN IaPoW :leg peNoego aagwnN qof Wd 9Vq �auBlsad 00195ed (:U-ql) W £5_ , L909M000Z6 00006 00009 00 0 OOZ OOt? au!l •dea_ 6r5 uW,v!4d ) d uW— wea6e!a u0!;oeaalul ITEM aUeld-ul J V691LM 19Z'0£ZV V691LM 6 6LZ'66V £££'LZ V99' V90'L9 (:4-ql) u! oW (:4-ql) u!w ZW (:4-ql) loe W SNeIIaP W od (4) ui n-1 ul wo u!J/-J>i S1,lf1S3N MddS JNIaN38 213aN31S 8zoo' W u!w OW Z„u! 9W : (N u!w sy 90o' (A) PaP!noJd OW Z,u! b98' : (A) PaP!noJd sy U-gl 8tio'98964 JoW `woW P9NOW0 9Z00' (H) u!w OW vvul 608'669£ . Palloejol Zvu! 9V6'9 (H) u!w sy VVu! 999'9609 : ssoibl £00' (H) PaP!AoJd OW V90'L9 jnN Zvu! £68'9t4 d - Zvul 990'L (H) PaP!noJd sy u! 46s't J :4 889'6 ulbua-1 lelol SMIN3dONd N01133S 1N3WJ3S IIVM 62l ZZdM GW8N lapoW :leg MONO jagwnN qof Wd 9V9 Jeubisaa MZ 'L 4 Uef Auedwoo 1_01,10 70C aBea �06a6ed :)o u19 r S# aop�,�o�aa3X3 JOA03 ui Z V N U1 7 aoe=l Joiaalul ONI-11VJL3a N01133S SSOMO LN :ZZdM aweN IepoVI :As pamoego aegwnN qof Wd 9 V9 Jeu6lsaa MZ 'Ll uer Auedwoo zm abed 1 J V6 0� no0 43 ££E'LZ uol}eool 9LL/H oge�l u01.1091190 i ul 9£0' : xew e}laa Sll`d13a N01103133a t V6 01 Ao0 9 0 ;e Vag•E :xeW 4 VV 1e L09'9 :xeW :9— ve M'OL :xeW 31 999'8£ SA W A d 1 809'EE oA 1 990'ti96 xeuauA l 4 96VVS - uA,,!ud )I L99'9- nA Ao0 ti :9 L99'6 u011e00l EzV : xeW on Sl1`d13a UV3HS V 6 01 Ao0 6- 'ge !ud U-ql E88'VV9L8 uW,,!ud :U-ql 9VOOLLE nW Ao0 ON ud*!ud 0 : nd Ao0 74 0 : u011e00-1 Ev' : xeW on SlIV13a JNIaN38/l` IXV :U-ql -h0u3 OPOO Ibb-skc Lov :4 0 Ie VQVT- :ulW :4 VV Ie 60Z'1- :uIW 4 LL'L6 W Z86'- :uIW swvNE)`dla 3d013AN3 ON 61leM dnoj0 M 0006Z 3 laa}S ul 91 oedS ae8 zaoH L' : a010e3 col !SA 09 A3 ae8 zaoH w V6 : oedS ae8 VGA saA : aea pea0 asn lsl 09 A3.1e8 PGA 6 : y1 9# : az!S Jee zaoH ul Z 96P3/uadp J9n00 jeln6ue;Dell 118 a}S ouo0 9# : az!S aea ]PGA ul 6 : (z+)Jano0 }x3 I : epgwe-1 ul 6 : (z-)Jano0;ul £„:UPI 9vV : A3!sua(3 ouo0 1e3lPaA : sie8 ja}np ls)l tog J 919Jou00 paia;ua0 : J/j Jo 00-1 ul 9Z'L : ssauN01y1 ls)l VV98 : 3 819Jou00 auON aln�l ops!as :4 TE : uJ6uaJ le}ol M v : 0,1919Jou001331S NIW „ti/6-L alnll u61saa 4 EEE'LZ 1019H le}ol MNOOOtiouOO : ;ag lepaleW VVOLE 13V apo0 AU13W030 S1HIU31VW ` IN311HO (aueld-ul)Eli :Z-�dM aweN lapoW :R8 PeNoego aagwnN qof i_ca+7 io bop 96ea Wd 9 VS aauBlsaa �6 a6rrd a0e=1 Jolaalx3 aano3 ul Z V N VI 7 aoed aoljalul JNn1`d13a N01133S SSONO (:U-g 1) W 96ZO99 00000b 0000oz 08- 00£ 009 006 au1-1 -de0— 0LLL uW.v!4d— 01) d uW— we16e!Q uo!;oeialul HUM OuBld-ul 9 VOOLLE ZZZ796 6 9 VOOLLS 6 6'061£ SS8'LZ 969" b8£'Z£ (11-gl) ul oW (II-gl) u!w ZW (11-gl) loe W SWIPP N) od (11) ui n-1 ul uao ul JI-IN S1lfISM N`ddS JNI4N38 N34N31S S oo' : (A) ulna OW zvu! L9ti' : (A) ulna SV VVOO' W paP!nojd oyj Z,u! SZ£'6 (N Pap!noJd sy U-ql 9S6'b9ZVO JoW `uaoW pa�oeJO ZOO' (H) ulna OW vvul 90'8££6S pajoeJol Zvul 99L'ti (H) ulna sy VVU! 919LVV : ssoa6! £00' (H) Pap!noJd oua KEW JfIN Zvu! 9'ti0S v Zvul 990'L (H) pap!noad sy u! VVVOL i u ST : glbual lelol S311213dONd N01133S 1N3WJ3S-11VM £2i ZZdM aWeN I9POW :Ag pa�oego aagwnN qof Ad 9 V9 aauBlsaQ 6 LOZ'L L uer Auedwoo t,06 abed tit m 01 AoJ 4 £££'LZ uolJeool 06L/H ol}e�l u011091100 1 u! S£0' : xew ellad S-lIv134 N01133-1d30 9 L 01 Ao0 14 L99'6 412 V8V L MIN 4 19'£L Ia 619'Z :XaW J3 0 W 9£V'Lv :xelN I 8Z£'6 L SA W A d I LZti'SZ oA I ££0'LL xewuA 1 Z9S'££ uA.!ud 4 MCI- nA Ao0 t 4 £££'LZ : uolJeool 89L' : xeW on SlI`d130 UV3HS 9L 01 AoO 6- JJa !4d 4-q1 9,8889E uW,,!4d 4-gIZ99'0010L- nW AoO ON ud.!4d 1 0 : nd Ao0 4 9'0Z : uo!Jeool 6Z' : XeW on S-lId134 JNIaN3enviXd 41-q1 439113 OP00 tik-8l£lob' 9 0 W V9V V :u'W ill££'LZ W 60£'9- :ulW I 9 9'VZ Va £9'L- :ulW swvuE)Vla 3d0l3AN3 ` ON 6IIeM dnojO !sal 0006Z 3 laa}g u! 9 L : oedS aea zaoH ` L' : a010e3 Jol !s)l 09 : A3 Je8 zaoH u! vL : oedS je8 :PaA saA : aa�pejo ash !sll 09 : A3 Je8 JJaA N S# : azlS Je8 zaoH u! Z 96P3/uadp aanoO aeln6uepall : NIS a}g ouoO 9# : az!S Je8 IMA u! (z+)aanoO JX3 L epgLUel u! L : (z-) JanoO Jul 9vV : AJlsuaa ouoO leolJaaA : sieg ja}np !s)l V99L : 0 a}aJouoO paia;uaO : 1/1 Jo 001 u! 9Z'L : ssaq0lU1 !s)l VV9£ : 3 a}aJouoO auoN : aln�l oluaslag 4 9L'6 : uJ6ual le301 !s)l V : 04 919Jou00-1331S NIW ..ti/L-1 aln�l ublsaa 4 £££'1Z : Ju6iaH IeJol MN0001b3uOO : Jag lepaJeW VVUC IOd - apoo AM13WO30 S-lVIU31VW V111311HO (aueld-ul)921 :ZZdM aweN IGPOW :Aq pa�oggo aagwnN qof i_a+7 W aas GBEA Ad 9V9 aauBlsaa 906a6ed (I-ql) W £9 SZO917 6 0000Z 6 00006 00009 0000 0 OOZ 006 eu!l •de3— ulN,,!4d— 01) d� uw— we16e!Q u0113ea04ul IIeM OuBld-ul Z9S'0010 V ZOZ'LtZt Z99'OOLO V 6 £W19V £££'1Z S£9' 699'V9 (II-gl) u! oW (1�-ql) uiw ZW (:4-ql) }oe W SNBIIaP (N)ad (U) ui nj ul wo u!J/-J>i S1-if1S3N MddS JNI4N38 N3aN31S HOW (A) ulw our Z„ul M' (A) ulna Sy 9900' (A) PaP!noJd our Z,u! ti88' (A) PaPlnoad sy U-ql ti£L'£9M .pow 'wow Palloea3 9Z00' (H) ulna our Vvu! 6£9'966£ pa�oejo! Zvul SV6'9 (H) ulna sy vvu! 99V9699 ssoi6l £00' i (H) PaP!AOJd OW 699'V9 Jn)i Zvu! SZ'ZS6 v Zvu! 990'L (H) PaP!noad sy u! ZLO'9 J :4 S1'6 : gl6ual 1e101 SMIM3dONd N01133S 1N3W03S IIHM 9Z1 ZZdM aweN IapoNl :AS peNoago aagwnN qof Ad 96:g aaubisaa MZ 'L6uE- Ruedwoo 906Gbed 1 1 1 J _1 :)0u191N7S# 90e=1 JOIJ x3 aano:)ul Z J J J eoa=l aolia}ul J JNI-IIV134 N01133S SSOM3 i 9b ZZdM ewsN 19poW J :A8 peMoego jegwnN qof Ad 9V9 aeubisea 6 WZ 'L 6 usf Auedwoo L"10 QQP 962A tO a08d �b6'bZ OOZN 66 M l � I l21 E2� Sb bb Z8 VLZN EIZN ON ZIIeM dnoa0 g£- : ao}oe3 aol }np M 0006Z 3 I901S ON : 61np aalsueal L' : ao}oe3 aol ul M 09 : A3 ae8 zaoH ON : Lul aajsueal saA : Lporeao ash M 091 A3 ae8 :P9A 6 : N 9# : azlS ae8 zaoH ul Z 96p3/uadp aanoo mln6uepoll : Me a}s ouoO 9# azlS ae8 fan ul L : (z+)MOO Jc3 6 : epgwel ul 6 : (z-)aanoO}uI CVU/)I 9VV : Allsuaa ou00 IeolPaA : s.ie9 aalnp M VM : 0 919aou00 paia4uao : ;/a jo 001 ul gZ'L : ssepolUl M Me 3 919aou00 auON : alna oluaslas 4 8£6'VZ 436ual le;ol !SA V : of 919aou00-1331S NIW „V/L-L aln8 u6lsa4 4 £££'LZ 1019H 1e101 MNOOOtiouOO : }aS lepolelN WHE lov apoo Aa13W030 S-iHR131HW Vla3ll210 CUM eweN lapoyI :1C8 pamoego aegwnN qof Ad 9V9 aau6ised 80� 96ed l I l i 1 I 1 a10 00 u!9 9# J10 00 u!v6 9# Sd J10 00 u!96 S# J10 00 u!v 9# Vd J10 00 619 g# J10 00 u!v1.v9# £d J10 00 u!9 5# 40 00 u!v 9# Z8 a10 00 u!9 6 S# J10 00 u!v 9# 62i luawaojoju!ad juawaoaoju!ad juawaoJoju!ad !euo6e1Q !eluoz!aoH le0!:Pan Slif1 M 1N3W30NO=IN13M 9 0 S 0 96 co bl S£0' 9L L£6' 94 £06' 92J S 0 S 0 S 0 b b ZO' 9 6 vZ V IV 6 V90' VIJ 9 0 S 0 01, LW V 6 ££0' V 6 V60' V 6 6tl£' MA 9 0 S 0 S 0 96 LW V £0V V6 604' Z2J S 0 S 0 V 11ed b6 _ t+£0' 96 LV V6 6SZ" l2i 0-1 (ui aueld 1n0 0-1 aueld In0 of aueld 1n0 01 M aueld ul 01 aueld ul 0-1 aueld ul uol xew ellaa jeaug on xeW on xew e}laa jea4S on xeW on siinS3a N0I03M £ZdM 9WBN IGPOA :b8 pe�oego aagLunN qor Wd 9V9 iaubisad 6 Wz 'L 6 Uef Auedwoo i.ca+,io n i c 96e.+ 60 abed V6 : 0-1 AoO u E££'1Z u011e001 BOOM 011uH u01100110a ui tr_n• : xew eilan S-11VIM N01133133CI g 6 ; 01 AOO u 0 Ie LL98 :xeW -4 C£'LZ Ie V6V'S :xeW u 0 Ie M'vv :xeW m 899'86 SA W A d m £WK oA A Z8Z'VL xewuA 1 £997C uA,,!tld � I ti6b'S nA AnO t u CCC'LZ : uolleool LV : xeW on SWIM UV3HS Vb 01 AoO 6' .Ija !ud u-ql UVL6£S£ uW„!ud u-ql VLC'9688- nIN AoO ON udx!ud 4 0 nd AoO u 198'6Z u011e00- 68Z' : xeW on S-MV13a JNICIN39nvixv u-ql �I -ha4ll epoll pk-8k£Lov 11 198'6 Ie 8688- :u!W C£'1Z W 8£0'£- :ulW u 9'VZ IV 6£6'C- :u!W SW` U!DVla 3d0-13AN3 ON LIIeM dnojE) !sal 0006Z 3 laa}s u! 96 oeds jeq zJOH L' : Jo}oed aol !sal 09 4d Jee zJOH u! q� : oeds je8 :P9A saA : 6paimo ash ls)l 09 A-d ae8 :PaA : N 9# : azls J89 zJOH ul Z a6P3/uadp aanoO ae!nfuepaa : N113 a}s MOO 9# azlS M13 IJaA u! (z+)J9noO ;x3 epgwe-I ul (z-)aanoO Jul £Vu/M 9v : AI!suaa ouoO WDEPOA : sie8 ja;np !sal y89 0 a}aJouoO pejejueo I/i;o 001 ul 9Z'L : ssauNolul !s)l vv9£ : 3 919JOU0O auoN : aln8 olwslas u 899'6 u}Bua-j 1e101 !sal V : 04 019rou00-1331S NIW ,.V/VL aln8 u6!saa has e!�ae apoOu ££ 1Z 1019H 1e101 MNOOMWO b AU13WO30 s-ivi 131vW ` IU311UO (aueld-ul) l2J CZdM 9WBN IaPoW :leg Paloay0 jagwnN qof a. INd 9V9 iauBlsaa O�6Gbed (:U-ql) W £q_ L9098]000Z6 00006 00009 0000 0 00Z OOti au!l -de0 4609 uW*Md ) d uW_ wea6ela u0iPeaa;ul IIeM aueld-ul til£'9688- 6U'NVV til£'9688- 6 6LZ'6�V £££'LZ 89' V90'L9 (:4-ql) u! aW (II-gl) u!ua ZW (:4-ql) j0e W SN8IIaP W ad (4) ui nj ul wo u!J/-1)I S1,lf1S3N MddS JNIaN38 N3aN31S HOW (A) UP Oud Z„ul M, (A) UP sy 900' (A) Pap!n0Jd oua Z„ul b88' (N PaP!n0Jd sy i :U-ql 8ti0'98966 JOVY 'WOW paN06J0 _1 9Z00' (H) UP our vvu! 608'669£ : pa�0ej01 Zvu! 9V6'9 (H) UP sy VVU! 898'909 ss0J61 £00' (H) Pap!noJd OqJ V90'L9 J/-IN Zvul £68'9v6 v Zvul 990'L (H) Pap!AOJd sy u1 M'V J :4 999'4 : ulbua-1 16301 SMIM3dONd N01133S 1N3WJ3S IIVM 68 :£ZdM OWEN IapoW :Aq pa�oego jegwnN qof Ad 9V9 Jeu6isad MZ 'z l uer buedwoo LQi,10 7 1 P 96e,4 4�4 968d 30 u19T N7 S# aop� ,�c�i�a}x3 aan03 u1 Z V N U1 S. aoe=l Joiaa}uI JNIIIV134 N01133S SS02IO 6a £ZdM I auieN IapoW :A13 pallo940 aagUMN qof Wd 9V9 aaublsao MZ'Ll uer Auedwoo Z l 6 abed i V6 m 01 Ao0 I 4 £££'LZ uo!Jeoo-i L MH o!Je�I uo!Joal;aa ui EEO' : xew e119d SlIV13a N01133133a V6 : 01 AoO :4 0 Ie tia0'£ :xeW :4 V96 W SS9'S :xeW :4 9'VZ Ie 6S0'9 :xeW 1 999,8E sn W A d I ZV9,09 OA moll I 990,V9 xeuaun l 4 vzVL9 un.!gd m £M'9- nn Ao0 4 0 : uo!Jeool V60' : xeW On SlIV13a HV3HS V� : 0-1 AoO 6• -11a !gd :U-ql £88'ti1b9L8 uVy.!yd :U-ql 6£6'9986Z nIN Ao0 ON ud.!gd i 4 0 : nd Ao0 ! 4 0 : uo1le00-1 M' : xeW on S-11VI30 0NI(3N38/IVIXV j;_qI 438113 OPOO lbt-str IDV 13 EE8'9 Ie tia£'6- :uIW 14 E£L'Z Ie £6£'9- :ulW E£8'9 Ie Ml- :ulW SWVU!DVla 3dO13AN3 _ ON ' LIIeM dnoj0 !sal 0006Z 3 1aa1S ui 91 oedg je9 zaoH L Joloed aol M 09 Ad je9 zaoH w Iq : oedg je9 laan saA : Lpa�oejO asn is)l 09 : Ad je8 :PaA : A S# : az!S ae9 zJOH ui Z 96p3/uadp JanoO jeln6ue;oaa : Me-11S ouoO 9# : az!S Je9 laan ui (z+) JanoO Jx3 6 : epgwe-1 ui (z-)JanoO Jul 9vV : AI!suad ouoO IeOEPOA : sie9 jalnp is)I V896 : O alaJouoO paia;uaO : ;/i Jo ool ul SZ•L : ssaumolgl Is)l Me : 3 alaJouoO auON : aln�l o!uas!aS 4 S'£ : glbua-1 lelo1 is)I V : 04 019=001331S NIW ..V1VL alny u6!sad 4 £££'LZ 1g6iaH 1e101 MNOOOIbauOO : Jag lepaJeW WO M IOd apoO AU13W030 SIVII]31` w V11011UO (aueld-ul)CH :£ZdM aweN lapoW :As PeNO940 jegwnN qof i_atilo t�ir 96ea Ad 9VS �auBlsaa ��� a6ed :)o u191 Stt aoed Jopa}x3 JBA03 u! Z V N Ln S. aoed Jolia}ul JNI-lIV134 N01133S SSOH3 (74-gl) IN 96ZO99 00000b 0000oZ 08 00£ 009 006 ou!-I •deb— `��—'-0� uWx!4d— M d uW_ weaGe!a u014ae OM IIeM aueld-ul 6£6'9996Z 69£'£91 6£6'9996Z 6 6"01VL£ £££'LZ V69' ti££'Z£ (11-gl) u! oW (:4-ql) ulna ZW (:4-ql) }oe W SNBIIaP (N) od (4) ui nl ul wo ul jnN siins3N NVdS JNI4N38 M3aN31S 9L00• (A) UP OW Z„u! L9V' (N ulna sy titi00' I (A) PaPlnojd ouj ZVu! 9Z£'4 (A) PaP!noad sy U-ql 9£6'ti9ZVO JOVY 'uaoW PalloeJO Z00' (H) ulna 04J vvu! 90'£££6£ Palloejol Zvu! 991'V (H) ulna sy VVU! 919M : ssoj6l £00' (H) PaP!AOJd oya t+££'Z£ jnN ZVu! 9'V0£ : d Zvul 990'1 (H) PaP!AOJd sy u! VVVOL : i u 9'£ : y}6ual 1e101 S3llH3d021d N01133S 1N3WJ3S-IIHM £N £ZdM auaeN 19POW :Ag pgoayo aagwnN qof Wd 9V9 iau6lsaa MZ 'L6 UEr Auedwoo t�6abed V6 01 AoO 4 £££'LZ u011e001 68L/H 011ed uogoalP(I ul 9£0' : xew Ella(] S-IIV13a NO1133-1d3a -� 96 0l AoO 4 0 W LLZ6 :XeW ££L'Z W 998'OZ :XeW :4 0 Ie 989'69 :XeW - A 9 W 68 SA UII A d )I 9ti'oz� OA 31 M'9Z£ xewuA 1 )I VLL'69 uAAd A 998'0Z nA AoO 4 ££8'9 u011e001 LE : xeW on S-11V130 MV3HS 96 0-1 AoO 66L' -Ile !qd U-gl9+9VV9'6 uW.!gd :U-ql MOLV nW AoO )I 6Zti'£L9 ud..!qd 31 989'69 nd AoO :9 0 : u011e001 £06' : XeW on S-1I`dl3a JNIaN38/IVIXH U-ql 31 J )POL13 aPOO WSW 13V :4 0 W gaL'V MW IJ££L'Z W 898'9- :uIW :9££'LZ W 6VOo :u!W SWH21J`dla 3dO-13AN3 ON ' LIIeM dnojO !s)l 0006Z 3 IaaIS w 91. : oeds jog 7JOH L' : Jo}oe=1 Jol is)I 09 A=I Je8 MH w tq oedS je8 PGA saA : Lpa�oejo asn M 09 A=I Je8 :PaA 6 : N 9# azIS aee zJOH ul Z abp3/uadp Janoo aeln6uepeN : Nis a}S ou00 9# : azlS aea :PaA ul (z+)JanoO Jx3 epgwe-1 ul (z-)Janoo lul £,,41/4 9vV : Aj!suaa ouoO IB31POA : saee aalnp M V89I : 0 919Jou00 paaajuaa : J/j 10 001 ul 9Z'L : ssau�olyl MI vv9£ : 3 919=00 WON : alny o!wsieS 4 LWL gl6ua-j 1e101 M 0,1 910=00`1331S NIW ..V1VL alny u6!saa 4 £££'LZ : 1019H lelol MNOOOVOuoa : }aS 1e1ja4eW vVeM lad apoo AM13WO30 S-1VIH31HW VIN311HO (aueld-ul)9�J :6ZdM aweN lapoW :Aq PeNoego jegwnN qof i.a+,io ais a6e� Wd 9V9 aau6lsap y l 6 abed :10 U191 S# aae_�ao!aalx3 JOAo3 U!Z V N VI UI £T'bt aced aolaalul �o u1bT � 9# JNIII`d13(3 N01133S SSOMO (:U-ql) W _ 8V69bM0000Z 0000094 0000006 000009 981 1--4 -1- I 005 0006 0096 OOOZ ou!-1 -de:_ 69SZ uW*Md— 01) d uw— wBj6e!Q uo!;aeaalul HUM aueld-ul H/N 0 0 `d/N 0 £££'LZ L69' 69Z'9L (U-ql) u! ow (II-ql) uiw ZW (U-ql) lae W SNeIIaP W od (II) ui n� ul quo u!a/-1)4 S1if1S3N NVdS JNION38 2 MUIS M0' (A) UP oua Zvu! 996' (A) UP sy 9b00' (A) Pap!noad oua Z„u! E60'E (A) Pap!noad sy U-ql 6££91E JOVY `wow palloeJO Z00' (H) ulw oua Vvul 9VLM6Z Palloeaal Zvul 99L'b (H) u!w sy bvu! SZ69ZV ssoabl £00' (H) Pap!noad oua 69Z'S6 a/IN Zvu! £9Z'9b9 `d Zvul 990'1 (H) PaP!noad sy u! 90W - a 4 LWL ul6ua-1 1e101 SMIN3dONd N01133S 1N3WJ3S-I-I`dM RJ SZdM 9WEN 1epow :A9 moa40 jegwnN qof Wd 96:9 Joubisaa MZ 'L6 Uef- Auedwoo 1 9 0 9 0 96 ZL0' 66 990' 91 M' b 6 £2i 9 0 9 0 9 0 9 6 9ti0' L 6 ZtZ' L 6 6 6 6� Za 9 0 9 0 L6 Z96'Z 66 990' L6 96Z' L6 6£L- 62i 0- (ui)aueld }n0 ol aueld }n0 �� aueld }n0 0� ul aueld ul of aueld ul 0l aueld ul uol6ad 1 xelN a;la4 Jeaus on xeW on xeW a;laa Jeaus on xeW on I siinSM N0I93M 4 LS'SZ VOM COM -a 1 1 CH Z�j 1 J ROM, LSM ON LIIeM dnoJO ge- : Jo;oed Jol ;np ls)l 0006Z 3 laa;s ON : 41np Ja}sueJl 1 L' : J0;oe=1 Jol ul lsm 09 A=l Je8 zJoH ON : Lul JalsueJl I seA : 4paveJo ash M 09 : Ad Je8 ;aaA A 9# azls Je8 zJoH ul Z 96p3/uadp JanoO mjn6mpaa : lie J;s ou00 9# : ezlS Je8 fan ul (z+)Jan00;x3 epgwe-1 ul (z-)JanoO;ul £,71M M, : A;lsuaa ouo0 Ieol:PaA sJee Ja;np M Vggl. : 0 919Jou00 paaa;uao 1/1 10 oo- I ul 9Z'L : sseuNolul M Me : 3 a;aJouoO auON : aln�l oluaslas J 4 SL9'9Z u;6ua-j le;ol M y : of 919Jou00 V66 aln�l u6lsaa 4 £SE'LZ 1019H le}ol MN000ti:)uo3 : ;as lelia;eW vVSK lov apoo I J NIMA1030 S-lVIM31VW VIM311HO •J LZdAA eweN I9POIN I :Ae P9N09g0 jegwnN qor J LQi,10 019 a6e,4 Wd 9V5 Jeu61se4 L46a6ed J40 00 ul nago —ilo 00 w9�59W i J)O 00 u196@S# )UaWaOjOjUIa8 juawaojojuIQ8 juawaoi0juiaa uo!Bas IB)UOZIJOH ll?OIIJQA sionsaNINM30110ANGH LUM OweN 19POVY jeqwnN qor .As moeqo 6 02:'LL uar Auedwoo 8[6a6ed 66 01 ME) 4 £££'LZ uol;eoo-1 89V/H ol}e�l u01109119d J u! 990' : xew ellad Sl1`d13a N01133133a L6 01 A0J i 4 0 Ie ti96.6 :XBW 14££'1Z W 989'9 :xeW 4 0 W L'V6 :xeW )I £10'9b SA W A d 4 66'8L oA 4 9Z9'£86 xeuauA )I 161'£6 uA..!gd )I £9ti'OZ- nA AoE :9 L9ti•5 : u011eoo-1 9�Z' : xeW on SllV13a HV3HS L l 01 Ao J 6' -119 !qd :U-ql Z969C4 uW.!gd U-ql 6£9'£8£66 nW A00 ON ud.!gd 31 0 : nd no0 :4 ££Z'£Z u011e30-1 6£L' : xeW on _I 9-11V13a JNlaN38/l`dlXV :U-ql 438113 aP03 Pt-86£lob' 43££8'9 Ie b997- :u'W :III££1'Z Ie 9V'OZ- :u!W L9ti'9 le 6Z'6£- :ulW SW` ME)Vla 3d013AN3 ON 41leM dnoaE !s]l 0006Z 3 Iaa3S u! 9l oedS aee zaoH 1• : J0108=1 aol !sll 09 A=j.1e8 zJOH u! Z oedS aeg PGA seA : 4pa�pejo ash !s)l 09 : Ad ae9 :PaA 6 : >1 9# : azlS J89 ZJOH ul Z a6p3/uadp Janoo jeln6ue;oat! �19 alS ou00 9# : az!S Je9 :PaA u! 6 : (z+)Jan0o W3 6 epgLUe-1 ul 6 : (z-)JanoO }ul £„:U/-4 9Vb ' : Al!suaa ouoo leol:PaA sie8 ja;np !s)l V89L 0 919aou03 paia4ua0 1/110 001 ul 9Z'L : ssaq0lg1 !s)l VV9£ 3 919aou00 auON : aln�l oluaslaS 4 ZLVV g}6ua-1 le}o1 !s)l v : oj 919Jou03 V44 aln�l u6lsaa :4 £££'LZ WISH 1e101 MN000ti3uo3 : }aS leualeW vl.-M lad apoo AN13W039 S-IVIN31`dW VIN311HO (aueld-ul) 62i LZdM aweN IaPoW :Aq pa�oago jagwnN qof i a+7 io nar abea Ad 9 V9 Jeu6lsaa 366a6ed :)oU191N7S# aoed�o!�a�x3 JOAo3 u! Z V N N 7 u! S9•b aged Jo!JaIu1 �o u!ZZ � 9# JNI-11VI34 NO1133S SSON3 (7j-gl) W _ 99609L 000009 0000017 00000z U 906 O0c 009 006 oozy au!� deb_ vse L uW4,!ud— M d u1N— we16e!Q uo!;DeJOIUI IIaM aueld-ul 6£9•£8£66 89Z'98996 MUM 6 9ti9•£££9 £££'LZ 999• 6ZVLZ (:4-ql) u! oW (:4-ql) u!ua ZW (14-gl) }oe W SNe31aP W ad (11) u! n-1 Ul wo u!JIJN S1ifIS3N MddS JNI4N38 U3aN3-lS 9600• (A) UP 04J Z,u! VIP9' (A) ulna Sy 6ti00• I (A) PaP!noJd OW ZVu! MI W PaP!AOJd Sy :U-ql £0•LSM6 JaW `uaoW PaNaeJO Z00• (H) UP our Vvu! 91£•6V0£9 Pamoml Zvu! 991'V (H) Up Sy VVU! £Z8'ti8L91 SSOJ61 £00' (H) PaP!AOJd OW 6ZVLZ JnN Zvu! ZZ679£ v Z„u! 990•L (H) PaP!noJd Sy u! 607 J :9 ZL VV 416ual I8301 SMIM3dONd NO1133S 1N3WJ3S IIVM L�J :LZdM awsN 19POW :Aq moayo jegwnN qof Ad 9 V9 JeUBIsaa MZ 'Ll Uer Auedwoo OZ6 abed ; 1 66 01 A00 I :4 £££'LZ u0118001 89V/H : ol}ell u0110911a4 II T 1I ui 990' : xew 8110a SlIH13a NO11a31=13a - 96 01 Ao0 I 9 0 ;a 998EZZ :XaW ££1'Z ;a WV8V :XaW 9 0;a V'E06 :XaW I £1'V96 sn W A d I 9Z6'ti£Z on 31 8E9'999 x8wun M ZVL'66Z un.!4d 4 6LZ'8ti nA A00 4 EE8'9 u011800-1 M" : xeW on ' S-11V13a UV3HS V� 0-1 A0J 6' I;a !Ud :U-gl9+a661'Z uW.!Ud :U-ql MZ6 C- nW A00 ON UdAd m 0 : nd A00 4 0 : u0118001 M' : xeW on S-lI`d13a JNIaN38/IVIXV U-ql WeLlo aPOO pt-8l£lot/ :4 0;a 99£'1- :u!W .4££1'Z ;a 9L'0£- MIN _IJ£E8'9412 WOE- :ulW SWV'dE)Vla 3d013AN3 ti ON " 6118M dnoj0 !s)l 0006Z 3 IaaIS ui g 6 : oedS jeq zJOH L' : i0;oed Jol is)l 09 Ad jee zJOH ul Z 6 oedS je9 :paA saA : 6parejo asn is)l 09 Ad me8 :PaA A 9# azlS J813 zJOH ui Z 96p3/uadp Jan0o jeln6ua;oalI : �18 AS ou00 9# : az!S J89 :PaA ul (z+)JanoO �x3 : epgwe-1 ui (z-)a9n0o JuI 9VI' : A;!suaa ouoo IeOEPOA : saee aa}np Is)l VM : O a;aJou00 paia;ua0 : ;/.a;o 00-1 ul 9Z'L : ssauNo141 1s)1 Me : 3 919aou00 auoN : alny o!uas!as :4 SWV' : u;6ual 18101 IS)I V : 0j a;ajouOo V'6 : aln8 u6lsaa 9 £££'1Z : 1010H 18101 MN000V3uoa : ;as lepaleW vVM lad apoo AU131NO3E) s-iviu3lvw VIU311HO (aueld-ul)M :LZdAA OWBN lapoA :Aq pa�oayo jagwnN qof Wd 9 V9 aau6lsaa 1.0+7 10 sac a6e a �Zl a6ed :)o u191 @ S# aced iopGjx3 aanoa ul Z 41 N UI 7' I I ul TT'£ aae�aolia}ul :)0 uIZT � 9# JNIlIV134 NOI133S SSON3 cL999moo008 0000009 000000b 00 OOOZ 86£ 0006 00oz 000E OOOb au! de Wv!4d— M d LBLti uW uaea6e!Q uo!}oeaajul IIeM aueld-ul `d/N 0 0 `dIN 0 £££'LZ 6 W 889'L (:4-ql) ul on (:4-ql) ulna ZW (:4-ql) }ae W SNBIIaP (1) od (4) ul n-1 ul wo ul J/�)1 S1if1S3N NVdS ONION313 2134N31S M0' (A) ulna our Zvu! 9ti6'6 (A) u!w sH 6900' (A) PapinoJd 04J Zvu! LZ9'9 (A) Papinoad sy U-ql 9+aeq,l :joW 'won papej0 Z00' (H) ulw OW ibvu!9+ogZtp'Z pa�oejal Zvu! 991'ti (H) ulw sy vvu!9+av9v'£ : ssoi6l £00' (H) PapinoJd OW 88S'1 Jfl)l Zvu! 869'16U d Zvu! 990'1 I (H) Papinoad sy ul MTV J :4 M'V6 glbua� lelo1 S31IN3d0Nd N01133S 1N3W93S-IIVM Eli LZdM 9WBN IapoW :Aq peg oego jegwnN qof Ad 9V9 JeuBisaa MZ 'L 6 uer Auedwoo ZZ a6ed 9 0 9 0 06 9Z6' S1. 960' 9 9 6 V 06 99V £2j 9 0 9 0 S 0 9 6 600 96 VZ0' 9 6 6 60' Zb 9 0 S 0 1 0 6 S�6 S 6 ZZ0' 16 V 6 V 0 6 66V L2J al .ul aueld In0 a� aueld In0 0-1 aueld In0 0-1 ul aueld ul al aueld ul 0-1 aueld ul u016aN xelN e}lea jeags on xeW on xeW e119a jeays on xeW on S1-if1S N N0I03N :4E'Vz 1 $6LI11 FII-N 4 " I� . I . 1 Z7 � Zd LUN MN ON 61leM dnoj0 9£• : joloe3 jol }np Isl 0006Z 3 laa}S ON : 11np jalsueal L' : Jo}oed iol ul Isl 09 Ad Je8 7JOH ON : 6ul aajsueal saA : aalloeja asa lsl 09 : Ad Je8 }Pen >1 9# ez1S Je8 zaoH ul Z 96P3/uadp Janoa jeln6uepaa : MG AS ouoa 9# ezlS MRS Pan ul (z+)Janoa IX3 6 epgLUel ul (z-)Janoa}ul C 9/-4 9VV A}lsuaa ouoa leolPaA sje8 ja}np M tgg� : E) a}aJouoa paaa4u93 J/j jo oo-1 ul 9Z•L : ssaujolul lsm Me 3 910aou00 WON : aln-�:l olwslaS 4 MEW 4l6ual 1e101 lsN V : of a}aJouoa-1331S NIW ..V/VL aln8 u6lsaa :4 £88'LZ 1019H 1e101 MNOOOV3uO3 : ;aS lepaleW vVsK la`d apoa AN13WO30 S-iHRl31HW VIN311HO 8£dM aweN 1epow :AG P910843 jegwnN qof Wd a V9 i-at io nas a6ea aau6isaa M 968d J10 00 ulq q# 40 00 Ult l 9# !nj DO J10-30 t4iow jumaoi0jula8 juawooJO)U108 juawaojojuja� JeU06BIG le)UOZIJOH 18011JOA sirins3m IN3W30NOAN13H SUM OLUON ISPO" A@ PONOND jeqwnN qor "d 9V9 6wz:'LL uar Auedwoo tzLabed 9� 01 A00 9 £££'1Z uo!}eoo-1 M VH 013e2l u011091194 u! ZZ0' : x8w 8119a S-IIVJL3a N01133-1d34 L 4 0-1 A00 :4 0 ;e Va9T :xeW 4£6'04 Ie L£'V :xeW 4 0 1e L�Z'OE :xeW I 9V6'0£ SA W A d 31 819'9b 0A 4 9VETU xBwuA 4 96£'L9 uA.!gd 4 899'9- : nA A00 :4 Z'B : u01}eo0-1 VW : x8w on S-lI`d13a HV3HS O 6 01 A00 6' jja !qd 14-gl ZOE'E0906 uVy.!gd U-ql 61Z'Z149ti nW A00 ON udAd 4 0 : nd Ao0 :9 9'VZ : u01}800-1 66ti' : xeW on SlI`d13CI JNIaN38/-IVIXV Will m WaU ap00 tit-81rS Iob' ad 18'6Z Ie V991- :uIW 4 VV Ie 899'9- :ulW :4£E'LZ Ie ZZ8'E :u!W svyvm!Dvia 3d013AN3 ON 61leM dnol0 !sal 0006Z 3 1aa}S u! 9L : oeds jeq zaoH L' : aoloed Jol !sal 09 Ad J88 ZJOH u! tq : o8ds j88 lie saA : 6paimo asn !s)l 09 : Ad J88 :PGA N 9# azlS J89 zaOH ul Z abp3/uadp J9n00 jeln6uepay : Nis AS auo0 9# az!S Je8 :PaA u! (z+)Jano0}x3 6 : epgwel w (z-)J9no0 }ul Ev:1/)I 9vV : AI!suaa 0u00 le0l:PaA : sie8 jainp !s)l VM : 0 alaJou00 paia;ua0 : I/i jo 00-1 u! 9Z'L : ssauNolgl !s)l ME : 3 a19Jau00 auoN : aln�l 0lws!aS 4 Z08'Z g}6ual 18101 !s)l V : 0J alaJ0uOO-1331S NIW ..V1VL : aln�l u61saa :u E£E'1Z 1019H le}01 MN000ti0uo0 : las lepa;eW vVM lab' ap00 J12I13W03J SIVIN31vuy VIN311HO (aueld-ul) 6ZI :8£dAA ew8N IapolN :leg palloego aagwnN qof aas a6ea Ad OV9 Jau6isa4 9Z 6 abed :)0U191N75# 90ed Jopajx3 aano:)ul Z V e • • uN, 3 a00=1 Joijejul JNIIIV13a N01133S SSONO 08- 0700MOZ£ OOOOhZ 0000% 00 OR OOZ 001► 009 008 ou!-1 -dea— uW4!4d— (4) d� uW— we16ela uOIPLI IJI IIeM aueld-ul UZ'ZMV 886'090V UZU M 6 V99'6W CCC'LZ 969' 889'Ob (U-ql) ul oW (,U-ql) ulna ZW (:4-ql) joe W SNell9P N 0d (4) ul nl ul wo ul J/l)i S11f1S321 MddS JNIaN38 N3aN3-lS 9600' (A) ulna OW Z,ul 999' (A) ulna sy V900' (A) PapinOad OqJ Z,ul SZC'6 (A) PaP!AOJd sy U-ql VLO'VOOV9 :aoW `wolN P0108JO ZOO' (H) ulw 04J Vvu! VVTOLM : pajoejal Z,ul 991'V (H) ulw sy vvu! Z6V'696ZZ ssoa6l COO' (H) POP!AOJd OqJ 88C'Ob J/lA Zvul C81'CVZ : v Z,ul 990'1 (H) Pap!AOJd sy ul 6Z L'8 i u Z08'Z : 416ual 1e101 S31.LH3dOMd N01133S 1N3WEM TlVM 42l 8£dM GWEN 18POW :A13 pa�oego aagwnN qof Wd OV9 JeUBIsa4 MZ'Ll uef Auedwoo gz6abed t 96 01 Ao0 i u E££'1Z u011e301 099WH o1382i u011091190 u! 860' : Xew e}laa S-11VI3(3 N011331d3(l - 96 01 AoE) U TOZ W VBV'Z :xeW I9 VV W V6 V9 :xeW 4 0 W 91E'9£ :xeW I 999'8E SA W A d M 6ZV,99 oA 4 990'ti96 XewuA )I 80E'U uA.!4d I V6 V9 nA Ao!D 74 Z'8 : uol}eool 9W : X8W on S-IIV134 NV3HS O L 0-1 A0L:) 6' 'Ile !Ud i Wql 609VV6 uW.!yd :4-ql LE'69£99- nW Ao0 ON ud,,!Ud 0 : nd Ao0 u 9,VZ uol}eool 89v' : XeW on S-11V130 JNI4N3snvixv :U-ql NOWD OPOO ti6-M Lov :4 0 48 V09'9- :ulW :11£6'06 W 9WV- :ulW U E£'1Z 4e 1L9"V :uIW SWVH!DVla 3d013AN3 ON 6118M dnoj0 !s)l 0006Z : 3 laa}S ul 91 oedS jeg zJOH L' : J010ed Jol !sal 09 : Ad Jee zaoH u! Ib6 oedS a88 ]PGA saA : 6pa�oejo asn !sal 09 . Ad J88 :PaA 6 N 9# : azlS Je8 ZJOH ul Z 96P3/uadp Janoo aeln6uepeN U3 JIS ouOO 9# GZ1S M88 IJaA u! (z+)Janoo JX3 L epgLUel ul (z-)Janoo Jul E„;1/4 9t, : A3!suaa ouoO Ie0lluaA : sie8 ja}np !sm VBgI. : 0 ajajouOO paaa;uao . 1/110 00-1 ul SZ'L : ssau�olyl !sM 119E 3 910JouOO auON : aln�l oluasieS u 9'£ : ul6ua-j le}ol !sm V : of GIaJouoO-1331S MIN ,.V1VL aln�tl u6lsad u £EE'LZ WIGH 18401 MNOOOVOuOO : JOS leua}eW vI.-M l3v : apoo AH13W03J S-iHRI31`dW VIN311NO (aueld-ul)£2i :8£dM au!eN lapow :Aa p9108yO jagwnN qor Wd 9V9 i_a+,io star 96ea aau6lsad CZ� a6ed 30 u19T S# 00e=1 Jopgjx3 JBA03 ul Z V • 0 Ul 3' aoe=l Jolialul JNI-II`d134 N01103S SSOND (3�-g11 W OWNS 00000V 00000� 0 08 00£ 009 006 ou!-1 -deb— 0�L� uWAd d uW— wBj6e!Q u014MOlul IIeM aueld-ul 1£'69E99- 990TOV9 1£'69E99- 6 6'OVL£ CCC'LZ 169' VEE'ZE (II-gl) ul on (II-gl) ww ZW (ll-gl) loe W SNeIIaP (1) od (Il) ul nj ul wo ul J/-J>i S11f1SM MddS JNIaN38 M34N31S HOW : (A) ulw ouJ Z,ul 699' (A) u!w sy VVOO' - (A) PaP!noJd oyJ Z,u! 9Z£'6 (N PapinoJd sy U-gl 9E6'VSZV8 :Jon `won P010830 9Z00' (H) ulw ouJ VVUI 90'EEM po loeJol Z„ul 9V6'9 (H) ulw sy tivu! 9'69LVV ssoJ6l COO' (H) PapinoJd ouJ VCc,ZC i J/T4 Zvu! 9TOC v Zvul 990'L (H) PapinoJd sy ul bti6'O6 J T1 9'£ : ul6ua-1 lelol SMIM3dONd N01133S 1N3WJ3S-IIVM CH 9£dM aweN IapoW JagwnN qof Wd 96:g Jaubisaa MZ 'L 6 uer Auedwoo 8Z abed j � l 9 0 9 0 96 8££' 96 9l0' 0 L 6t Z' 9 L Z8S' V+ J 9 0 9 0 L 9W 91 b00, t,6 £ZO' L 960' £21 9 0 9 0 9 0 9l 600' 9 6 S£0' 9 L 9Z0' ZN 9 0 9 0 tib 5££' 96 6Z0' 04 6tZ' tib LV6' 42i Ol u. aueld ln0 Ol aueld 1n0 Ol aueld ln0 0� (u)aueld ui 0� aueld Ul O'1 aueld ul uoi as xew e112p aeays on XeW on xeW ellaa -leags on XeW on S1 imU N0103U 3;tl6'1►Z ZINC 46N sa ZH 8tiN LVN ON LIIeM dnoa0 gg' : joloed jol ln0 M 0006Z I Pals ON Lino aalsueai L' : soloed Jol ul M 09 : A-J ae8 zaoH ON : &I .ialsueal saA : a9vea0 asN ls)l 09 : Ad ae8 UaA 6 )1 9# : azls ae9 zaoH ul Z 96p3/uad0 J9no0 aeln6ue;09*d : N113 J1S 0uo0 9# : azlS J 13 PaA ul (z+)JenoO lx3 6 epgwe-1 ul I : (z)J9no0 lul £v4/4 9vV : Allsuaa 3u00 lealPaA : sieg aain0 ls)l VM : J 919aou00 paaa4ua0 : ;/a to 001 ul 9Z'L : ssauNolgl M Me 3 919Jou00 WON : alnd olwslas ill L£6'VZ glbua-j lelol ls)i V : of alaaouOO-1331S NIW „V/VL alna u61sa4 :9 £S£'LZ 149H 1e101 MN000'l3UO3 : las IelaalM ' VSK 10d apo0 A2I13W030 s-iviu3ivw VIU311HO 9VdM auaeN PPOA A8 pay oago aaquinN qof Wd sl s i an 10 nar a6e a �a�6isaa 3Z6a6ed 3;a ao ulq� 9# ip ao uwt.. 9# -va . a o i119 L # 31000 ult,.59# JP 00 u191 9# 3 0 oa u:ti 9# aaa ao u!965# ;a ao uIVt3# l�3 #uawao3ojuiam ;uawao3ojula�j juawao3ojuiau uoi a� leuo6elp {U}uazIJOH leaiPan 917dM eLueN Papaw .Ag peVat 0 jagwnN 4of Vld 96=9 aeu6lsaQ 6 WZ`L� uer Iueduaoo 0£l abed 96 01 A00 9 EEE'LZ u0118001 EZE WH 011e2l u011091190 I u! 6Z0' : xew e119a SllVl3a N01133133a U 0l AOJ 4 0 le vsV9 :xew EE'LZ Ie 90E'L :xeW u 0 4e 99'VS :xeW I 996'LE SA w A d m 6Z'6S oA 4 M'M xewuA I. 31 Zb6'ZL uA.!ud 4 vVsV : nA A00 :9 0 : u011e001 6VZ' : xew on SlIV130 NV3HS VL : 01 AOJ 6• -Ija !qd U-gl6EE'SOV99 uW.!gd U-ql MUM nW Ao0 ON ud.!gd 1 0 : nd A00 U EE6'66 : u0118001 LV6' : xeW on SlIV13a 9NIaN38/1vIXb' _q1 439113 aP03 rt-9kE 10v u Z'8 ;e VBZ'Z- :ulw u 0 le i V9 V :ulw U EZ'EZ Ie ZE'Z- :u!w SW'dNDVIa 3d013AN3 ON ' 61leM dnoa0 !s)l 0006Z 3 laa}S u! 96 : oedS aeq zaOH L' : a0108d aol !s)l 09 : Ad ae8 zaoH u! 1, : oedS ae9 :PaA seA : 6pallowo asn !s)l 09 : Ad a89 :PGA N S# az!S a88 zaOH ul Z 96p3/uadp aanoo aeln6ue;oaN N19 a}S ou0O 9# : EMS a88 PGA U! (z+)aan0o;x3 : epgwel ul (z-)aan00 Jul Ev:4/)l sty' : A}lsuad ou0O IB3'PBA saes aalnp !s)l togs : J 919aou00 pejejuaa J/a J0 001 u! 9Z'L : ssauN0141 !s)l Me 3 a}aaou00 auON aln�j olwsieS :4 8EVE glbual 18101 !s)l v : OJ 919aou001331S NIW „V/6-1 alny ub!saa 4 EEE'LZ 1019H 1a101 MN000V3uOa }aS lepaleW vV9LE lab' apoo AN13IN030 S-IVIN31VIN ` IIJ31IN3 (aueld-ul) 4H :917dAA aweN IePOW :As PeNoegc) aagwnN qof Ad O V9 i_a a a+�►o� �a6e aau6lsa4 �E 6 abed :)o u19T (P) S# aoed JolJa;x3 aano:)ul Z V • N Ul 3 aoed iolia;ul JNIIIV13(3 N01133S SSOU3 ( kql) W SGV�tS 0000i)tr .�U(iCp�; �08- i ---UOy =006 oull -dea_ --LZ606 uWv!4d— 01) d uw_ J wL,j6ela uolPeJa;ul ITEM aueld-ul WS1808 99Z'89£8 WS1808 6 ZSO'titi5£ CCC'LZ C69, ZZ67£ (:4-ql) ul oIN (II-gl) ulw ZIN (14-gl) loe W SNe31aP W od (1j) ui nj ul wo u!J/-1)4 Slif1S3M NVdS JNIaN38 N3aN31S HOW (A) ulw our Z„u! 9ti8' : (A) u!w sy Vb00' (A) PaP!nad OW Z,u! SZ£'6 1 W pap!noad sy -ql 9697LM :JOVY 'wollll pa�0ea0 9Z00' I (H) ww our Vvu! 6Z'V896Z Palloejol ZVu! 9b6'9 (H) u!w sy VVU! 8Z6'9Ovzv : ssoa6l COO' (H) PaP!noad OW ZZ6'Z£ JnN Zvu! £90'66Z v Zvul 990'1 (H) Pap!noJd sy ul £96'6 8£ti'£ u}6ual 1e101 SMIN3dOHd N01133S 1N31NJ3S IIVM 62i 917dM aweN I9POIN jegwnN qof Ad SV9 aau6isaa MZ 'L 6 uer Auedwoo Z£ abed �1 96 01 A0p 4 £££'LZ u0118001 MZ/H olle�l u01109119a --� u! LOW : x8w 81194 s-livi3a N011031d3a V� 01 A0p 31 ti08'866 sn £;B VOTE :xBW :9 993 W Z9£'1 :xBW 19 0 49 ZZ£'9- :xBW � IN A d li ZLV 69Z on N ti£'Z6L x8wun M L0Z'91b£ UA.!gd A £Wk nA Aop 1 :4 99'6 : u0118001 £Z0' : xeW on SlIV13a HV3HS L : 01 Ao0 6' -119 !ud ON uW.!ud 4-ql 0 n1N no0 M VOL 68£- m udAd m Z£0'9- m nd nop I4 C. : u0118001 9 W MY on SlIV13a JNIaN3envixv :4-ql m J -YOaLK) OP00 tib-ste l3v 4 991 ?4B ibag•£- MIN :U 99l 4B£68'1- :ulW 4 6' }B L8'L- MIN SWVM!DVIa 3d013AN3 ` ON : 6118M dnoa0 �1 !S)I 0006Z 3 1991S ul 9L : oBdS a88 zaoH L. : a0108d aol !s)l 09 Ad a88 zaoH u! Vb : oBdS a88:PaA saA : aar8a0 ash !s)l 09 : Ad a88 ]aan 6 : N 9# : azlS a88 zaoH u! Z 96P3/uadp a9n00 jBln6uB4oaa : Me AS ou00 9# azlS a89 }aan u! 6 : (z+)a9n00�X3 6 8Pgw81 u! 6 : (z-)aano0 ;u1 91bI.' : Al!suaa ouo0 IBal:PaA : sa88 aa4np !s)I V891 J 019aou00 paja4ua0 : }/a 10 001 u! gZ•L : ssau�lo!u1 !s)I vv9£ 3 919aou00 auoN : aln_I ous!aS 4 U : gJbua1 lelo1 !Sli V : of a}aaouOO-13318 NIW ..V/VL alnH u6!saa :4 £ : 1019H 18101 MNOOOV:)UO3 }aS lelia}8W v6-86£ lov aPoo AN13W039 SIVIN31`dW V11131Rl0 J (aueld-ul)CH :9bdM ewBN lapoW :49 Pa�oago aagwnN qof i.a+,io nos a6e.a Wd 9V9 �au6isaa E£6 abed 30 U191 N7 S# aoe�ao!�a�x3 aano3 U! Z V N Ul 3' UI Z9171 aoe� JOIJOIul �o u!tit � 9# JNI-IIV134 NO1133S SSOMO (II-gl) W 69609MDOOZ6 0000006 0000009 000000E - bZti- OOOZ OOOb uW*Md-- (1) d ilZL9 uW_ weAe!Q U011aeUDIU11 ITEM aUeld-ul suo!6ai }u6!au-llnj joj auop Aluo ale suol}ejap!suoo Iuawoua wnua!u!ua pue (eilea al}}I-I-d) ssauaapuals - Slif1SEIN NddS JNIaN38 a34N371S 9600' : (A) ulna our Z„u! 6V£'Z : (A) UP sy 5V00' : (N Pap!noJd OW ZVu! 690'1 (A) Pap!noad sy 11-gl9+a9ZZ'Z :aoW `woW pa�oeaa Zoo' (H) ulna oyJ bvu!9+ez9Z'ti : pajoeJol Zvu! ZZ9' (H) ulna sy Vvu!9+0690'9 : ssoJ61 9£00' (H) Pap!nojd 041 69' : JFN Zvu! 9M : v Zvul Z6' (H) Pap!noJd sy U! 69VZ9 = J :9 86 : u36ual leIol S311M3dONd NO11O3S 1N3WJ3S-I-IIVM £2i 917dAA 9WEN I9POW :Aq pa�oego aagwnN qof Ad SV9 Jeu61sa4 MZ 'L 6 uer Auedwoo K 96ed 9 0 9 0 U 9VO, K SW V ZZ0, 8 6 LVO 62j 0-1 (ul)aueld ln0 of aueld ln0 0l aueld ln0 0-1 (ui)aueld ul 0-1 aueld ul 01 aueld ul uoifaH x8W ellaa jea4S on XeW on xew ellad jeauS on xaW on S1if1SM N0I0311 :9 b6'bZ 0£N 6ZN I Lb 99N 99N ON LIIeM dnoj0 98' joloed j01 ln0 !sal 0006Z 3 lealS ON LlnO jalsuejl L' : J0108d Jol ul M 09 - Ad Jee zJoH ON : Lul Jalsuejl seA : Lpaimo ash M 09 Ad Je8 :PGA 6 : yl 9# : az!S a88 zaoH ul Z a6P3/ued0 Janoo jeln6uepeN : Nis ils ou00 9# : EMS Je8 :POA u! (z+)Janoo lx3 6 : epgwe-1 u! (z-)Janoo lul C,,4/3I 9vV : Al!suad ouoO leal:Pan sjea jaln0 !s)l VM : O 919Jou00 p8aa4ua3 l/i 10 00-1 u! 9Z'L : ssauNo!41 !s)l ME : 3 919Jou00 auON aln�j o!wsieS 4 896'VZ 416ua-j I810l M V : 04 919Jou00-1331S NIW ..V1VL aln�j u6lsaa 4 S££'LZ 14619H 18101 MNOOOV3uO3 : lag lepaleW vVM lov apoo AN13=30 S-IHIN31HW VIN31IND 99dM aweN I9POW :AG PeNoego jagwnN qof i_a+,io aac a6e.+ Nd 9 L�9 Jeu6isaa ;S 6 abed J;0 30 um.....9# ip ao u€n�9# � S2 ;uawaoiojulaN ;uauaaa�n;uaj ;uawaoao�ula� uo; N leuo6e!p Ie;uozUGH IeolIJaA 95dm a1UeN faMN ---,Aj3 peNoego JaqunlN Go(' INd S l�S aau6+saa S Z:'L E war Auedutoo 9£Ia6ed 1 V� 01 AoO l 9 £££'LZ u011e001 6ZOZ/H 011e�:I uolJoalJad j u! £W : xew Ella(] SIIV13a NO11331=13a 1 tI 01 AoE) V :4 0 W £Z660Z :XeW L9'£ W 6L£'06 :XeW :9 0 W£81'86 :XeW A 9ZV'S1Z sn W A d 31 8tiZ'Z9£ oA ur 31 6ZL'LW xewun )I 99Z'81ti LIA.!gd )I Z99'0 V nA AoO 41 ££1'Z uol}eoo� ZZ0' : XeW on SII`d13a HV3HS 86 0-1 AoJ 6' -JJa !ud :U-gl9+ati60'9 uW.!gd :U-ql ML8Z nW AoO ON udx!gd 0 : nd AoO :4 0 : u011eoo1 LVO' : XeW on S-11`d13a JNIaN38/IVIX`d U-ql A 4 439113 OPOO rk-str lod :9 0;e 9887- :u1W 1419'£6 W 99'0V :u!W ££'LZ 4e M'LZ :uIW SWVNE)Vl4 3dO13AN3 ON 41leM dnojE) !SA 0006Z 3 Ia9JS ul 9L : oedg aeq zJOH L' : soloed aol !s)I 09 1 Ad je8 ZJOH u! t, : oedg je8 lawn saA : Lparejo asn !s)I 09 : Ad Je8 Pan N S# azIS J89 ZJOH u! Z 96p3/uadp Janoo jeln6uupaH : Me AS ou00 9# : azIS J88 JaaA u! (z+)J@AOO 1x3 6 epgwel u! (z-)Janoo Jul £„:U/4 Svc' : Apuaa ouoo IeoIJPaA : sie8 aalnp !s)I V89 : 0 910Jou00 paaa;uao : J/.I Jo 001 u! SZ'1 ssauNolgl !sal Me 3 aJaJouOO auoN : alny olwslag 4 8£6'VZ 416ua-1 18401 !s)I V : 04 a10Jou0071331S NIW ,,V/VL alny u61saa 9 £££'1Z : Jg6iaH 18101 MNOOOVouoO JOS lepaleW VVM 13V apoo ANJAWO30 S-1VIU31VW ` IN31R13 *Bld-ul) 4a :99dM 9WEN I9POW :A8 pa�oayj jagwnN qof i.a+7 io oac abea Ad SV9 aau6lsaa :)o U19Z S# 90e3 JouaIx3 ADAo7 UI Z I V N U1 7' I I u!SZ'bt does JolJalul �o ulbT 09# JNlll`d13(3 N01133S SSOM3 ( -ql) W 94 MEMt7Z, 0000009 6 OOOOOOZ 6 00D0009 0 E89- OOOZ OOOb 0009 aUll -dea— LZ6L UWAd— 01) d uuy— wea6e!a uoil3wa;ul ITEM aueld-ul V/N 0 0 V/N 0 88E'LZ 669' QE9•b (II-gl) u! oW (Ij-gl) u!w ZW (Ij-gl) loe W SNe31aP W od (g) ui n-1 ul wo ul J/l>l S1if1M NVdS JNIaN38 N3aN31S Mo• : (A) UP OuJ zvu! b9z'E (n) ulna sy 9b00' (n) pap!noJd ouJ Zvu! 6U'6 (N PapinoJd sy U-ql 9+OLLZ•10 :JOIN `woIN paNOeJO Zoo' : (H) ulw ouJ bvu!L+9CC V. : pajoeJOI Zvu! 99L•b : (H) Up sy VVU!L+0601 : sso16l E00• : (H) pap!AOJd ouJ BUT JnDi ZvU! E99'MZ : v Zvu! 990'L : (H) PaP!AOJd sy ul 9LZ'ZL J 4 8E6'bZ : q}6ual le}ol S3llH3d0Hd N01133S 1N3W03S ll`dM 62J 99dM OWEN I9POW :leg PeNoegc aagwnN qof Ad 8VS Jou6lsaa MZ 'L 4 Uef— Auedwoo � a6ed I PV AdONdO wd sz:s 18 Wz '% uer 1 1 1 r� e X 1��QCJy2 Al 104,In MAI.MAPA Z e6ed p£a'AdONVO Wd 8Z:C 18 WZ 194 uaf Z-NS OINK 21 N \ F1N ON IIN CIN SIN " A rage 4UL OT 40-1 IY � 1 ry d� 'w J SK- 3 Jan 16, 2019 at 3:28 PM CANOPY.r3d Page 3 rage 4U.S OT 40 1 z x �PI-O SK- 4 Jan 16, 2019 at 3:28 PM CANOPY.r3d Page 4 rage 4u4 oT 40-1 z x Ap l f \� j J Loads:BLC 1,DEAD SK- 5 -� Jan 16, 2019 at 3:29 PM CANOPYAd `� Page 5 rage 4ub OT 40-1 Y F~ i Y�. Loads:BLC 3,ROOF LIVE SK- 6 Jan 16, 2019 at 3:29 PM CANOPY.r3d Page 6 rage 4UU OT 4to-I z . 1 JLoads:BLC 4,SNOW SK - 7 Jan 16, 2019 at 3:29 PM CANOPY.r3d Page 7 rage 4U/ OT 40-1 r Zx Loads:BLC 5,WIND SK - 8 Jan 16, 2019 at 3:29 PM CANOPY.r3d Page 8 rage 4U27 oT 413l Company Jan 16, 2019 11KIS Designer Checks Jab Number Checked By. P,lodei Name Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm(\1E .Density[k/ft.. Yield[ksi] Ry Fu[ksi] Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.42 29000 11154 .3 .65 .49 42 1.4 58 1.3 5 A500 G r.46 29000 11154 .3 .65 .49 46 1 A 58 1.3 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design A[in2] lyy[in4]Izz[in4] J [in4] 1 CHANNEL C12X25 Beam Channel A36 Gr.36 Typical 7.34 4.45 144 .538 2 BACKCHANNEL C8X13.75 Beam Channel A36 Gr.36 Typical 4.03 1.52 36.1 .186 3 KNIFE PLATE FB3/8"X6" None None A36 Gr.36 Typical 2.25 .026 6.75 .101 4 ROD BRACE 3/4"DIA TENSION ONLY BRA Beam BAR A36 Gr.36 Typical .442 999 999 .031 Joint Coordinates and Temperatures Label X[ft] Y [ft] z[ft] Temp[F] Detach From Diap.. 1 N 1 0 0 0.7083 0 2 N2 0 0 4.7083 0 3 N3 23.5 0 4.7083 0 4 N4 23.5 0 0.7083 0 5 N5 23.5 0 1.2083 0 6 N6 0 0 1.2083 0 7 N7 0 0 0 0 8 N8 23.5 0 0 0 9 N9 0 0 4.2083 0 10 N 10 23.5 0 4.2083 0 11 N 11 0 .75 4.2083 0 12 N 12 23.5 .75 4.2083 0 13 N 13 0 4.25 0.7083 0 14 N 14 23.5 4.25 0.7083 0 15 N15 0 4.25 0 0 16 N16 23.5 4.25 0 0 17 N17 0 0 .5 0 18 N18 23.5 0 .5 0 19 N19 23.5 0 0.35415 0 20 N20 0 0 0.35415 0 RISA-3D Version 17.0.2 [Q:\2017\2170821\20_STR\NON_CAD\CALCs\Andy Calcs\CANOPY.r3d] Page 9 rage 4ua oT 40l Company Jan 16, 2019 11RISA e Designer - Checked PMJob Number Checked By. Model Name Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z[k/in] X Rot.[k-ft/rad] Y Rot[k-ft/rad] Z Rot.[k-ft/rad] 1 N7 Reaction Reaction Reaction Reaction Reaction Reaction 2 N8 Reaction Reaction Reaction Reaction Reaction Reaction 3 N15 Reaction Reaction Reaction Reaction Reaction Reaction 4 N16 Reaction Reaction Reaction Reaction Reaction Reaction 5 N2 Reaction Member Primary Data Label I Joint J Joint K Joint Rotat Section/Shape Type Design List Material Design Rules 1 M1 N1 N2 CHANNEL Beam Channel A36 Gr.36 Typical 2 M2 N2 N3 CHANNEL Beam Channel A36 Gr.36 Typical 3 M3 N3 N4 CHANNEL Beam Channel A36 Gr.36 Typical 4 M4 N5 N6 BACK CHANNEL Beam Channel A36 Gr.36 Typical 5 M5 N7 N1 KNIFE PLATE None None A36 Gr.36 Typical 6 M6 N8 N4 KNIFE PLATE None None A36 Gr.36 Typical 7 M7 N9 N11 90 KNIFE PLATE None None A36 Gr.36 Typical 8 M8 N10 N12 90 KNIFE PLATE None None A36 Gr.36 Typical 9 M9 N15 N13 KNIFE PLATE None None A36 Gr.36 Typical 10 M10 N16 N14 KNIFE PLATE None None A36 Gr.36 Typical 11 M11 N11 N13 ROD BRACE Beam BAR A36 Gr.36 Typical 12 M12 N12 N14 ROD BRACE Beam BAR A36 Gr.36 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical Deft Ratio Options Analysi... Inactive Seismi... 1 M1 Yes None 2 M2 BenPIN AIIPIN Yes Default None 3 M3 Yes None 4 M4 BenPIN AIIPIN Yes Default None 5 M5 BenPIN Yes ** NA ** None 6 M6 BenPI N Yes ** NA ** None 7 M7 Yes ** NA ** None 8 M8 Yes ** NA ** None 9 M9 Yes ** NA ** None 10 M10 Yes ** NA ** None 11 M11 BenPIN BenPIN Yes Default None 12 M12 BenPIN BenPIN Yes None Hot Rolled Steel Desiqn Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ .Lcomp bot[..L-torq... Kyy Kzz Cb Functi. 1 M1 CHANNEL 4 Lbyy Lateral 2 M2 CHANNEL 23.5 Lbyy Lateral 3 M3 CHANNEL 4 Lbyy Lateral 4 M4 BACK CHANNEL 23.5 1 Lbyy Lateral 5 M5 KNIFE PLATE .708 Lbyy Lateral 6 M6 KNIFE PLATE .708 Lbyy Lateral 7 M7 KNIFE PLATE .75 Lbyy Lateral 8 M8 KNIFE PLATE .75 Lbyy Lateral RISA-3D Version 17.0.2 [Q:\2017\2170821\20_STR\NON_CAD\CALCs\Andy Calcs\CANOPY.r3d] Page 10 rage 4 1 u oT 410-1 Company Jan 16, 2019 rliADesigner h PM Checked _ Job Number Checked By. Model Name Hot Rolled Steel Design Parameters (Continued) Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[..Lcomp bot[..L-torq... Kyy Kzz Cb Functi.. 9 M9 KNIFE PLATE .708 Lbyy Lateral 10 M10 KNIFE PLATE .708 Lbyy Lateral 11 M11 ROD BRACE 4.95 Lbyy Lateral 12 M12 ROD BRACE 4.95 Lbyy Lateral Joint Loads and Enforced Displacements Joint Label L,D,M Direction Magnitude[(Ib,lb-ft),(in,rad), (lb*s^2/ft, Ib*s^2*ft)] No Data to Print ... Member Point Loads Member Label Direction Magnitude[lb,lb-ft] Location[ft,%] No Data to Print ... Member Distributed Loads (BLC 7: BLC 1 Transient Area Loads) Member Label Direction Start Magnitude[lb/ft,F,psf] End Magnitude[lbfft,F,psf] Start Locatio...End Location.. 1 M2 Y -17.5 -17.5 2.859e-15 23.5 2 M4 Y -24.803 -25.198 0 .511 3 M4 Y -25.198 -25.446 .511 1.022 4 M4 Y -25.446 -25.509 1.022 1.533 5 M4 Y -25.509 -25.52 1.533 2.043 6 M4 Y -25.52 -25.52 2.043 2.554 7 M4 Y -25.52 -25.52 2.554 3.065 8 M4 Y -25.52 -26.046 3.065 3.576 9 M4 Y -26.046 -26.57 3.576 4.087 10 M4 Y -26.57 -26.569 4.087 4.598 11 M4 Y -26.569 -26.044 4.598 5.109 12 M4 Y -26.044 -30.325 5.109 5.62 13 M4 Y -30.325 -30.325 5.62 6.13 14 M4 Y -30.325 -25.52 6.13 6.641 15 M4 Y -25.52 -25.52 6.641 7.152 16 M4 Y -25.52 -25.52 7.152 7.663 17 M4 Y -25.52 -25.52 7.663 8.174 18 M4 Y -25.52 -25.52 8.174 8.685 19 M4 Y -25.52 -25.52 8.685 9.196 20 M4 Y -25.52 -25.52 9.196 9.707 21 M4 Y -25.52 -25.52 9.707 10.217 22 M4 Y -25.52 -25.52 10.217 10.728 23 M4 Y -25.52 -25.52 10.728 11.239 24 M4 Y -25.52 -25.52 11.239 11.75 25 M4 Y -25.52 -25.52 11.75 12.261 26 M4 Y -25.52 -25.52 12.261 12.772 27 M4 Y -25.52 -25.52 12.772 13.283 28 M4 Y -25.52 -25.52 13.283 13.793 29 M4 Y -25.52 -25.52 13.793 14.304 30 M4 Y -25.52 -25.52 14.304 14.815 31 M4 Y -25.52 -25.52 14.815 15.326 32 M4 Y -25.52 -25.52 15.326 15.837 RISA-3D Version 17.0.2 [Q:\2017\2170821\20_STR\NON_CAD\CALCs\Andy Calcs\CANOPY.r3d] Page 11 rage 4 1 l OT 401 Company Jan 16, 2019 Designer- -- 3:34-P_M _ R ISA Job Number Checked By. Model Name Member Distributed Loads (BLC 7: BLC 1 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[Ib/ft,F,psf] End Magnitude[lb/ft,F,psf] Start Locatio. .End Location... 33 M4 Y -25.52 -25.52 15.837 16.348 34 M4 Y -25.52 -25.52 16.348 16.859 35 M4 Y -25.52 -30.325 16.859 17.37 36 M4 Y -30.325 -30.325 17.37 17.88 37 M4 Y -30.325 -26.044 17.88 18.391 38 M4 Y -26.044 -26.569 18.391 18.902 39 M4 Y -26.569 -26.57 18.902 19.413 40 M4 Y -26.57 -26.046 19.413 19.924 41 M4 Y -26.046 -25.52 19.924 20.435 42 M4 Y -25.52 -25.52 20.435 20.946 43 M4 Y -25.52 -25.52 20.946 21.457 44 M4 Y -25.52 -25.509 21.457 21.967 45 M4 Y -25.509 -25.446 21.967 22.478 46 M4 Y -25.446 -25.198 22.478 22.989 47 M4 Y -25.198 -24.804 22.989 23.5 Member Distributed Loads (BLC 8 : BLC 4 Transient Area Loads) Member Label Direction Start Magnitude[Ib/ft,F,psf] End Magnitude[lb/ft,F,psf] Start Locatio...End Location. 1 M2 Y -43.75 -43.75 2.859e-15 23.5 2 M4 Y -62.008 -62.994 0 .511 3 M4 Y -62.994 -63.616 .511 1.022 4 M4 Y -63.616 -63.772 1.022 1.533 5 M4 Y -63.772 -63.8 1.533 2.043 6 M4 Y -63.8 -63.8 2.043 2.554 7 M4 Y -63.8 -63.8 2.554 3.065 8 M4 Y -63.8 -65.114 3.065 3.576 9 M4 Y -65.114 -66.426 3.576 4.087 10 M4 Y -66.426 -66.422 4.087 4.598 11 M4 Y -66.422 -65.11 4.598 5.109 12 M4 Y -65.11 -75.812 5.109 5.62 13 M4 Y -75.812 -75.812 5.62 6.13 14 M4 Y -75.812 -63.8 6.13 6.641 15 M4 Y -63.8 -63.8 6.641 7.152 16 M4 Y -63.8 -63.8 7.152 7.663 17 M4 Y -63.8 -63.8 7.663 8.174 18 M4 Y -63.8 -63.8 8.174 8.685 19 M4 Y -63.8 -63.8 8.685 9.196 20 M4 Y -63.8 -63.8 9.196 9.707 21 M4 Y -63.8 -63.8 9.707 10.217 22 M4 Y -63.8 -63.8 10.217 10.728 23 M4 Y -63.8 -63.8 10.728 11.239 24 M4 Y -63.8 -63.8 11.239 11.75 25 M4 Y -63.8 -63.8 11.75 12.261 26 M4 Y -63.8 -63.8 12.261 12.772 27 M4 Y -63.8 -63.8 12.772 13.283 28 M4 Y -63.8 -63.8 13.283 13.793 29 M4 Y -63.8 -63.8 13.793 14.304 30 M4 Y -63.8 -63.8 14.304 14.815 31 M4 Y -63.8 -63.8 14.815 15.326 32 M4 Y -63.8 -63.8 15.326 15.837 33 M4 Y -63.8 -63.8 15.837 16.348 RISA-3D Version 17.0.2 [Q:\2017\2170821\20_STR\NON_CAD\CALCs\Andy Calcs\CANOPY.r3d] Page 12 rage 4 IL oT 40-1 Company Jan 16, 2019 IIIRISA Number Checked By. Nloc16 Name Member Distributed Loads (BLC 8: BLC 4 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[Ib/ft,F,psf] End Magnitude[lb/ft,F,psf] Start Locatio...End Location. . 34 M4 Y -63.8 -63.8 16.348 16.859 35 M4 Y -63.8 -75.812 16.859 17.37 36 M4 Y -75.812 -75.812 17.37 17.88 37 M4 Y -75.812 -65.11 17.88 18.391 38 M4 Y -65.11 -66.422 18.391 18.902 39 M4 Y -66.422 -66.426 18.902 19.413 40 M4 Y -66.426 -65.114 19.413 19.924 41 M4 Y -65.114 -63.8 19.924 20.435 42 M4 Y -63.8 -63.8 20.435 20.946 43 M4 Y -63.8 -63.8 20.946 21.457 44 M4 Y -63.8 -63.772 21.457 21.967 45 M4 Y -63.772 -63.616 21.967 22.478 46 M4 Y -63.616 -62.995 22.478 22.989 47 M4 Y -62.995 -62.009 22.989 23.5 Member Distributed Loads (BLC 9 : BLC 3 Transient Area Loads) Member Label Direction Start Magnitude[lb/ft,F,psf] End Magnitude[lblft,F,psf] Start Locatio...End Location. 1 M2 Y -35 -35 2.859e-15 23.5 2 M4 Y -49.606 -50.395 0 .511 3 M4 Y -50.395 -50.893 .511 1.022 4 M4 Y -50.893 -51.018 1.022 1.533 5 M4 Y -51.018 -51.04 1.533 2.043 6 M4 Y -51.04 -51.04 2.043 2.554 7 M4 Y -51.04 -51.04 2.554' 3.065 8 M4 Y -51.04 -52.091 3.065 3.576 9 M4 Y -52.091 -53.141 3.576 4.087 10 M4 Y -53.141 -53.137 4.087 4.598 11 M4 Y -53.137 -52.088 4.598 5.109 12 M4 Y -52.088 -60.65 5.109 5.62 13 M4 Y -60.65 -60.65 5.62 6.13 14 M4 Y -60.65 -51.04 6.13 6.641 15 M4 Y -51.04 -51.04 6.641 7.152 16 M4 Y -51.04 -51.04 7.152 7.663 17 M4 Y -51.04 -51.04 7.663 8.174 18 M4 Y -51.04 -51.04 8.174 8.685 19 M4 Y -51.04 -51.04 8.685 9.196 20 M4 Y -51.04 -51.04 9.196 9.707 21 M4 Y -51.04 -51.04 9.707 10.217 22 M4 Y -51.04 -51.04 10.217 10.728 23 M4 Y -51.04 -51.04 10.728 11.239 24 M4 Y -51.04 -51.04 11.239 11.75 25 M4 Y -51.04 -51.04 11.75 12.261 26 M4 Y -51.04 -51.04 12.261 12.772 27 M4 Y -51.04 -51.04 12.772 13.283 28 M4 Y -51.04 -51.04 13.283 13.793 29 M4 Y -51.04 -51.04 13.793 14.304 30 M4 Y -51.04 -51.04 14.304 14.815 31 M4 Y -51.04 -51.04 14.815 15.326 32 M4 Y -51.04 -51.04 15.326 15.837 33 M4 Y -51.04 -51.04 15.837 16.348 34 M4 Y -51.04 -51.04 16.348 16.859 RISA-3D Version 17.0.2 [Q:\2017\2170821\20_STR\NON_CAD\CALCs\Andy Calcs\CANOPY.r3d] Page 13 rage 4 1,5 oT 4b-I Company Jan 16, 2019 11 R'SA--Job'gner Number Checked By. Model Name Member Distributed Loads (BLC 9 : BLC 3 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[Ib/ft,F,psf] End Magnitude[lb/ft,F,psf] Start Locatio...End Location. 35 M4 Y -51.04 -60.65 16.859 17.37 36 M4 Y -60.65 -60.65 17.37 17.88 37 M4 Y -60.65 -52.088 17.88 18.391 38 M4 Y -52.088 -53.137 18.391 18.902 39 M4 Y -53.137 -53.141 18.902 19.413 40 M4 Y -53.141 -52.091 19.413 19.924 41 M4 Y -52.091 -51.04 19.924 20.435 42 M4 Y -51.04 -51.04 20.435 20.946 43 M4 Y -51.04 -51.04 20.946 21.457 44 M4 Y -51.04 -51.017 21.457 21.967 45 M4 Y -51.017 -50.893 21.967 22.478 46 M4 Y -50.893 -50.396 22.478 22.989 47 M4 Y -50.396 -49.607 22.989 23.5 Member Distributed Loads (BLC 10 : BLC 5 Transient Area Loads) Member Label Direction Start Magnitude[lb/ft,F,psf] End Magnitude[lb/ft,F,psf] Start Locatio...End Location- 1 M2 Y 103.95 103.95 2.859e-15 23.5 2 M4 Y 147.33 149.674 0 .511 3 M4 Y 149.674 151.152 .511 1.022 4 M4 Y 151.152 151.523 1.022 1.533 5 M4 Y 151.523 151.589 1.533 2.043 6 M4 Y 151589 151.589 2.043 2.554 7 M4 Y 151.589 151.589 2.554 3.065 8 M4 Y 151.589 154.711 3.065 3.576 9 M4 Y 154.711 157.828 3.576 4.087 10 M4 Y 157.828 157.818 4.087 4.598 11 M4 Y 157.818 154.701 4.598 5.109 12 M4 Y 154.701 180.13 5.109 5.62 13 M4 Y 180.13 180.13 5.62 6.13 14 M4 Y 180.13 151.589 6.13 6.641 15 M4 Y 151.589 151.589 6.641 7.152 16 M4 Y 151.589 151.589 7.152 7.663 17 M4 Y 151.589 151.589 7.663 8.174 18 M4 Y 151.589 151.589 8.174 8.685 19 M4 Y 151.589 151.589 8.685 9.196 20 M4 Y 151.589 151.589 9.196 9.707 21 M4 Y 151.589 151.589 9.707 10.217 22 M4 Y 151.589 151.589 10.217 10.728 23 M4 Y 151.589 151.589 10.728 11.239 24 M4 Y 151.589 151.589 11.239 11.75 25 M4 Y 151.589 151.589 11.75 12.261 26 M4 Y 151.589 151.589 12.261 12.772 27 M4 Y 151.589 151.589 12.772 13.283 28 M4 Y 151.589 151.589 13.283 13.793 29 M4 Y 151.589 151.589 13.793 14.304 30 M4 Y 151.589 151.589 14.304 14.815 31 M4 Y 151.589 151.589 14.815 15.326 32 M4 Y 151.589 151.589 15.326 15.837 33 M4 Y 151.589 151.589 15.837 16.348 34 M4 Y 151.589 151.589 16.348 16.859 35 M4 Y 151.589 180.13 16.859 17.37 RISA-3D Version 17.0.2 [Q:\2017\2170821\20_STR\NON_CAD\CALCs\Andy Calcs\CANOPY.r3d] Page 14 rage 4 14 OT 410 1 Company Jan 16, 2019 111P11;A Designer 3:34 PM Job Number Checked By. Model Name Member Distributed Loads (BLC 10 : BLC 5 Transient Area Loads) (Continued) Member Label Direction Start Magnitude[lb/ft,F,psf] End Magnitude[lbgt,F,pst] Start Locatio .End Location. 36 M4 Y 180.13 180.13 17.37 17.88 37 M4 Y 180.13 154.701 17.88 18.391 38 M4 Y 154.701 157.818 18.391 18.902 39 M4 Y 157.818 157.828 18.902 19.413 40 M4 Y 157.828 154.711 19.413 19.924 41 M4 Y 154.711 151.589 19.924 20.435 42 M4 Y 151589 151.589 20.435 20.946 43 M4 Y 151.589 151.589 20.946 21.457 44 M4 Y 151.589 151.522 21457 21.967 45 M4 Y 151.522 151.151 21.967 22.478 46 M4 Y 151.151 149.676 22.478 22.989 47 M4 Y 149.676 147.333 22.989 23.5 MemberArea Loads (BLC 1 : DEAD) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] 1 N3 N19 N20 N2 Y A-B -10 MemberArea Loads (BLC 3 : ROOF LIVE) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] 1 N3 N19 N20 N2 Y A-B -20 MemberArea Loads (BLC 4 : SNOW) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] 1 N3 N19 N20 N2 Y A-B -25 MemberArea Loads (BLC 5: WIND) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] 1 N3 N19 N20 N2 Y A-B 59.4 Basic Load Cases BLC Description Category X Gr..Y Gr..Z Gr. Joint Point Distr..Area..Surf. 1 DEAD DL -1 1 2 LIVE LL 3 ROOF LIVE RLL 1 4 SNOW SL 1 5 WIND WL 1 6 SEISMIC EL 7 BLC 1 Transient Area Loads None 47 8 BLC 4 Transient Area Loads None 47 9 BLC 3 Transient Area Loads None 47 10 BLC 5 Transient Area Loads None 47 RISA-3D Version 17.0.2 [Q:\2017\2170821\20_STR\NON_CAD\CALCs\Andy Calcs\CANOPY.r3d] Page 15 rage 4-1 o oT 4b-1 Company Jan 16, 2019 11RISA Designer Checked PM ke Job Number Checked By.__ Model Name Load Combinations Description Solve PD...SR... BLC Fa... BLC Fa... BLC Fa..B...Fa..B...Fa..B...Fa..B...Fa..B...Fa..B...Fa,.B...Fa... 1 2 **GRAVITY LOAD - 3 4 DEAD ONLY DEFL... Yes Y DL 1 5 LIVE ONLY DEFLE. . Yes Y SL 1 6 TOTAL LOAD DEFL.. Yes Y DL 1 SL 1 7 IBC 16-8 Yes Y DL 1 8 IBC 16-9 Yes Y DL 1 LL 1 LLS 1 9 IBC 16-10 (a) Yes Y DL 1 RLL 1 10 IBC 16-10 (b) Yes Y DL 1 SL 1 SLN 1 11 IBC 16-11 (a) Yes Y DL 1 LL 75 LLS .75 R....75 12 IBC 16-11 (b) Yes Y DL 1 LL 75 LLS .75 SL.75 S...75 13 14 "'WIND LOAD CO... 15 16 IBC 16-12 (a) Yes Y DL 1 WL .6 17 IBC 16-13 (a) Yes Y DL 1 WL 45 LL 75 L....75 R....75 18 IBC 16-13 (b) Yes Y DL 1 WL 45 LL 75 L...75 SL.75 S...75 19 IBC 16-13 (c) Yes Y DL 1 WL 45 LL .75 L....75 20 IBC 16-15 Yes Y DL .6 WL .6 21 22 **STRENGTH LOA... 23 ** FOR CONNECTI... 24 IBC 16-1 Y DL 14 25 IBC 16-2 (a) Y DL 1.2 LL 1.6 LLS 1.6 R- .5 26 IBC 16-2 (b) Y DL 1.2 LL 1.6 LLS 1.6 SL .5 S .5 27 IBC 16-2 (c) Y DL 1.2 LL 1.6 LLS 1.6 28 IBC 16-3 (a) Y DL 1.2 RLL 1.6 LL .5 L 1 29 IBC 16-3 (c) Y DL 1.2 SL 1.6 SLN 1.6 LL .5 L... 1 30 IBC 16-3 (b) Y DL 1.2 RLL 1.6 WL 5 31 IBC 16-3 (d) Y DL 1.2 SL 1.6 SLN 1.6 .5 32 IBC 16-3 (f) Y DL 1.2 WL .5 33 IBC 16-4 (a) Y DL 1.2 WL 1 LL .5 L-• 1 R.. .5 34 IBC 16-4 (b) Y DL 1.2 WL 1 LL 5 L. 1 SL .5 S...5 35 IBC 16-4 (c) Y DL 1.2 WL 1 LL .5 L.. 1 36 IBC 16-6 Y DL .9 WL 1 Load Combination Design Description ASIF CD Service Hot ... Cold Fo... Wood Concrete Masonry Alum in...Stainless Con nec... 1 Yes Yes Yes Yes Yes Yes Yes Yes 2 **GRAVITY LOAD COMBINA. Yes Yes Yes Yes Yes Yes Yes Yes 3 Yes Yes Yes Yes Yes Yes Yes Yes 4 DEAD ONLY DEFLECTION Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 LIVE ONLY DEFLECTION Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 TOTAL LOAD DEFLECTION Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-8 .9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 IBC 16-9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 IBC 16-10 (a) 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 10 IBC 16-10 (b) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 11 IBC 16-11 (a) 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes RISA-31D Version 17.0.2 [Q:\2017\2170821\20_STR\NON_CAD\CALCs\Andy Calcs\CANOPY.r3d] Page 16 rage 4Ib OT 410-1 Company Jan 16, 2019 RISA Designer h PM Checked Job Number Checked By. Model Name Load Combination Design (Continued) Description ASIF CD Service Hot _ Cold Fo. Wood Concrete Masonry Alum in. Stainless Con nec. 12 IBC 16-11 (b) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 13 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 14 "WIND LOAD COMBINATIO. . 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 15 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 16 IBC 16-12 (a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 17 IBC 16-13 (a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 18 IBC 16-13 (b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 19 IBC 16-13 (c) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 20 IBC 16-15 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 21 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 22 '• STRENGTH LOAD COMBI., 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 23 • FOR CONNECTION DESIG. 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 24 IBC 16-1 Yes Yes Yes Yes Yes Yes Yes 25 IBC 16-2 (a) Yes Yes Yes Yes Yes Yes Yes 26 IBC 16-2 (b) Yes Yes Yes Yes Yes Yes Yes 27 IBC 16-2 (c) Yes Yes Yes Yes Yes Yes Yes 28 IBC 16-3 (a) Yes Yes Yes Yes Yes Yes Yes 29 IBC 16-3 (c) Yes Yes Yes Yes Yes Yes Yes 30 IBC 16-3 (b) Yes Yes Yes Yes Yes Yes Yes 31 IBC 16-3 (d) Yes Yes Yes Yes Yes Yes Yes 32 IBC 16-3 (f) Yes Yes Yes Yes Yes Yes Yes 33 IBC 16-4 (a) Yes Yes Yes Yes Yes Yes Yes 34 IBC 16-4 (b) Yes Yes Yes Yes Yes Yes Yes 35 IBC 16-4 (c) Yes Yes Yes Yes Yes Yes Yes 36 IBC 16-6 Yes Yes Yes Yes Yes Yes Yes Envelope Joint Reactions Joint X pb] LC Y [Ib] LC Z[lb] LC MX[lb-ft] LC MY [lb-ft] LC MZ[lb-ft] LC 1 N7 max 0 20 1206.122 10 1153.303 10 500.104 20 0 20 0 20 2 min 0 4 -704.543 20 -470.345 20 -852.691 6 0 4 0 4 3 N8 max 0 20 1206.122 10 1153.303 10 500.104 20 0 20 0 20 4 min 0 4 -704.543 20 -470.345 20 -852.691 6 0 4 0 4 5 N 15 max 0 20 1163.063 10 470.345 20 330.387 20 0 20 0 20 6 min 0 4 -464.753 20 -1153.303 6 -821.573 6 0 4 0 4 7 N16 max 0 20 1163.063 10 470.345 20 330.387 20 0 20 0 20 8 min 0 4 -464.753 20 -1153.303 6 -821.573 6 0 4 0 4 9 N2 max 0 20 0 20 0 20 0 20 0 20 0 20 10 min 0 4 0 4 0 4 0 4 0 4 0 4 11 Totals: max 0 20 4738.37 10 0 20 12 min 0 4 -2338.591 20 0 4 Envelope Joint Displacements Joint X [n] LC Y[n] LC Z[in] LC X Rotat...LC Y Rotat...LC Z Rotati...LC 1 N 1 max 0 20 .001 20 0 20 3.618e-...10 0 20 0 20 2 min 0 4 -.002 6 0 6 -1.445e...20 0 4 0 4 3 N2 max 0 20 .007 20 0 20 2.968e-...10 0 20 0 20 4 min 0 4 -.018 6 0 6 -1.125e..20 0 4 0 4 5 N3 max 0 20 .007 20 0 202.968e-...10 0 20 0 20 6 min 0 4 -.018 6 0 6 -1.125e...20 0 4 0 4 RISA-31D Version 17.0.2 [Q:\2017\2170821\20_STR\NON_CAD\CALCs\Andy Calcs\CANOPY.r3d] Page 17 F'age 4 1/ oT 4b l Company Jan 16, 2019 I R I-S� Job(gner Number Check d By. — -- Model Name Envelope Joint Displacements (Continued) Joint X[n] LC Y[n] LC Z[in] LC X Rotat...LC Y Rotat. LC Z Rotati...LC 7 N4 max 0 20 .001 20 0 20 3.618e-...10 0 20 0 20 8 min 0 4 -.002 6 0 6 -1.445e-20 0 4 0 4 9 N5 max 0 20 .002 20 0 20 3.553e-..10 0 20 0 20 10 min 0 4 -.004 6 0 6 -1 406e...20 0 4 0 4 11 N6 max 0 20 .002 20 0 20 3.553e-. 10 0 20 0 20 12 min 0 4 -.004 6 0 6 -1-406e..20 0 4 0 4 13 N7 max 0 20 0 20- 0 20 0 20 0 20 0 20 14 min 0 4 0 4 0 4 0 4 0 4 0 4 15 N8 max 0 20 0 20 0 20 0 20 0 20 0 20 16 min 0 4 0 4 0 4 0 4 0 4 0 4 17 N9 max 0 20 .007 20 0 20 2.913e-.. 10 0 20 0 20 18 min 0 4 -.016 6 0 6 -1.102e.-.20 0 4 0 4 19 N 10 max 0 20 .007 20 0 20 2.913e-.•10 0 20 0 20 20 min 0 4 -.016 6 0 6 -1 102e...20 0 4 0 4 21 N 11 max 0 20 .006 20 0 201.174e-.. 16 0 20 0 20 22 min 0 4 -.016 6 0 6 -7.731e.. 5 0 4 0 4 23 N 12 max 0 20 .006 20 0 201 174e-...16 0 20 0 20 24 min 0 4 -.016 6 0 6 -7.731e... 5 0 4 0 4 25 N 13 max 0 20 0 20 0 10 2.673e-.. 10 0 20 0 20 26 min 0 4 -.002 6 0 20-1 077e...20 0 4 0 4 27 N 14 max 0 20 0 20 0 10 2.673e-.. 10 0 20 0 20 28 min 0 4 -.002 6 0 20-1.077e...20 0 4 0 4 29 N15 max 0 20 0 20 0 20 0 20 0 20 0 20 30 min 0 4 0 4 0 4 0 4 0 4 0 4 31 N16 max 0 20 0 20 0 20 0 20 0 20 0 20 32 min 0 4 0 4 0 4 0 4 0 4 0 4 33 N 17 max 0 20 0 20 0 20 2.535e-...10 0 20 0 20 34 min 0 4 -.001 6 0 6 -1-489e..•20 0 4 0 4 35 N 18 max 0 20 0 20 0 20 2.535e-. 10 0 20 0 20 36 min 0 4 -.001 6 0 6 -1-489e-..20 0 4 0 4 37 N 19 max 0 20 0 20 0 20 2.082e-..10 0 20 0 20 38 min 0 4 0 6 0 6 -1-222e...20 0 4 0 4 39 N20 max 0 20 0 20 0 202.082e-..-10 0 20 0 20 40 min 0 4 0 6 0 6 -1.222e .20 0 4 0 4 Envelope Member Section Deflections Service Member Sec x[n] LC y[in] LC z[in] LC x Rotate[r.. LC (n)Uy' Ratio LC (n)L/z' Ratio LC 1 M1 1 max 0 20 .001 20 0 20 0 20 NC 20 NC 20 2 min 0 6 -.002 6 0 4 0 4 NC 4 NC 4 3 2 max 0 20 .003 20 0 20 0 20 NC 20 NC 20 4 min 0 6 -.006 6 0 4 0 4 NC 4 NC 4 5 3 max 0 20 .004 20 0 20 0 20 NC 20 NC 20 6 min 0 6 -.01 6 0 4 0 4 NC 4 NC 4 7 4 max 0 20 .006 20 0 20 0 20 NC 20 NC 20 8 min 0 6 -.014 6 0 4 0 4 NC 4 NC 4 9 5 max 0 20 .007 20 0 20 0 20 NC 20 NC 20 10 min 0 6 -.018 6 0 4 0 4 NC 4 NC 4 11 M2 1 max 0 20 .007 20 0 20 2.968e-04 10 NC 20 NC 20 12 min 0 4 -.018 6 0 6 -1.125e-04 20 NC 4 NC 4 13 2 max 0 20 .061 20 0 20 2.968e-04 10 NC 19 NC 20 RISA-3D Version 17.0.2 [Q:\2017\2170821\20_STR\NON_CAD\CALCs\Andy Calcs\CANOPY.r3d] Page 18 rage 4 1 b oT 410 1 Con--pany Jan 16, 2019 ' Jb N 5 yne 4 PM I rz Ish curnb Checked e Checkeke d By. - - %lode! Naw Envelope Member Section Deflections Service (Continued) Member Sec x[n] LC y[in] LC z[in] LC x Rotate[r... LC (n)L/y' Ratio LC (n)L/z' Ratio LC 14 min 0 4 -.144 6 0 6 -1 125e-04 20 2234.707 6 NC 4 15 3 max 0 20 .083 20 0 20 2.968e-04 10 NC 19 NC 20 16 min 0 4 -.195 6 0 6 -1.125e-04 20 1592.229 6 NC 4 17 4 max 0 20 .061 20 0 20 2.968e-04 10 NC 19 NC 20 18 min 0 4 -.144 6 0 6 -1 125e-04 20 2234.707 6 NC 4 19 5 max 0 20 .007 20 0 20 2.968e-04 10 NC 20 NC 20 20 min 0 4 -.018 6 0 6 -1.125e-04 20 NC 4 NC 4 21 M3 1 max 0 10 .007 20 0 20 0 20 NC 20 NC 20 22 min 0 20 -.018 6 0 4 0 4 NC 4 NC 4 23 2 max 0 10 .006 20 0 20 0 20 NC 20 NC 20 24 min 0 20 -.014 6 0 4 0 4 NC 4 NC 4 25 3 max 0 10 .004 20 0 20 0 20 NC 20 NC 20 26 min 0 20 -.01 6 0 4 0 4 NC 4 NC 4 27 4 max 0 10 .003 20 0 20 0 20 NC 20 NC 20 28 min 0 20 -.006 6 0 4 0 4 NC 4 NC 4 29 5 max 0 10 .001 20 0 20 0 20 NC 20 NC 20 30 min 0 20 -.002 6 0 4 0 4 NC 4 NC 4 31 M4 1 max 0 20 .002 20 0 10 1.406e-04 20 NC 20 NC 20 32 min 0 4 -.004 6 0 20 -3 553e-04 6 NC 4 NC 4 33 2 max 0 20 .406 20 0 10 1.406e-04 20 5252.438 17 NC 20 34 min 0 4 -.618 6 0 20 -3 553e-04 6 459.703 6 NC 4 35 3 max 0 20 .568 20 0 10 1.406e-04 20 3741.427 17 NC 20 36 min 0 4 -.865 6 0 20 -3.553e-04 6 327.683 6 NC 4 37 4 max 0 20 .406 20 0 10 1.406e-04 20 5252.438 17 NC 20 38 min 0 4 -.618 6 0 20 -3 553e-04 6 459.703 6 NC 4 39 5 max 0 20 .002 20 0 10 1.406e-04 20 NC 20 NC 20 40 min 0 4 -.004 6 0 20 -3 553e-04 6 NC 4 NC 4 41 M5 1 max 0 20 0 20 0 20 0 20 NC 20 NC 20 42 min 0 4 0 4 0 4 0 4 NC 4 NC 4 43 2 max 0 20 0 20 0 20 0 20 NC 20 NC 20 44 min 0 6 0 6 0 4 0 4 NC 4 NC 4 45 3 max 0 20 0 20 0 20 0 20 NC 20 NC 20 46 min 0 6 0 6 0 4 0 4 NC 4 NC 4 47 4 max 0 20 0 20 0 20 0 20 NC 20 NC 20 48 min 0 6 -.001 6 0 4 0 4 NC 4 NC 4 49 5 max 0 20 .001 20 0 20 0 20 NC 20 NC 20 50 min 0 6 -.002 6 0 4 0 4 NC 4 NC 4 51 M6 1 max 0 20 0 20 0 20 0 20 NC 20 NC 20 52 min 0 4 0 4 0 4 0 4 NC 4 NC 4 53 2 max 0 20 0 20 0 20 0 20 NC 20 NC 20 54 min 0 6 0 6 0 4 0 4 NC 4 NC 4 55 3 max 0 20 0 20 0 20 0 20 NC 20 NC 20 56 min 0 6 0 6 0 4 0 4 NC 4 NC 4 57 4 max 0 20 0 20 0 20 0 20 NC 20 NC 20 58 min 0 6 -.001 6 0 4 0 4 NC 4 NC 4 59 5 max 0 20 .001 20 0 20 0 20 NC 20 NC 20 60 min 0 6 -.002 6 0 4 0 4 NC 4 NC 4 61 M7 1 max .007 20 0 20 0 20 0 20 NC 20 NC 20 62 min -.016 6 0 6 0 4 0 4 NC 4 NC 4 63 2 max .007 20 0 20 0 20 0 20 NC 20 NC 20 64 min -.016 6 0 6 0 4 0 4 NC 4 NC 4 65 3 max .006 20 0 16 0 20 0 20 NC 20 NC 20 RISA-3D Version 17.0.2 [Q:\2017\2170821\20_STR\NON_CAD\CALCs\Andy Calcs\CANOPY.r3d] Page 19 rage 4 1`J OT 410-1 Company Jan 16, 2019 ''R'S� Job Designer - -CheckPM Job Number Checked By. Model Name Envelope Member Section Deflections Service(Continued Member Sec x[n] LC y[in] LC z[in] LC x Rotate[r... LC (n)L/y' Ratio LC (n)L/z' Ratio LC 66 min -.016 6 0 5 0 4 0 4 NC 4 NC 4 67 4 max .006 20 0 16 0 20 0 20 NC 20 NC 20 68 min -.016 6 0 5 0 4 0 4 NC 4 NC 4 69 5 max .006 20 0 20 0 20 0 20 NC 20 NC 20 70 min -.016 6 0 6 0 4 0 4 NC 4 NC 4 71 M8 1 max .007 20 0 20 0 20 0 20 NC 20 NC 20 72 min -.016 6 0 6 0 4 0 4 NC 4 NC 4 73 2 max .007 20 0 20 0 20 0 20 NC 20 NC 20 74 min -.016 6 0 6 0 4 0 4 NC 4 NC 4 75 3 max .006 20 0 16 0 20 0 20 NC 20 NC 20 76 min -.016 6 0 5 0 4 0 4 NC 4 NC 4 77 4 max .006 20 0 16 0 20 0 20 NC 20 NC 20 78 min -.016 6 0 5 0 4 0 4 NC 4 NC 4 79 5 max .006 20 0 20 0 20 0 20 NC 20 NC 20 80 min -.016 6 0 6 0 4 0 4 NC 4 NC 4 81 M9 1 max 0 20 0 20 0 20 0 20 INC 20 NC 20 82 min 0 4 0 4 0 4 0 4 NC 4 NC 4 83 2 max 0 10 0 20 0 20 0 20 NC 20 NC 20 84 min 0 20 0 6 0 4 0 4 NC 4 NC 4 85 3 max 0 10 0 20 0 20 0 20 NC 20 NC 20 86 min 0 20 0 6 0 4 0 4 NC 4 INC 4 87 4 max 0 10 0 20 0 20 0 20 NC 20 NC 20 88 min 0 20 -.001 6 0 4 0 4 NC 4 NC 4 89 5 max 0 10 0 20 0 20 0 20 NC 20 NC 20 90 min 0 20 -.002 6 0 4 0 4 NC 4 NC 4 91 M10 1 max 0 20 0 20 0 20 0 20 NC 20 NC 20 92 min 0 4 0 4 0 4 0 4 NC 4 NC 4 93 2 max 0 10 0 20 0 20 0 20 NC 20 NC 20 94 min 0 20 0 6 0 4 0 4 NC 4 NC 4 95 3 max 0 10 0 20 0 20 0 20 NC 20 NC 20 96 min 0 20 0 6 0 4 0 4 NC 4 NC 4 97 4 max 0 10 0 20 0 20 0 20 NC 20 NC 20 98 min 0 20 -.001 6 0 4 0 4 NC 4 NC 4 99 5- max 0- 10 0 20 0 20- 0 20 NC 20 NC 20 100 min 0 20 -.002 6 0 4 0 4 NC 4 NC 4 101 M11 1 max .004 20 .005 20 0 20 0 20 NC 20 NC 20 102 min -.011 6 -.011 6 0 4 0 4 NC 4 NC 4 103 2 max .004 20 .004 20 0 20 0 20 NC 20 NC 20 104 min -.009 6 -.009 6 0 4 0 4 NC 4 NC 4 105 3 max .003 20 .003 20 0 20 0 20 NC 20 NC 20 106 min -.006 6 -.006 6 0 4 0 4 NC 4 NC 4 107 4 max .002 20 .002 20 0 20 0 20 NC 20 NC 20 108 min -.004 6 -.004 6 0 4 0 4 NC 4 NC 4 109 5 max 0 20 0 20 0 20 0 20 NC 20 NC 20 110 min -.002 6 -.001 6 0 4 0 4 NC 4 NC 4 111 M12 1 max .004 20 .005 20 0 20 0 20 NC 20 NC 20 112 min -.011 6 -.011 6 0 4 0 4 NC 4 NC 4 113 2 max .004 20 .004 20 0 20 0 20 NC 20 NC 20 114 min -.009 6 -.009 6 0 4 0 4 NC 4 NC 4 115 3 max .003 20 .003 20 0 20 0 20 NC 20 NC 20 116 min -.006 6 -.006 6 0 4 0 4 NC 4 NC 4 117 4 max .002 20 .002 20 0 20 0 20 NC 20 NC 20 RISA-3D Version 17.0.2 [Q:\2017\2170821\20_STR\NON_CAD\CALCs\Andy Calcs\CANOPY.r3d] Page 20 rage 4Lu or 4b-I Company Jan 16, 2019 IRI, Designer h PM Job Number Checked Chee cked By. Model Name Envelope Member Section Deflections Service(Continued) Member Sec x[in] LC y[in] LC z[in] LC x Rotate[r.. LC (n)L/y' Ratio LC (n)L/z' Ratio LC 118 min -.004 6 -.004 6 0 4 0 4 NC 4 NC 4 119 5 max 0 20 0 20 0 20 0 20 NC 20 NC 20 120 min -.002 6 -.001 6 0 4 0 4 NC 4 NC 4 Envelope RISC 14th(360-10):ASD Steel Code Checks Mem.. Shape Code Check Loc[ft] LC Shear Ch.. L... ......Pnc...Pnt/..Mn...Mn... ... Eqn 1 M1 C12X.. .016 .5 10 .020 0 y.-.129...158...538..-528...... H1-1 b 2 M2 C12X.. .326 11.75 10 .017 2.. y ..841._158- 538...182 . . H 1-1 b 3 M3 C12X- .016 3.5 10 .020 4 y...129...158...538...528... .. H 1-1 b 4 M4 C8X1.. .777 11.75 20 .039 2.. y. .505...868-244. .612...... H1-1 b 5 M5 FB3/... .157 0 10 .062 0 y...350...485...378...606 . . H1-1 b 6 M6 FB3/... .157 0 10 .062 0 y 350...485...378. .606.... . H1-1b 7 M7 FB3/... .154 0 10 .059 0 y ..336...485...378..606.... . H 1-1 b 8 M8 FB3/... .154 0 10 .059 0 y...336..485...378...606.... . H1-1b 9 M9 FB3/... .147 0 10 .060 0 y. .350...485...378...606...... H 1-1 b 10 M10 FB3... .147 0 10 .060 0 y...350. .485. .378...606.. ... H1-1b 11 M11 3/4"... .112 2.475 10 .001 0 ...952...952...125...125. . H1-1 b 12 M12 3/4" .112 2.475 10 .001 0 ...952 .952...125. 125. . . H1-lb Warning Log Message No Data to Print ... RISA-3D Version 17.0.2 [Q:\2017\2170821\20_STR\NON_CAD\CALCs\Andy Calcs\CANOPY.r3d] Page 21 rage 4L i or 40 i • Anchor DesignerT"' Company: Date: 1/29/2018 Engineer: Page: 1/5 Software Project: version 2.5.6582.27 Address: Phone: E-mail: 1.Proiect information Customer company: Project description: Customer contact name. Location: Customer e-mail: Fastening description. Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):6.50 State:Cracked Anchor Information: Compressive strength,f.(psi):4000 Anchor type:Cast-in-place 4Vo,v: 1.0 Material:AWS Type A Reinforcement condition:B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):5.000 Reinforcement provided at corners:No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):6.50 Ignore 6do requirement:Yes Cmin(inch): 1.38 Build-up grout pad: No Sin(inch):3.00 Base Plate Load and Geometry Length x Width x Thickness(inch):6.00 x 18.00 x 0.50 Load factor source:ACI 318 Section 5.3 Yield stress:36000 psi Load combination:not set Seismic design:Yes Profile type/size:W14X22 Anchors subjected to sustained tension:Not applicable ` Ductility section for tension: 17.2 3.4.2 not applicable Ductility section for shear: 17.2 3.5.2 not applicable Do factor:not set Z Apply entire shear load at front row:No 7605 lb j Anchors only resisting wind and/or seismic loads:N / 1 <Figure 1> .J 0 ft-lb 0 lb J 8600 X f 1433 ft-lb 0 ft-lb h i Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-Tie Company Irc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925 847.3871 www.strongtie com rage 4LL or 40 i Anchor DesignerTM Company: Date: 1/29/2018 Engineer: Page: 2/5 Software Project: Version 2 5.6582.27 Address: Ph E-mail: <Figure 2> I, 18.00 —� �i , % 1 a Ui 8.00 8.00 Recommended Anchor Anchor Name: Headed Stud-3/4"0 AWS Type A Headed Stud Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com rage 4LJ OT 40 1 IT,in • Anchor Designer TIM Company: Date: 1/29/2018 Engineer: Page: 3/5 Software Project: Version 2 5.6582.27 Address: Phone: E-mail: 3. Res iltin Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) V..(lb) Way(Ib) \`(W,ix)`+(Vuay)Z(lb) 1 3610.0 0.0 2866.7 2866.7 2 25349 0.0 2866.7 2866.7 3 14599 0.0 2866.7 2866.7 Sum 7604.8 0.0 8600.0 86000 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):7605 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):2.26 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 , j ► Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 x 4.Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa(Ib) 0 ON..(Ib) 26950 0.75 20213 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=kcA.gfchef'5(Eq. 17.4.2.2a) kc Aa fc(psi) hef(in) Nb(Ib) 1 24.0 1.00 4000 5.000 16971 0.750Ncbg=0.750(ANc/ANco)FPec,NY'ed,NY'c,NY'cp,NNb(Sec.17.3.1 &Eq. 17.4.2.1 b) Am(InZ) ANco(InZ) ca,min(m) Yec,N Yed,N Ye,N Yop,N Nb(Ib) 0 0.750Ncbg(lb) 387.50 225.00 5.00 0 768 0.900 1.00 1.000 16971 0.70 10610 6.Pullout6.Pullout Strength of Anchor in Tension(Sec. 17.4.3�of Anchor in Tension(Sec. 17.4.33 0.75ONpe=0.750WcpNp=0.750V1c,P8AbrgfC(Sec. 17.3.1, Eq. 17.4.3.1 &17.4.3.4) Ya,P Abrg(in2) fc(psi) 0 0.75^N (lb) 1.0 0.79 4000 0.70 13188 J _1 F _ Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strorg-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com J rage 4L4 oT 40 i • Anchor DesignerT11 Company: Date: 1/29/2018 Engineer: Page: 4/5 Software Project: Version 2.5,6582.27 Address: • Dhn E-mail: 8.Steel Strenyth of Anchor in Shear(Sec. 17.5.1) Vsa(lb) Ogroul 0 OgmtoVsa(lb) 26950 1.0 0.65 17518 9 Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear parallel to edge in y-direction: Vbx=min 17((e/da)024daAagf'cca,1.1; 9A.4f'cCa11 5l (Eq. 17.5.2.2a&Eq. 17.5 2.2b) /e(In) da(In) Aa F (psi) Cal(In) Vbx(I b) 5.00 0.750 1.00 4000 5.00 6265 OVcbgy=0(2)(Avc/AVco)Wec,vVJed,V 91fc,vWh,vVbx(Sec. 17.3.1,17.5.2.1(e)&Eq. 17.5.2.1 b) Avc(in2) Avao(in2) Y'eo,V Vfed,V V%,V VYh,V Vbx(lb) 0 OVcbgy(lb) 201.50 112.50 1.000 1.000 1.000 1.074 6265 0.70 16874 10 Concrete Pryout Strength of Anchor in Shear(Sec 17 5 3) OWpg=OkcpNcbg=Okcp(AW 1 ANco)VegN Ved,NW%,N VIcp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(In2) AN.(In2) V/ec,N 'Fe d,N V%,N Vop,N Nb(I b) 0 OVcpg(I b) 2.0 387.50 225.00 1.000 0.900 1.000 1.000 16971 0.70 36826 11.Results Interaction of Tensile and Shear Forces(Sec.R1 6 Tension Factored Load, N..(lb) Design Strength,oNn(lb) Ratio Status Steel 3610 20213 0.18 Pass Concrete breakout 7605 10610 0.72 Pass(Governs) Pullout 3610 13188 0,27 Pass Shear Factored Load,Vua(lb) Design Strength,oW(lb) Ratio Status Steel 2867 17518 0.16 Pass 11 Concrete breakout x+ 8600 16874 0.51 Pass(Governs) Pryout 8600 36826 0.23 Pass Interaction check (N..IO aa)- (Vaa/OVua)- Combined Ratio Permissible Status Sec. R17.6 057 0.33 89.9% 1.0 Pass 3/4"0 AWS Type A Headed Stud with hef=5.000 inch meets the selected design criteria. Base Plate Thickness Required base plate thickness:0.357 inch Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Smlpsen Strci,q-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925 847.887i www strongtie.corn rage 420 OT 4b I • Anchor DesignerT°" Company: Date: 1/29/2018 Engineer: Page: 5/5 Software Project: i Version 2.5.6582.27 Address: Phone: E-mail: 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. i. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility lSimpson Strong-Tie Company Inc. 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925 847 3871 www.strongtie com I rage 4Lb oT 4b i Anchor Designer TM Company: Date: 1/29/2018 Engineer: Page: 1/5 Software Project: Version 2 5.6582.27 Address: Phone: E-mail: 1.Pro6ect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):6 50 State:Cracked Anchor Information: Compressive strength,f.(psi):4000 Anchor type:Cast-in-place 41o,v: 1.0 Material:AWS Type A Reinforcement condition:B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):5.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):6.50 Ignore 6do requirement:Yes Cmin(inch): 1.38 Build-up grout pad:No Smin(Inch):3.00 Base Plate Load and Geometry Length x Width x Thickness(inch): 16.00 x 28.00 x 0.50 Load factor source:ACI 318 Section 5.3 Yield stress:36000 psi Load combination:not set Seismic design:Yes Profile type/size:W24X55 Anchors subjected to sustained tension:Not applicable Ductility section for tension: 17.2.3.4 2 not applicable Ductility section for shear:17.2.3.5.2 not applicable Oo factor:not set Apply entire shear load at front row:No 7�547 lb Anchors only resisting wind and/or seismic loads:No G/ <Figure 1> >> '1♦ 430C a lb - 0 ft-lb 26672 ft-lb h �o Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-Tie Company Inc 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925 560.9000 Fax:925.847 3871 www strongtie.com J rage 4L/ OT 4n 1 Anchor DesignerTM Company: Date: 1/29/2018 Engineer: Page: 2/5 ` ^ t" , Software Project: Version 2.5.6582 27 Address: Phone: E-mail: <Figure 2> I gi 4 6.50 6.50 6.50 6.50 Recommended Anchor Anchor Name:Headed Stud-3/4"0 AWS Type A Headed Stud �m Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strand-Tie Company Inn 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925 560 9000 Fax:925 847.3871 www strongtie com rage4L2fOTWOI Anchor DesignerT"" Company: Date: 1/29/2018 Engineer: I Page: 3/5 Software Project: Version 2.5.6582.27 Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) V.ax(Ib) Vuay(lb) AVuax)z+(Vaay)'(lb) 1 5058.6 0.0 4300.0 4300.0 2 3573.9 0.0 4300.0 4300.0 3 20892 0.0 4300.0 4300.0 4 604.5 0.0 43000 4300.0 5 0.0 0.0 4300.0 4300.0 6 0.0 0.0 4300.0 4300.0 7 604.5 0.0 43000 4300.0 8 2089.2 0.0 4300.0 43000 9 3573.9 00 4300.0 4300.0 10 5058.6 0.0 4300.0 4300.0 Sum 22652.4 0.0 430000 43000.0 Maximum concrete compression strain(%bo):0.07 <Figure 3> Maximum concrete compression stress(psi):312 Resultant tension force(lb):22652 c 2 o 3 4 i Resultant compression force(lb): 12107 Eccentricity of resultant tension farces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):4.26 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 ' c}10 09 X 8 r7 4.Steel Strength of Anchor in Tension(Sec.17.4.11 Nsa(Ib) 0 ON-(lb) 26950 0.75 20213 9 § Concrete Breakout Strength of Anchor in Tension(Sec,17.4.21 1 Nb=kcA.gf h.,'5(Eq. 17.4.2.2a) kc Ia N(psi) he1(in) Nb(Ib) 24.0 1.00 4000 5.000 16971 0.750Ncbg=0.750(ANc/ANcc)Wec,N%d,NV,NVcp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) Am(InZ) AN.(in2) Ca,min(in) V"ec,N V'ed,N Vfc,N Vfcp,N Nb(Ib) 0 0.750Ncbg(lb) 1000.50 225.00 - 0.638 1.000 1.00 1.000 16971 0.70 25266 6 Pullout Strength of Anchor in Tension(Sec 17 4 3) 0.75^N =0.750Vc,PNp=0.750'I%,P8Ab gN(Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) WC,P Ab g(InZ) N(psi) 0 0.75^N (lb) 1.0 0.79 4000 0.70 13188 I� Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com rage 4L`9 oT 40 1 Anchor Designer""" Company: Date: 1/29/2018 Engineer: Page: 4/5 Software Project: Version 2.5.6582.27 Address: Phone E-mail: 8 Steel Strength of Anchor in Shear(Sec.17.5.11 Vsa(Ib) 09mut 0 OgrmtoVsa(lb) 26950 1.0 0.65 17518 10 Concrete Pryout Strength of Anchor in Shear(SSe ,1T&M OVcpg=OkcpNcbg= okcp(AWI ANco)Vec,NV-ed,NV'�,NVfeP,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(Inz) ANco(In2) Vjoc,N V%d,N Vc,N Vfcp,N Nb(lb) 0 OVcpg(lb) 2.0 1189.00 225.00 1.000 1.000 1.000 1.000 16971 0.70 125552 11.Results Interaction of Tensile and Shear Forces(Sec.R17.6) Tension Factored Load, Nua(lb) Design Strength,oNn(lb) Ratio Status Steel 5059 20213 0 25 Pass Concrete breakout 22652 25266 0.90 Pass(Governs) Pullout 5059 13188 0.38 Pass Shear Factored Load,Vua(lb) Design Strength,OVn(lb) Ratio Status Steel 4300 17518 0.25 Pass Pryout 43000 125552 0.34 Pass(Governs) Interaction check (Nua/ONua)513 (Vea/OVuX13 Combined Ratio Permissible Status Sec. R17.6 0.83 017 100.1 % 1.0 Pass 3/4"0 AWS Type A Headed Stud with hef=5.000 inch meets the selected design criteria. Base Plate Thickness Required base plate thickness:0.797 inch Warning:input base plate thickness does not meet required base plate thickness. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www strongtie.com rage 4Ju oT 40 i ' Anchor DesignerTM Company: Date: 1/29/2018 Engineer: Page: 5/5 Software Project: - Version 2.5.6582.27 Address: Phone: E-mail: 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17 7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied—designer to verify. Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-I ie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925 847.3871 www strongtie com rage 43 1 OT 413 1 • Anchor DesignerT1 Company: I Date: 1/7/2019 Engineer: Page: 1/4 Software Project: - Version 2.5.6582.27 Address: Phone: E-mail: I1.Proiect information Customer company: Project description: Red Vines 1 Guardrail Customer contact name: Location: Customer e-mail: Fastening description: Comment: Z.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):7.25 State:Cracked / Anchor Information: Compressive strength,f.(psi):4000 Anchor type:Cast-in-place Wo,v: 1.0 Material:AWS Type A Reinforcement condition:B tension, B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Effective Embedment depth,haf(inch):5.000 Reinforcement provided at corners:No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):6.38 Ignore Edo requirement:No I Cmin(inch): 1.38 Build-up grout pad: No Smin(Inch):2.50 Base Plate Load and Geometry Length x Width x Thickness(inch):6 00 x 27 00 x 0.50 Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design: No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No <Figure 1> O Ib _1 Z/ 39 ft-lb _1 J --• 0 1 1785 { 0 ft-lb ^' 0 ft-lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847 3871 www.strongtie.com J rage4sZor'+oi Anchor Designer Company: Date: 1/7/2019 g Engineer: Page: 2/4 Software Project: Version 2.5.6582.27 Address: Phnna• E-mail: <Figure 2> 27,00 3.00 a1 - - 0 00 M M r 7.50 _II- 8.00 8.00 8.00 Recommended Anchor Anchor Name:Headed Stud-5/8"0 AWS Type A Headed Stud Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com rage 4,50 OT 40'1 • Anchor DesignerTM Company: Date: 1/7/2019 Engineer: Page: 3/4 Software Project: Version 2.5.6582.27 Address: Phone. E-mail: 3._Resultin Anchor,Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax(lb) Vuay(lb) J(Vuax)z+(Vaay)2(lb) 1 0.0 17.5 4464.5 4464.5 2 0.0 5.8 4464.5 4464.5 3 0.0 -5.8 4464.5 44645 4 0.0 -17.5 4464.5 4464.5 Sum 0.0 0.0 17858.0 17858.1 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0 00 Y .� Eccentricity of resultant shear forces in x-axis,e'vx(inch):0 00 01 2 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 8.Steel Strength of Anchor in Shear(Sec.17.6.11 t Vsa(Ib) 09rou1 0 QlgmutoVsa(lb) 18715 1.0 0.65 12165 8.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in x-direction: Vbx=minl7(/a/da)1.2�daA.Vf'cca11.5; 9Aagf'X.1"5j (Eq. 17.5.2.2a&Eq. 17.5.2.2b) /o(in) da(in) Aa f'c(psi) cal(in) Vbx(Ib) 5.00 0.625 1.00 4000 3.38 3297 oVcbgx=Q(Avc/Avco)V'ec,vVed,vWc,vWh,vVbx(Sec. 17.3.1 &Eq. 17.5.2.1b) Avc(in2) Avco(in2) Vec,y Ved,V Vgy VVh,V Vbx(Ib) 0 OVcbgx(Ib) 91.97 51.41 0.717 1.000 1.000 1.000 3297 0.70 2960 Shear parallel to edge in y-direction: Vbx=minj7(/e/da)0'2�&Aa4f'ooa1t5; 9Ae4f'cca11'11(Eq. 17.5.2.2a&Eq. 17.5.2.2b) I le(in) da(in) Aa f'c(psi) cal(in) Vbx(Ib) 5.00 0.625 1.00 4000 3.38 3297 ` oVcbgy=¢(2)(Avc/Avco)VPegvV'ed,VVe,VV'h,VVbx(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) } Avc(in2) Avco(in2) V-,V Ved,v T6,V VPh,V Vbx(Ib) 0 QVcbgy(lb) 173.09 51.41 1.000 1.000 1.000 1.000 3297 0.70 15539 Shear parallel to edge in x-direction: Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Stror g-Tie Company Inc 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com J rage4,54or401 • Company: Date: 1/7/2019 • Anchor Designer" Engineer: Page: 4/4 ` Software Project: Version 2.5.6582.27 Address: Phone-7 E-mail: Vby=minJ7(Ie/da)014daAa4fccaii 5;9A.a4focal'51 (Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) Aa fo(psi) cal(in) Vby(Ib) 5.00 0.625 1.00 4000 7.50 10896 OVcbx=0(2)(Avc/Avco)V1ed,vWc,vV-h,VVby(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1a) Avo(in2) Avco(in2) V�ed,V VVfc,v Vh,v Vby(Ib) 0 OWbx(lb) 106.07 253.13 1.000 1.000 1.246 10896 0.70 7963 10 Concrete Prvout Strength of Anchor in Shear(Sec.17.5.3) OV�p=¢kc^b= ¢kop(ANo/ANoo)Yod,NVfoNVsp,NNb(Sec. 17 3 1 &Eq 17.5.3.1a) kcp ANc(in2) ANco(in2) V'ed,N WC,N Vcp,N Nb(lb) 0 OVcp(lb) 2.0 87.04 225,00 0.835 1.000 1.000 16971 0.70 7676 11.Results 11 Interaction of Tensile and Shear Forces(Sec.D.7)? Shear Factored Load,Vua(lb) Design Strength,OW(lb) Ratio Status Steel 4465 12165 0.37 Pass T Concrete breakout x+ 23 2960 0.01 Pass Concrete breakout x+ 17858 15539 1.15 Fail II Concrete breakout y- 18 7963 000 Pass Concrete breakout, - - 1.15 Fail(Governs) combined Pryout 4465 7676 0.58 Pass FAILI Selected anchor type and embedment do not meet the selected design criteria. 12.Warningtj -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.387 1 www.strongtie.com rage 400 or 40 1 • Anchor Designer TM Company: I Date: 1/7/2019 1 Engineer: Page: 1/4 Software Project: Version 2.5.6582.27 Address: Phone: E-mail: 1.Project information Customer company: Project description:Red Vines 1 Guardrail Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2. Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):420.00 State:Cracked Anchor Information: Compressive strength,fc(psi):4000 Anchor type:Cast-in-place W.,v: 1.0 Material:AWS Type A Reinforcement condition:B tension,B shear Diameter(inch):0.625 Supplemental reinforcement: Not applicable Effective Embedment depth,her(inch):5.000 Reinforcement provided at corners:No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No _ hmm(inch):6 38 Ignore Edo requirement:No r Cmin(inch): 1,38 Build-up grout pad: No j Smin(inch):2.50 Base Plate Load and Geometry Length x Width x Thickness(inch):6.00 x 27.00 x 0.50 Load factor source:ACI 318 Section 5 3 Load combination:not set o Seismic design:No Anchors subjected to sustained tension:Not applicable _ Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No <Figure 1> 0 lb 1 Z/ _ 1 39 ft-lb _L 01 _ 1785 t o ft-lb o 0 ft-lb N a ` Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-Tie Company Inc 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925 560.9000 Fax:925.847 3871 www.strongtie.com y� r-d9w +JUVIYU1 ` s Anchor Designer TM Company: Date: 1 f7/2019 g Engineer: Page: 2,4 Software Project: Version 2.5.6582.27 Address: Phone: E-mail: <Figure 2> 27.00 3.00 00 m r; S — - .o no 7.50 8.00 8.00 8.00 Recommended Anchor Anchor Name:Headed Stud-5/8"0 AWS Type A Headed Stud Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.8411.3871 www.strongtie.com rage 4ot oT 4t)I Anchor DesignerTM Company: I Date: 1/7/2019 Softwar Engineer: Page: 3/4 e Project: Version 2.5.6582.27 Address: Phone: E-mail: S.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax(Ib) Vuay(lb) 4(Vuax)2+(Vuay)2(lb) 1 0.0 17.5 4464.5 4464.5 2 0.0 5.8 4464.5 4464.5 3 0.0 -5.8 4464.5 4464.5 4 0.0 -17.5 4464.5 4464.5 Sum 0.0 0.0 17858.0 17858.1 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y 01 o 2 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 0 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X I 8.Steel Strength of Anchor in Shear(Sec 17 511 Vsa(Ib) Ogmut 0 OgmutoVsa(lb) 18715 1.0 0.65 12165 9.Concrete Breakout Strength of Anchor in Shear(Sec 17 5 2� Shear perpendicular to edge in x-direction: Vbx=min 17(/e/da)0-24daAaqf,cCa,l 5;9Aagf'cCe1'11 (Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa fe(psi) ca,(in) Vbx(Ib) 5.00 0.625 1.00 4000 3.38 3297 OVcbgx=0(Avc/Avco)Wec,vVedvWc,vYh,vVbx(Sec. 17.3.1 &Eq. 17.5.2.1b) Ave(in2) Av.(in2) SPee,v Wed,V KV tYn,v Vbx(lb) 0 oVcbgx(Ib) 91.97 51.41 0.717 1.000 1.000 1.000 3297 0.70 2960 J Shear parallel to edge in x-direction: Vby=minj7(le/da)121&AagfcCa,1.1;9A.agfcca,151(Eq. 17.5 2.2a&Eq.17.5.2.2b) /e(in) da(in) A,a fe(psi) ca,(in) Vby(Ib) 5.00 0.625 1.00 4000 7.50 10896 oVcbx=0(2)(Ave/Avw)yed,VSUcVVh,VVby(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1a) Avc(in2) Av.(In2) Wed,v Ya,v Wh,v Vby(Ib) 0 OVcbx(lb) 76.05 253.13 1.000 1.000 1,000 10896 0.70 4583 Shear parallel to edge in y-direction: Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strome)-Tie Company Inc. 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925 560.9000 Fax:925 847 3871 www.strongtie.com Company: Date: 1171201 E Anchor DesignerT"' En ineer: Page: 414 Software Project: Version 2.5.6582.27 Address: Phone: E-mail: Vbx=minl7(le/da)1-2gdaA,e4foeo1.5; 9A.4Ncol'I (Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) A.a fc(psi) co(in) VbX(lb) 5.00 0.625 1.00 4000 3.38 3297 OVcbgy=0(2)(Avc/Avco)Fec,v`lyed,vYyc,vSlyh,vVbx(Sec. 17.3.1, 17.5.2.1(e)&Eq. 17.5.2.1b) Avc(in2) Avco(in2) Vyec,v Vyed,v V/c,v Th,v VbX(lb) 0 OVcbgy(lb) 173.09 51.41 1.000 1.000 1.000 1.000 3297 0.70 15539 10,Concrete Pryout Strength of Anchor in Shear(Sec.17.5.31 OV,•p=¢If^b=Okop(ANo/ANoo)Vyod,NVyc,AJWr.,NNh(Sec, 17.3.1 &Eq 17.5.3.1a) kcp ANc(In2) AN-(in') Ved,N Ty,N Vcp,N Nb(Ib) 41 OVcp(lb) 2.0 5448 225.00 0.835 1.000 1.000 16971 0.70 4769 11.Results 11 Interaction of Tensile and Shear Forces(Sec.D.7)? Shear Factored Load,Vua(lb) Design Strength,oW(lb) Ratio Status Steel 4465 12165 0.37 Pass T Concrete breakout x- 23 2960 0.01 Pass II Concrete breakout y- 18 4583 0.00 Pass II Concrete breakout x- 17858 15539 1 15 Fail Concrete breakout, - - 1.15 Fail(Governs) combined Pryout 4465 4769 0.94 Pass FAIL!Selected anchor type and embedment do not meet the selected design criteria. 12.Warnings Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www-strongtie.com rdyewOyui4oi • Anchor Designer TM Company: Date: 1/7/2019 Engineer: Page: 1/5 Software Project: Version 2.5.6582.27 Address: m Phone: E-mail: 1.Proiect information Customer company: Project description:Red Vines 1 Guardrail Customer contact name Location: Customer e-mail: Fastening description: Comment: F� 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):7.25 —� State:Cracked Anchor Information: Compressive strength,fc(psi):4000 Anchor type:Cast-in-place 4)o,v: 1.0 Material:AWS Type B Reinforcement condition:B tension,B shear Diameter(inch):0 625 Supplemental reinforcement: Not applicable + Effective Embedment depth,hef(inch):5.000 Reinforcement provided at corners:No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):6.38 Ignore Edo requirement:No Cmin(inch): 1.38 Build-up grout pad:No Smin(Inch):2.50 Base Plate Load and Geometry Length x Width x Thickness(inch):12.00 x 14.00 x 0.50 Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear:17.2.3.5.2 not applicable Do factor:not set 1747 �b Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No / _I1 <Figure 1> 44 P 1747 3091 0 ft-lb 0 ft-lb I Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-Tie Company Enc. 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com rage 44u or 40 i ' Anchor Designer TM Company: I Date: 1/7/2019 Engineer: Page: 2/5 Software Project: Version 2.5.6582.27 Address: e Phnna- E-mail: <Figure 2> I of v; i I - - In 19.00 19.00 Recommended Anchor Anchor Name:Headed Stud-5/8"0 AWS Type B Headed Stud Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-Tie Company Inc. 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925 847.3871 www.strongtie corn rage 44"1 OT 4b-1 ° Anchor DesignerT"' Company: I Date: 1/7/2019 Software Engineer: Page: 3/5 Project: Version 2.5 6582 27 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax(lb) Way(lb) V(Vuax)Z+(Vuay)Z(lb) 1 1 873.5 873.5 1549.5 1778.8 2 873.5 873.5 1549.5 1778.8 1 Sum 1747.0 1747.0 3099.0 3557.5 Maximum concrete compression strain(%o):0.00 <Figure 3 Maximum concrete compression stress(psi):0 o2 Resultant tension force(lb): 1747 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 IMF- X 01 4.Steel Strength of Anchor in Tension(Sec 17 41) Ns.(lb) 0 ^i (Ib) 19940 0.75 14955 S.Concrete Breakout Strength of Anchor in Tension(Sec 17A.2) Nb a(Eq. 17.4.2.2a) kc Aa fc(psi) her(In) Nb(Ib) 24.0 1.00 4000 5.000 16971 0.750Ncbg=0.750(ANc/ANc.)Wec,N`/ed,NVc,N`Pcp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) l ANc(Inz) ANc.(Inz) Ca,min(In) V'ec,N V/ad,N Vc,N V'cp,N Nb(Ib) 0 0.750Ncb9(lb) 318.75 225.00 4.75 1.000 0.890 1.00 1.000 16971 0.70 11233 6.Pullout Strength of Anchor in Tension(Sec 17.43) 0.750Npn=0.750VIc,PNp=0.750Vfc,P8Abrgfc(Sec. 17.3.1, Eq. 17.4.3.1 &17.4.3.4) 'Yc,P Ab g(Inz) fc(psi) 0 0.75^� (lb) 1.0 0.92 4000 0.70 15456 �J . Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibilitY Simpson Strong-T;e Company Inc. 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Company: Date: 1/7/2019 Engineer: g # Anchor Designer TM Pa e: 4/5 Software Project: Version 2.5 6582 27 Address: % Dhonc E-mail: $Steel Strength of Anchor in Shear(Sec,17.5.11 Vsa(lb) 09rou1 0 OgmutoVsa(lb) 19940 1.0 0.65 12961 Q Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=min 17(/e/da)1.2gdaAagf'cca,1-5;9Aa4fcca,l.51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa fc(psi) Ca,(in) Vby(I b) 5.00 0.625 1.00 4000 19.00 43936 OVcbgy=0(AvclAv-)Vec,V red,V V'gvV'h,VVby(Sec. 17.3.1 &Eq. 17-5.2.1b) Avc(in2) Avco(in2) Vlec,V %d,v VqV V'h.v Vby(I b) 0 OVcbgy(Ib) 306.31 1624.50 1.000 0.750 1.000 1.983 43936 0.70 8623 Shear perpendicular to edge in x-direction: Vbx=minl7(le/da)024daAa4fcCa,15;9Aa4fcca,l'I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) Aa N(psi) ca,(in) Vbx(Ib) 5.00 0.625 1.00 4000 12.67 23916 oVcbx=0(Avc/Avco)V'ed,VVc,VV'h,VVbx(Sec. 17.3.1 &Eq. 17.5.2.1 a) Avc(in2) Avco(in2) Ved,V Vo,V V'h,V Vbx(lb) 0 OVcbx(lb) 275.50 722.00 1.000 1.000 1.619 23916 0.70 10341 Shear parallel to edge in x-direction: Vby=minj7(/e/da)1'24daAa4fcoa1"';9Aa4fcCa,lsl(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa fc(psi) ca,(in) Vby(I b) 5.00 A 0.625 1.00 4000 19.00 43936 16Vcbgx=0(2)(Avc/Avco)V'ec,vVV'ed,vV o,vV'h,vVby(Sec. 17.3.1, 17.5.2-1(C)&Eq. 17.5.2.1 b) Avc(in2) Avco(in2) %0,V VYad,V K'V V'h,v Vby(I b) 0 OVcbgx(lb) 30631 1624.50 1.000 1.000 1.000 1.983 43936 0.70 22996 Shear parallel to edge in y-direction: Vbx=minl7(/e/da)0.24deAa4fcc.,1 5;9Aa4feCail 5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) Aa fc(psi) Ca,(in) Vbx(I b) 5.00 0.625 1.00 4000 4.75 5492 OVcby=0(2)(Avc/Avco)V'ed,VVYc,VV1h,VVbx(Sec. 17.3.1,17.5.2.1(c)&Eq. 17.5.2.1a) Avc(in2) Avco(in2) V'ed,V V'c,v V'h,V Vbx(I b) 0 OVcby(I b) 101.53 101.53 1.000 1.000 1.000 5492 0.70 7689 10 Concrete Pryout Strength of Anchor in Shear(Sec.17.5.31 OVcpg=OkcpNcbg= Okcp(ANc/ANco)Tlec,N V'ed,N V s,N V cp,NNb(Sec. 17.3.1 &Eq.17.5.3.1 b) kcp Am(in2) ANco(in2) 'Ye c,N Yed,N V'c,N %gN Nb(I b) 0 OVcpg(lb) —TO-3 18.7 5 225.00 1.000 0.890 1.000 1.000 16971 0.70 29956 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.1 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-Tie Company Inc. 5956 W-Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925 847 3871 www strongtie com rage44-1 or 410€ '1 Anchor Designer TIM Company: Date: 1/7/2019 - 1 Engineer: Page: 5/5 Software Project: Version 2.5.6582.27 Address: • Phone: E-mail: Tension Factored Load, Nua(lb) Design Strength, oNn(lb) Ratio Status Steel 874 14955 0.06 Pass Concrete breakout 1747 11233 0.16 Pass(Governs) Pullout 874 15456 0.06 Pass Shear Factored Load,Vua(lb) Design Strength,OVn(lb) Ratio Status Steel 1779 12961 0.14 Pass T Concrete breakout y+ 3099 8623 0.36 Pass T Concrete breakout x+ 1747 10341 0.17 Pass Concrete breakout y+ 1747 22996 0.08 Pass Concrete breakout x+ 1550 7689 020 Pass Concrete breakout, - - 0.40 Pass(Governs) combined Pryout 3558 29956 012 Pass Interaction check Nua/ONn V./OVn Combined Ratio Permissible Status Sec. 17.6..2 000 0.40 39.7% 1.0 Pass 5/8"0 AWS Type B Headed Stud with hef=5.000 inch meets the selected design criteria. 12.Warnings -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination Therefore the ductility requirements of ACI 318 17 2 3.4 2 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17 2.3.5.2 for shear need not be satisfied—designer to verify. Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility- Simpson Strong-Tie Company Inc 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925 560 9000 Fax:925 847 3871 www strongtie corn J rage 444 oT 4b I ' Anchor DesignerT"" Company: Date: 1/7/2019 Engineer: Page: 1/5 Software Project: Version 2.5 6582.27 Address: Phone: E-mail: 1.Pro4ect information Customer company: Project description:Red Vines 1 Guardrail Customer contact name Location: Customer e-mail: Fastening description: Comment: 1 2.Input Data&Anchor Parameters I] General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):7.25 State:Cracked 7 Anchor Information: Compressive strength,fc(psi):4000 Anchor type:Cast-in-place 4Jo,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension, B shear Diameter(inch):0 625 Supplemental reinforcement:Not applicable Effective Embedment depth,hef(inch):3.500 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):4.88 Ignore 6do requirement:No Cmin(inch):3.75 Build-up grout pad:No Smin(inch):3.75 Base Plate Load and Geometry Length x Width x Thickness(inch):6.00 x 14.00 x 0.50 Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.2 not applicable Qo factor:not set Apply entire shear load at front row:No 1747 [b Anchors only resisting wind and/or seismic loads:No 1 <Figure 1> I .1 309! 0 ft-lb y1 0 ft-lb JInput data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility ISimpson Strong-Tie Company Inc 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925 560.9000 Fax:925 847 3871 www.strongtie.com cJ Anchor Designer Company: Date: 1/7/2019 g Engineer: Page: 2,5 Software Project: Version 2.5.6582.27 Address: Phone: E-mail: <Figure 2> 14.00 N N 19.00 _.� 19.00 Recommended Anchor Anchor Name: Heavy Hex Bolt-5/8"0 Heavy Hex Bolt, F1554 Gr.36 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925 847.3871 www strongtie com rage 440 OT 4b-1 LTA • Anchor DesignerT"' Company: I Date: 1/7/2019 Engineer: Page: 3/5 Software Version 2.5.658227 Project:Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax(Ib) Vuay(Ib) q(Vuax)Z+(Vuay)Z(lb) .1 1747.0 0.0 3099.0 3099.0 Sum 1747.0 0.0 3099.0 3099.0 Maximum concrete compression strain(%o):0 00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb): 1747 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Y Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 - Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X IF 4_._Steel,Strength of Anchor in Tension (Sec. 17.4.1) Ns.(Ib) 0 (Ib) 13100 0.75 9825 J 5.Concrete Breakout Strength of Anchor in Tension(Sec 1T 4 21 Nb=kc ia*'chd I(Eq. 17.4.2.2a) kc Aa f'�(psi) her(In) Nb(Ib) 24.0 1.00 4000 3.500 9939 0.750Ncb=0.750(ANC/ANW)Vled,Ny'c,Ny'cp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1a) ANc(in2) AN.(m2 ca,.m(In) Wed,N Yo,N Vcp,N Nb(lb) ¢ 0.75^b(lb) 99.75 110.25 4.25 0.943 1.00 1.000 9939 0.70 4451 l 6.Pullout Strength of Anchor in Tension(Sew 17 4 3) 0.750Npn=0.750VgPNp=0.750Vc,P8Abr9fC(Sec. 17.3.1, Eq. 17.4.3.1 &17.4.3.4) y'c,P Abr9(in2) fc(psi) 0 0.75^� (lb) 1.0 0.67 4000 0.70 11273 J J Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 9 P Y Sinn;.son Strong-'Tie Company ir:c. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com J rage441 UT'+01 Company: Date: 1/7/2019 Anchor DesignerTM Engineer: Page: 4/5 Software Project: Version 2.5.6582.27 Address: DF.n E-mail: 8 Steel Strength of Anchor in Shear(Sec.17.5.11 Vsa(Ib) Ogrout 0 OgroutoVsa(lb) 7865 1.0 0.65 5112 9 Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=minl7(le/da)024deA.4fccall'5;9A.agf1cCa11.51 (Eq.17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) A,a fc(psi) cal(in) Vby(Ib) 3.50 U.62b 1.00 4000 19.00 40911 OV cby=0(Avc/Avco)Ved,vVfc,vVh,vVby(Sec. 17.3.1 &Eq. 17.5.2.1 a) Avc(in2) Avon(in2) V'ed,V Va,V V'h,v Vby(Ib) 0 OVcby(lb) 237.44 1624.50 0.745 1.000 1.983 40911 0.70 6180 Shear parallel to edge in y-direction: Vbx=minl7(/e/da)021ldaAaqfcca115;9A-lfcca1151 (Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) A.a fc(psi) cal(in) Vbx(Ib) 3.50 A 0.625 1.00 4000 4.25 4328 OV cby=0(2)(Avc/Avco)V ed,vV'C,vV'h,vVbx(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1 a) Avc(in') Avco(in') Yed,V VC,V VV'h,V Vbx(Ib) 0 OVcby(lb) 81.28 81.28 1.000 1.000 1.000 4328 0.70 6059 10 Concrete Prvout Strength of Anchor in Shear(Sec,17.5.31 OVcp=okcpNcb= Okcp(ANC/ANco)V',dNVc,NV'cp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1a) kcp AN.(in2) AN.(in2) Ved,N Va,N Top,N Nb(lb) 0 OVcp(ib) 2.0 99.75 110.25 0.943 1.000 1.000 9939 0.70 11870 11.Results Interaction of Tensile and Shear Forces(Sec.R17.61 Tension Factored Load, Nua(lb) Design Strength,o%(lb) Ratio Status Steel 1747 9825 0.18 Pass Concrete breakout 1747 4451 0.39 Pass(Governs) Pullout 1747 11273 0.15 Pass Shear Factored Load,Vua(lb) Design Strength,oVn(lb) Ratio Status Steel 3099 5112 0.61 Pass(Governs) T Concrete breakout y+ 3099 6180 0.50 Pass II Concrete breakout x+ 3099 6059 0.51 Pass Pryout 3099 11870 0.26 Pass Interaction check (Nu./ON..)' (Vua/0Vaa)-13 Combined Ratio Permissible Status Sec. R17.6 0.21 0.43 64.5% 1.0 Pass 5/8"0 Heavy Hex Bolt,F1554 Gr.36 with hef=3.500 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 945B8 Phone:925.560.9000 Fax:925,847.3871 www.strongtie.com rage 442f OT 410_1 Anchor DesignerTM Company: Date: 1/7/2019 Software Engineer: Page: 5/5 Project: Version 2.5.6582.27 Address: a: Phone: E-mail: 12.Warnings -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3 4.2 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2 3.5.2 for shear need not be satisfied—designer to verify. Designer must exercise own judgement to determine if this design is suitable. I _1 .l Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for 9 e o plausibility. q Simpson Strong-Tie Company Inr 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847 3871 www.strongtie.com ydy rI rage'+'+yof1+0i M Anchor DesignerTM Company: I Date: 1/9/2019 l Engineer: Page: 1/4 Software Project: 1 - Version 2.5.6582.27 Address: • Phone: E-mail: Project information Customer company: Project description: Customer contact name. Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):7.25 1 State:Cracked Anchor Information: Compressive strength,fc(psi):4000 Anchor type:Torque controlled expansion anchor 4J.,v: 1.0 Material:Stainless Steel Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):3.875 Reinforcement provided at corners:No Effective Embedment depth,her(inch):3.375 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-3037 Ignore concrete breakout in shear:No Anchor category:1 Ignore 6do requirement: Not applicable Anchor ductility:Yes Build-up grout pad: No hmin(Inch):6.00 cep(inch):7.00 Base Plate Cmin(inch):5.00 Length x Width x Thickness(inch):9.00 x 12.00 x 0.50 Smin(Inch):5.50 I Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No 842 lb j <Figure 1> / - 1729 lb 1 0 ft-lb X 1229 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Si€npson Strong-Tie Company iitc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com J . • Company: Date: 1/9/2019 • Anchor Designer TM Engineer: -Pages-2/d Software Project: Version 2.5.6582.27 Address: Phone: E-mail: � <Figure 2> 12.00 I 0 •i • �o 9.00 Recommended Anchor Anchor Name:Strong-Bolt®2 Stainless Steel-1/2"0 SS Strong-Bolt 2,hnom:3.875"(98mm),cmin:5' Code Report: ICC-ES ESR-3037 41110 1 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847,3871 www.strongtie.com rage401 OT401 6 Anchor DesignerTM Company Date: 1/9I2019 Engineer: Page: 3/4 Software Project: I Version 2.5.6582.27 Address: Phone: ' I E-mail ` 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax(lb) Vuay(Ib) 4(Vuax)2+(Vuay)2(lb) 1 962.1 0.0 432.3 432.3 2 10.6 0.0 432.3 432.3 3 10.6 0.0 432.3 432.3 4 962.1 0.0 432.3 432.3 Sum 1945.3 0.0 1729.0 1729.0 Maximum concrete compression strain(%o):0.04 <Figure. 3 Maximum concrete compression stress(psi): 175 Resultant tension force(lb): 1945 01 o2 Resultant compression force(lb): 1104 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):4.40 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0 00 o3 4.Steel Strength of Anchor in Tension(Sec 17 41) Nsa(Ib) 0 ONm(Ib) 12075 0.75 9056 5.Concrete Breakout Strength of Anchor in Tension(Sec 17 4 2) Nb=kcAallf'chefl'S(Eq. 17.4.2.2a) kc Aa f'c(psi) hef(In) Nb(lb) 17.0 1.00 4000 3.375 6666 ONcbg=0(ANc/ANcc)'Yec,N'Yed,NWC,NY%p,NNb(Sec. 17.3.1 &Eq. 17.4.2.1b) 1 ANc(in 2) ANco(in2) ca,mm(In) %C,N Vf'ed,N Y'c,N y'cp,N Nb(Ib) ¢ ONcbg(Ib) 308.39 102.52 0.535 1.000 1.00 1.000 6666 0.65 6972 1 6. Pullout Strength of Anchor in Tension(Sec 17.4.3) ONpn=OY'c,PA^(Pc/2,500)n(Sec. 17.3.1,Eq. 17.4.3.1 &Code Report) V'c,P A a Np(lb) f c(psi) n 0 ONpn(lb) 1.0 1.00 4305 4000 0.50 065 3540 _I �.J 9 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Sio pson Strang-Tie Company inc. 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925 847.3871 www strongtie com Company: J Date: 1/9/2019 Anchor Designer"' Engineer: -Pages A/4 Software Project: Version 2.5.6582.27 Address: Phone: E-mail: a Steel Strength of Anchor in Shear(Sec.17.5.11 Vsa(Ib) Ogrout 0 OgroutoVsa(lb) 7245 1.0 0.65 4709 10 Concrete Rout Strength of Anchor in Shear(Sec.17.5,31 OVcpg=okcpNcbg=okcp(ANc/ANoo)Wec,NVed,NWc,NVcp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1b) kcp Aw(Inz) AN.(Inz) Vec,N %d,N Pc,N Vcp,N Nb(lb) 0 OVcpg(lb) 2.0 308.39 102.52 1.000 1.000 1.000 1.000 6666 0.70 28076 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.) Tension Factored Load, Nua(lb) Design Strength,o%(lb) Ratio Status Steel 962 9056 0.11 Pass Concrete breakout 1945 6972 0.28 Pass(Governs) Pullout 962 3540 0.27 Pass Shear Factored Load,Vua(lb) Design Stienyl.h,o (lb) Ratio Status Steel 432 4709 0.09 Pass(Governs) Pryout 1729 28076 0.06 Pass Interaction check Nu./ON Vua/OVn Combined Ratio Permissible Status Sec. 17.6..1 0.28 0.00 27.9% 1.0 Pass 1/2"0 SS Strong-Bolt 2,hnom:3.875"(98mm),cmin:5"meets the selected design criteria. 12,Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. simpscn stmig-Tie Company inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.90nn Fax:925.847.3871 www.strongtie.com Anchor DesignerT"" Company: Date: 1/9/2019 Engineer: Page: 114 Software Project: Version 2.5.6582.27 Address: Phone: E-mail 1.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units:Imperial units Concrete thickness,h(inch):7.25 State:Cracked Anchor Information: Compressive strength,f.(psi):4000 Anchor type:Torque controlled expansion anchor 4jc,v: 1.0 Material:Stainless Steel Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):3.875 Reinforcement provided at corners:No Effective Embedment depth,haf(inch):3.375 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-3037 Ignore concrete breakout in shear:No Anchor category:1 Ignore Edo requirement:Not applicable Anchor ductility:Yes Build-up grout pad:No hmin(Inch):6.00 cec(inch):7.00 Base Plate Cmin(inch):5.00 Length x Width x Thickness(inch):9.00 x 9.00 x 0.50 Smin(Inch):5.50 Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable Z Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No 1613 lb <Figure 1> 0 ft-lb 1626 lb , 4 -Y 0 Ib 0 ft-lb X - 1149 ft4b i t Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925 560.9000 Fax:925.847.3871 www.strongtie.com Company: Date: 1/912019 Vrklf ' Anchor Designer TM Engineer: Page: 2/4 Software Project: Version 2.5.6582.27 Address: vi Phone: E-mail: <Figure 2> 17 9.00 Now � f - r h Q p O 6.00 I � I I 1 Recommended Anchor Anchor Name:Strong-Bolt®2 Stainless Steel-1/2"0 SS Strong-Bolt 2,hnom:3.875"(98mm),cmin:5" Code Report: ICC-ES ESR-3037 OTC Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-Tfe Company Inc 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560-9000 Fax:925 847 3871 www.strongtie.com rOI�.0YVVVIYVI • Anchor Designer TIM Company: Date: 1/9/2019 Engineer: Page: 3/4 Software Project: Version 2.5.6582.27 Address: A Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax(lb) Vuay(Ib) 4(Vuax)2+(Vuay)2(lb) 1 1418.0 0.0 406.5 406.5 2 90.3 0.0 406.5 406.5 1 3 90.3 0.0 406.5 406.5 4 1418.0 0.0 406.5 406.5 Sum 3016.7 0.0 1626.0 1626.0 Maximum concrete compression strain(%o):0.07 <Figure 3> Maximum concrete compression stress(psi):286 Resultant tension force(lb):3017 r o 2 Resultant compression force(lb):1405 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):2.64 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 1 r.A XT o 3 4.Steel Strength of Anchor in Tension(Sec. 17.4.1) Nsa(Ib) 0 (Ib) 12075 0,75 9056 5.Concrete Breakout Strength of Anchor in Tension(Sec,17.4.2) Nb=kcAagf'chefl.5(Eq. 17.4.2.2a) 1 kc A. Fe(psi) her(In) Nb(Ib) 17.0 1.00 4000 3.375 6666 ^bg=0(A NCIANco)Vec,N V"ed,N�C,NVIcp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1b) 1 ANc(Inz) ANco(In z) Ca,min(In) Vec,N 'Fe tl,N Wc,N V'cp,N Nb(I b) 0 ONebg(Ib) I{ 260.02 102.52 0.657 1.000 1.00 1.000 6666 0.65 7223 6.Pullout Strength of Anchor in Tension(Sec.17 4.31 ONpc=OYo,PAaNP(Fc/2,500)n(Sec. 17.3.1,Eq. 17.4.31 &Code Report) 'f%,P A Np(Ib) f'c(psi) n 0 ONpn(Ib) 1.0 1.00 4305 4000 0.50 0.65 3540 J J J Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strorrq-'Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com J Company: Date: 19 ' Anchor DesignerT"" 1/9/20 4/4 Engineer: Page: Software Project: Version 2.5.6582.27 Address: Phone: t-mail: 8 Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(Ib) Ogiout 0 OgroetoVsa(lb) 7245 1.0 0.65 4709 10 Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcpg=Oko^bg= okcp(ANc/ANco)'Fec,NVfed,NV1c,N'Fcp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1b) 1 kcp ANc(in') AN.(in') %e,N Ted,N Ye,N Vcp,N Nb(Ib) 0 OVcpg(lb) 2.0 260.02 102.52 1.000 1.000 1.000 1.000 6666 0.70 23672 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.1 Tension Factored Load, Nee(lb) Design Strength,o%(lb) Ratio Status Steel 1418 9056 0.16 Pass Concrete breakout 3017 7223 0.42 Pass(Governs) Pullout 1418 3540 0.40 Pass Shear Factored Load,Vua(lb) Design Strength,OW(lb) Ratio Status Steel 407 4709 0.09 Pass(Governs) Pryout 1626 23672 0.07 Pass Interaction check Nua/¢Nc Vea/OV Combined Ratio Permissible Status Sec. 17.6..1 0.42 0.00 41.8% 1.0 Pass 1/2"0 SS Strong-Bolt 2,hnom:3.875"(98mm),cmin:5"meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson,3trang-Tia Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925 560.9000 Fax:925 847.3871 www.strongtie.com Date: 119I2019 t&mail' Page: 1,`5 Anchor Designer TM SOftware � VeWon 2.5.6582 27 o Project description: 1.Pro'ect information Location Customer company Fastening description: Customer contact name: Customer e-mail-- Comment: Base Material 2.In ut Data&Anchor Parameters Concrete.Normal-weight 7 25 General Concrete thickness,h(inch), Design method:ACI 318-14 State:Cracked (psi):4000 Units:Imperial units Compressive strength,f'�(p ) W"V 1.0 B shear Anchor Information: Reinforcement condition.B tension,applicable Anchor type:Torque controlled expansion anchor Supplemental reinforcement:Not app Material:Stainless Steel Reinforcement provided at corners No No Diameter(inch):0.625 inch).4.625 Ignore concrete breakout in tension. o Nominal Embedment depth(Inch) 4.000 Ignore concrete breakout in shear.No Effective Embedment depth, ( ignore Edo requirement:Not applicable Code report:,CC_ES ESR 3037 Build-up grout pad:No Anchor category 1 Anchor ductility Yes Base Plate 6.00 x 6.00 x 0.50 (inchy.7.20 Length x Width x Thickness(inch): J c,�(inch):8.57 Cm,n(inch):4.00 Smn(Inch):6.25 1 Load and Geometry Load factor source-ACI 318 Section 5.3 Load combination.not set applicable Anchors subject Seismic design-No ed to sustained tension.Not,No 0 lb Apply entire shear load an front and o1 e:smic loads:No / Anchors only resisting v l <Figure 1> 6091b Y Oftlb 0 Ib N J X z�6 ft b uidelines must be checked for plausibility- input with the existing circumstances,the standards an g strongtie com 1 Input data and results must be cheoNked asrPo ilas Boulevard Pleasanton,CA 94588 Phone.925.560.9000 Fax'.97.5.847 3871 www� �J 5956 Simpson Strong-Tie Gpmpany rage 45o or 4b-t • • Anchor D TM esigner UE-mail: ;aM Software 9/2019Version 2.5.6582.27 5<Figure 2> 6.00 s AO 4� .00 Recomrnended Anchor e Anchor Name-Strong-Bolt®?Stainless Steel-5/8,,01 SS Code Report; IMES ESR-3037 Strong-Solt 2,hnom:4.625"(117mm) Minn Input data and results must be checked for agreement with the existing Simg�son Stro'19"i8 Company Inc, 5956 W Las posit,,Boulevard Pleasanton,CA 94588 g circumstances,the standards and guidelines must be checked for plausibility. Phone 925.580.9000 Fax 925 847 3871 wwty strongtie.com rage 45y OT 4o I Anchor DesignerTM Company: I Date: 1/9/2019 Engineer: I Page: 3/5 Software Project: Version 2.5.6582.27 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nce(lb) V..(lb) Way(Ib) 4(Vuaz)2+(Vuay)2(lb) 1 715.3 0.0 609.0 609.0 Sum 715.3 00 609.0 609.0 i 1 Maximum concrete compression strain(%e):0.05 <Figure 3> Maximum concrete compression stress(psi):211 Resultant tension force(lb):715 Resultant compression force(lb):715 t Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 XT i l4.Steel Strength of Anchor in Tension(Sec.17.4.11 Ns.(lb) 0 ^.(Ib) 1 17930 0.75 13448 fr 5.Concrete Breakout Strength of Anchor in Tension(Sec 17 4 2j Nb=kcA.allfchef"(Eq. 17.4.2.2a) kc A.a fc(psi) hef(in) Nb(Ib) 17.0 1.00 4000 4.000 8601 ONcb=0(ANc/ANco)VfedNWc,NV'cp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1a) Am(in2) ANco(in2) Ca,min(In) Ved,N Wc,N Wcp,N Nb(lb) 0 yW,c (lb) 120.00 144.00 4.00 0.900 1.00 1.000 8601 0.65 4193 6.Pullout Strength of Anchor in Tension(Sec 17 4 3) ONpn=OV'c,PA^f W2,500)n(Sec. 17.3.1,Eq. 17.4.3.1 &Code Report) V'c,P A.a Np(lb) fc(psi) n 0 ONpn(Ib) 1.0 1.00 5783 4000 0.40 0.65 4536 J - J JInput data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-Tie Company Inc. 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925 560.9000 Fax:925 847.3871 www.strongtie.com J Company: Date: 1/9/2019 Anchor Designer TM Engineer: Page: 4/5 Software Project: Version 2.5.6582.27 Address: a1 Phone: E-mail: 8 Steel Strength of Anchor in Shear(Sec.17.5.11 Vsa(lb) Ogml 0 Ogrwtovsa(lb) 9613 1.0 0.65 6248 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.21 Shear perpendicular to edge in y-diractinn: Vby=minJ7(1e/da)024daA.lf'cCa11-5,9AaVf'CCa115I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) Aa Fc(psi) Cal(in) Vby(Ib) 4.00 0.625 1,00 4000 4.00 4059 OV cby=0(Avc/Avco)Yyed,V Vfc,V Vfh,vVby(See. 17.3.1 &Eq. 17.5.2.1 a) Ave(In2) Aw.(In2) 'Yed,v Yvo,v Yyh,v Vby(Ib) 0 ¢Vcby(Ib) 72.00 72.00 1.000 1.000 1.000 4059 0.70 2841 10 Concrete Pryout Strength of Anchor in Shear(Sec 17 5 3) 0Vcp=¢kcpNcb=¢kcp(ANc/ANco)Vfed,NY%,NYop,NNb(Sec. 17.3.1 &Eq. 17.5.3.1a) kcp ANc(In2) ANco(In2) Ved,N Vc,N Yop,N Nb(Ib) 0 OVcp(lb) 2.0 12U.UU 144.00 0.900 1.000 1.000 8601 0.70 9031 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.) Tension Factored Load, Nua(lb) Design Strength,oNn(lb) Ratio Status Steel 715 13448 0.05 Pass Concrete breakout 715 4193 0.17 Pass(Governs) Pullout 715 4536 0.16 Pass -Shear Factored-Load,Vua(lb)- ---Design Strength,-oVn(lb) Ratio Status Steel 609 6248 0.10 Pass T Concrete breakout y+ 609 2841 0.21 Pass(Governs) Pryout 609 9031 0.07 Pass Interaction check Nea/¢Ne Vua/OVo Combined Ratio Permissible Status Sec. 17.6..2 000 0.21 21.4% 1.0 Pass 5/8"0 SS Strong-Bolt 2,hnom:4.625"(117mm)meets the selected design criteria. input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Sinipson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925 560.9000 Fay.:925 847 3871 www strongtie com rage 4n i or 40-1 ' Anchor Designer T"" Company: Date: 1/9/2019 " o '' . Project: ry � Software Engineer: Page: 5/5 1 Version 2.5.6582.27 Address: -1 Phone: I E-mail: 12.Warnings �1 -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per I designer option. Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions. _ 1 - 1 _l 1 1 _J .J J .J Input data and results must be checked fora agree ment ent with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-Tie Company Inc. 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com J i reya'rooui +oi ' Anchor DesignerT"' Company: Date: 1/9/2019 Engineer: Page: 4/4 Software Project: Version 2.5.6582.27 Address: • Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(Ib) 09rout 0 OgmutoVsa(lb) 7245 1.0 0.65 4709 l 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.31 OVcpg=okcpNcbg= Okcp(ANc/ANc)Wec,NVfed,NV'c,NV'cp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1b) kcp ANc(in2) AN.(inz) Vec,N Ved,N Vo,N Vcp,N Nb(Ib) 0 OVcpg(lb) 2.0 260.02 102.52 1.000 1.000 1.000 1.000 6666 0.70 23672 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.) Tension Factored Load, Nua(lb) Design Strength,oNa(lb) Ratio Status Steel 1418 9056 0.16 Pass Concrete breakout 3017 7223 0.42 Pass(Governs) Pullout 1418 3540 0.40 Pass Shear Factored Load,Vca(lb) Design Strength,oW(lb) Ratio Status Steel 407 4709 0.09 Pass(Governs) Pryout 1626 23672 0.07 Pass Interaction check Nua/^ Vaa/OV Combined Ratio Permissible Status Sec. 17.6..1 0.42 0.00 41.8% 1.0 Pass 112"0 SS Strong-Bolt 2,hnom:3.875"(98mm),cmin:5"meets the selected design criteria. � 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions i Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925 847 3871 www.strongtie.com _ J rage +ouui +oi Anchor Desi nerT"" Company: Date: 1/9/2019 g Engineer: Page: 3/4 ! Software Promect: Version 2.5.6582 27 Address: ri Phone: E-mail: 3. Resulting A_n_c_hor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vua (lb) Way(lb) 1i(Vuax)z+(Way)2(lb) 1 1418.0 0.0 406.5 406.5 2 90.3 0.0 406.5 406.5 3 90.3 0.0 406.5 406.5 4 1418.0 0.0 406.5 406.5 Sum 3016.7 0.0 1626.0 1626.0 Maximum concrete compression strain(%o):0.07 <Figure 3> Maximum concrete compression stress(psi):286 Resultant tension force(lb):3017 01 �2 Resultant compression force(lb):1405 Eccentricity of resultant tension forces in x-axis,e'NX(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):2.64 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 XT (D 4 3 4 Steel Strength of Anchor in Tension(Sec.17.4.11 N.(Ib) 0 (Ib) 12075 0.75 9056 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.�1 Nb=kcA.4f'chd S(Eq. 17.4.2.2a) kc a.e fc(psi) her(In) Nb(Ib) 17.0 1.00 4000 3.375 6666 ONO,=0(AN.I ANco)%gNY'ed,NY'c,NY'cp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) ANc(Inz) AN.(In2) CaAn(In) VPec,N Vled,N Vc,N Vcp,N Nb(Ib) 0 ONcbg(Ib) 260.02 102.52 - 0.657 1.000 1.00 1.000 6666 0.65 7223 C Pullout Strength of Anchor in Tension(Sec. 17.4.3) ONpn=OY1.,PAaNp(fc/2,500)n(Sec. 17.3.1,Eq. 17.4.3.1 &Code Report) y%P Aa Np(lb) fc(psi) n 0 ONpn(lb) 1.0 1.00 4305 4000 0.50 0.65 3540 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson S'trong-'ile Company Irc 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925 560 9000 Fax:925.847.3871 www strongtie com PROJECT MEMO 1®019 TO: Matt Frause DATE: December 4, 2019 Project Manager Sierra Construction Company, Inc FROM: Andy Pflueger PROJECT NO.: 2170821.20 2170892.20 Tacoma-(253)383-2422 PROJECT NAME: Gayteway Building C&B SUBJECT: I Rebar Placement in Slab Permit#: BLDG2426, BLDG2850 Address: 19927 671h Ave NE Matt, It is our understanding that it was observed by the Building Inspector(Christina Humphrey with SAFEbuilt)that some of the slab reinforcing at Building C was not placed within the depth of the slab on grade as specified on the structural drawings. Rather, the rebar in the area observed was in direct contact with the capillary break material at the bottom of the slab. The location observed is approximately 4-ft east of grid D, and 28'-6" south of grid 8, in Building C. In general the slab on grade is a non-structural element that may be completely unreinforced (like it is specified in the center bays of the building). The reinforcing specified around the perimeter of the building is provided for additional crack control during the heavy loading conditions of the panel lifting crane around the perimeter of the building. Reinforcing also ties the concrete tilt-up panels into the building foundation system around the perimeter of the building. We estimate that the reinforcing steel is stressed around 20% of capacity and would require significant corrosion and section loss before it indicated a significant structural deficiency. Further, the capillary break material and overexcavation of the site separates the slab from moisture and native soils that would contribute to any corrosion of exposed steel reinforcing. Our understanding is that the contractor uses crew members to lift the rebar into the specified location as they go, to ensure proper placement of the reinforcing steel. This condition may be an isolated area. The contractor has made several cores through the slab in the southwest corner of the building that are able to locate the reinforcing depth within the slab, including the one location identified by the Building Inspector. Our understanding is that the contractor has eight cores that show concrete cover of 2" or more. Some of the cores drilled did not cut through reinforcing. Please see the attached core location plan provided by the contractor. This confirms that the condition reported by the Building Inspector is likely an isolated condition. Our recommendations are as follows: We do not recommend any remediation of the slab reinforcing with inadequate cover because it appears to be an isolated area and the structural demand on the reinforcing is very low • We do not believe that the contractor should stop work on further construction of the building, constructing and erecting of panels, etc. Any remediation to the slab, if required, could be executed after the panels are constructed and erected Page 1 of 2 010 If you have any questions, please call me at(253) 383-2422. Sincerely, Andy Pflueger, PE, SE Senior Project Manager AMP/ c Dan Booth-AHBL Mark Evans- NELSON O:\201712170821120_STR\NON_CAD\OUTgoing\20191203 Memo(Slab Reinforcement Placement)2170821.20 2170892.20 docx Project Memo Page 2 of 2 a©O O Gayteway Building C&B 2170821.20 2170892,20 December 4,2019 0 T' ir ---- ------- (o ........... L-------- > IY -------------- it o e.- AV, 18. ................. ............ Af 0 0 SH1 Im IM tN w ! (� �€ ` I 4 ;� a� GAYTEWAY BUILDING C 20015 67TH AVE NE N ARLINGTON.WA SAFEbuilt® DEFERRED SUBMITAL PLAN REVIEW COMMENTS DATE: 12/19/2019 TO: GAYTEWAY BUILDING C FROM: Lou Whitford PHONE: 253-383-2422 PHONE: 206-503-5948 EMAIL: apflueger@ahbl.com EMAIL: Iwhitford@safebuilt.com PERMITS#: BLDG-2852 (ROOF TRUSSES) OCCUPANCY GROUP: F-1 PROJECT: GAYTEWAY BUILDING C TYPE OF CONSTRUCTION: III-B ADDRESS: 20015 67T" AVE NE NUMBER OF STORIES: 1 SAFEbuilt Inc. has reviewed the projects below documents for conformance to the provisions of the 2015 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The permits referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lo-w Wt�c-d. Senior Plans Examiner 1621 114'Ave SE, Ste 219 Bellevue, WA 98004 Iwhitford@safebuilt.com 0 NEW MILLENNIUM BUILOING SYSTEMS December 9,2019 To: Tim Lessard Panelized Structures Inc. Project: Gayteway Business Park Building C Arlington, WA LAMBS Job#5819-0100 Re: Final Joist Design Calculations This letter is to certify that the steel joists, girders, and bridging supplied by New Millennium Building Systems, LLC for the above-mentioned project have been designed and manufactured in accordance with the current Steel Joist Institute standards and specifications,as well as with the specified design and loading information provided on the Construction Documents. New Millennium Building Systems,LLC is a fully approved member company of the Steel Joist Institute. Respectfully, Dennis Montgomery, P.E. Civil Engineer 14200 Wuolcry Way Fallon.NCIiIdA r9406 Phonc:775-H67-?[30 F&V 775-867-2169 W%V%V.nc%rmiILColn Building,a belrcr steel experience. 0 NEW MILLENNIUM BUILOING SYSTEMS JOIST CALCULATION DEFINITION SHEET Load Types: (Figure 1) Uniform............. .Uniform line load applied to TC or BC Net Uplift......... ._...___..•._,Uniform line load applied to TC(not concurrent w/uniform dead or live loading) Gross Uplift.............•..................,Uniform line load applied to TC(concurrently w/factored dead loads per Code requirements) Axial...........................................Compressive/Tensile(+/-)forces applied to TC or BC Concentrated Load......................Vertical load applied at given location Conc @ any pp__---___. Vertical load applied at any panel point(local panel bending not applied to chords) Conc anywhere............................Vertical load applied at any location along chord(local panel bending applied to chords) Conc w/bending...------.................Vertical load applied at given location(local panel bending applied to chords) Category: (Figure 1) DL___. Dead Load LL_ Live Load TL_____________________Total Load (DL+LL) IP,_ ---------- Inward Inward Pressure WL__ Wind Load SM _ _ _ Seismic Load CL................._ Collateral Load SL__.._._ ____..Snow Load (1),(2),(3),etc. Individual Separate Design Load Cases Position: (Figure 1) TC.................. _Top Chord BC Bottom Chord Load Combinations: (Figure 2) All shown load combinations are ran for each Load Case(1,2,3,etc.) Loads Load Type Category LDad1 Lcad2 Posmcn Dlrecuon Loc+Degin Sp'End Uriform,p''J DL(-} 06d7 Or47 -C: + - -55?8 Urirorm-,p'•) LL(1) 234.22 234.22 -C + �.: 3".•55/8 Yet 0.1 rt tp:r) INL 111 E7 no 57 OD -C 3::•5 Sib Urlform:p,•) -L;2) 31900 115100 -C 4 D 5 W Ax nl pllcj Srd t9J aD0 + COnC_ce01be' DL(e'• 70000 000 -G 4 13.01i4 12-014 Cono-cad ilbs: UL re: ' 'ovuol 000 "C 4 28.0 1i4 2c-6 N Figure 1 Lctd carudirwtiona (Example only) Cose 1. 01 Case 6n'of-C1 40851TI;-WI-AX Case 2a:L I. Cese 6b.DL.-C1.+08.51TI.1-WL.AX Cos:2a:SL Ceseec OL-CL1085TL1-WL-AX.IP Case'sa:DL-CL,TL.LL Case 8a:DL-CL10.651TL;-WL-AX0P Casn •CL.rL+SL Cahn F.a:DL-CL,O BSITLI-SM.AX CRAP.W 0L.GL+1L-LL+FEM Lisp.fit.DL+CL-085fTL4SM•AX Cuse 3a.DL-CL 1 TL.SL-FEM Cuse Ac DL-CL.0.851 T LI-0 75(WL,AX•LL1 Case 3n:0l.CL+TL.LI. Cnse 7o:D1.CL.0851TLI-075(WL-AX-LL, Casa 31.DI.+CL-Tl.-IL Case 7r:M-C1.,096 TL(-C.7Si WL.AX-I.L-IP) Case 4a DL•WL-AX Cos:7":DL-CL 10.85(TLJ•076(WL-AX•LL.IP; Case 4D.DL.WL-Ax Case 7e:DL.CL.0.BSITLI4 75(SId+AX-LU Case 4a:DL.WL.AX.IP Case 7f:DL1 CL.0.85(rLa 0 75•15M A%•LL) CPse 4o ❑L-WL-AX+IP Case ae:DL+CL+O.a51TLl_0 76(WL.AX-SLJ Cuse 4e:DL-SM,AX Case 6b:DL-CL+O.t)StTLI-0 7S(WL-AX-SL: C...41:DL.SM-AX C:all Ba 91. (:L.0651L)-0.75;WL.AX.SL.I1li Cxse 6e.0.501.1TWL-AX C..ea.DL-CL+0.851TLI-0.76(WL•AX-SL-IP) Case 5D'0.MDU i WL AX Cose fie•DL•CL 10 851TL;.0 75(WL.AX•SUSM) Case 5e,08?DLL WL•AX.IP Case81 DbCL•085LTL:1075*L-AX.SL.SM) Cnsn k:0.610LI,W1.AXr1Y Case Bn:1.2.oL1,0.6(LL;,0.6.fL;,SN.,AX4-LM Figure 2 Case Se:0.61DLI+WL-AX+SM Ca It, Bo:1.2-DLJ•O,S(LL;,0 O!TL;+SM.AK.FCM Case Sr C.VDL).WL-AX-844 Interior Dimensions: —C PANEL W V2 9C. rAN_L Left End Dimensions: >V1S li3 it-3 1= Right End Dimensions: —cx 2 4 W3 1 S GCX FI1-2.'.-: Hcal F HE: FANHI —t Notes&Abbreviations: TCX-Top Chord Extension BCX-Bottom Chord Extension BPL-Base Plate Length V1S-First Vertical Web Member V2-Standard Vertical Web Member W2-First Diagonal Web Member All vertical and diagonal web members are ordered numerically progressive toward interior STRESS ANALYSIS-PAGE 1 G,� Job Number: Job Name Date Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORUERS 11/21/2019 8:51M. AM NEW MILLENNIUM Location: Joist Description: rk: AL Mlr r, SY -MS ARLINGTON,WA girder Load @ Dlag 48G4N19K5.0 Geornetry Base Length, Working Length: Joist Depth: Effective Depth: SC Panel Length: Shape, 39-8 39.4 48.00 146.14 3 @ 10-0 Parallel Chords Variable Left End Right End BC Panel 4-11 4-11 Illl III IIII I II II I I II I II II I I IIIIIIII IIIII II II III TC Panel 4-0 4-11 First Half 4-11 4-11 First Dia . 9-10 9-10 Depth 48.00 148.00 Loads Load Type Category Load1 Load2 Position Direction LoclBegin Sp/End Reference Conc Load(Ibs) TL(1) 9,500.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 19,000.00 0,00 TC + 9-10 9-8 L-BL Conc Load(Ibs) TL 1) 19,000.00 0.00 TC + 19-10 10-0 L-BL Conc Load(Ibs) TL(1) 19,000.00 0.00 TC + 29-10 10-0 L-BL Conc Load(Ibs) TL(1) 9,500.00 0,00 TC + 39-6 9-8 L-BL Uniform If CL 1) 40.00 40.00 TC + 0-0 39-8 L-BL Conc Load(Ibs) WL(1) 2,500.00 0.00 TC 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 5,000.00 0,00 TC 9-10 9-10 L-BL Conc Load Ibs WL(1) 5,000.00 0.00 TC - 19-10 19-10 L-BL Conc Load(Ibs) WL(1) 5,000.00 0.00 TC 29-10 29-10 L-BL Conc Load(Ibs) WL(1) 2,500.00 0.00 TC 39-6 39-6 L-BL Axial(Ibs) SM(3) 26,600,00 0,00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 40.00 40.00 TC + 0-0 39-8 L-BL Conc Load(Ibs) SM(3) 648.00 0.00 TC + 9-10 9-10 L-BL Conc Load(Ibs) GL 3) 6,080.00 0.00 TC + 9-10 9-10 L-BL Conc Load(Ibs) SM(3) 648.00 0.00 TC + 19-10 19-10 L-BL Conc Load(Ibs) CL(3) 6,080.00 0.00 TC + 19-10 19-10 L-BL Conc Load(Ibs) CL 3 6,080.00 0.00 TC + 29-10 29-10 L-BL Conc Load(Ibs) SM(3) 648.00 0.00 TC + 29-10 29-10 L-BL Stress Anal sis Suininary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Camp. Max BC Tension 60.00 120.00 38,786.67 38,786.67 19,696.67 85,879.01 98,361.59 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Camp. Web Length PP Dist. W2 26,600.00 39,943.23 0,00 0.00 46,423.29 11,919.71 73.34 0-2 V1S 26,600.00 39,897.14 0.00 0.00 0.00 798.86 47.44 4-0 W 3 26,600.00 39,897.14 73,136.38 18,853.90 12,174.08 47,100.16 74.90 4-11 W4 26,600.00 85,879.01 73,136.38 18,853-90 16,075.28 4,100.84 75.69 9-10 W5 26,600.00 85,879.01 98,361.59 25,355.25 4,100.84 15,905.78 75.69 14-10 W5 26,600.00 85,879,00 98,361.59 25,355.25 4,100.84 15,905.78 75.6919-10 W4 i 26,600.00 85,879.00 73,136.37 18,853.90 16,075.28 4,100.84 75.69 24-10 W3 26,600.00 39.920.59 73.136.37 18.853.90 12,174,08 47,070.40 74.90 29-10 W2 26,600.00 39,920,59 0,00 0.00 46,394,151 11,919.71 73.34 34-9 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 798.86 47.44 V2 Interior 0.00 1,717.58 4614 i STRESS ANALYSIS -PAGE 2 Job Number Job Name: Data Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 8:55.39 AM NEW MILLENNIUM Location: Joist Description: Mark: ARLINGTON,WA Girder Load @ Diag 48G4N19K5.0 G1 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 2.0930 1,0824 0,6899 1,8930 0,9905 2,4522 0,9871 3531 =3 1/2 X 3 1/2 X.313 BC 1.7800 0.9216 0.5891 1.6993 0.8652 1.5119 1.0000 13031 =3 X 3 X.313 Axial and Bending Analysis K. Fy.1 Fb' Mom of Inert+a' LL 360: LL 240: Max Bridg TC.' Max Bridg BC: 1.OD 50,000.00 30,000.00 4,104.38 12.519.80 13,779.70 26-9 314 20-7118 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Len th 46.00 70.00 60.00 59.00 57.00 1.1250 Bending Load 40.00 40,00 40,00 40.00 40,00 Min Weld Lan zx: 0.7500 Axial Load 39,943.23 39,897.14 85,879.01 39,920.59 39,920.59 Max Load Fillers TC: fa 9,542.10 9,531.09 20,515.77 9,536.69 9,536.69 92,839.98 Maximum KLlr 66.68 101,46 63,39 85.52 82,62 Max Load noFiHersTC: Fcr 35,808.61 23,476.91 36,930.00 29,113.36 30,155.83 71,893.16 Fa 21.485,17 14.086.15 22,158.00 17,468.02 10.093.50 249.34 yy: 49.34 F'e 158,473.86 68,434,83 93,147,41 96,331.71 103,210.43 SCOAURyy: Cm 0.9699 0.9304 0.8524 0.9505 0,9538 277.76 Panel Point Moment 1,203.42 1.253.62 1.000.00 1,166.67 1,166.67 BC Stress: Mid Panel Moment 513.03 813.15 500.00 402.59 814,44 0.92 Panel Point fb 20 615.77 641.46 511.68 596.96 596.96 3.707D06 Mid Panel fb 262.51 164.22 100.98 81.31 164.49 7'C Shear Stress: Fillers 0 0 4 0 0 14,011.13 Panel Point Stress 10,157.87 10,172,55 21,027,45 10,133,65 10,133.65 ec shear Stress: Mid Panel Stress 0.4526 0.6826 0.9300 0.54871 0.5326 16,358.53 TC Bearing Capacity: Web Design 19.50K-c 9.92K Member Web Tension Allow Tension Web Comp Allow Comp Weld City Material W2 46,423.29 79,023.08 11,919.71 48,093.43 13.77 x 0.227 2 3022=3 x 3 x.227 W3 12,174.08 78,227.12 47,100,16 48,038.09 13.97 x 0.227 2 A48A=3,0625 x.227 W4 16,075,28 28,624.38 4,100.84 6,24502 5 77 x 0.188 1 CW40BA= 1.5 x 1.926 x 218 W5 4,100.84 48,746.47 15,905.78 20,144.18 5.71 x 0.188 2 A38B=2.2190 x 0,199 W5 4,100.84 48,746,47 15,905,78 20,144.18 5.71 x 0.188 2 A38B=2.2190 x 0.199 W4 16,075 26 28,624.38 4,100.84 6,245.02 5.77 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W 3 12,174.08 78,227.12 47,070.40 48,038.09 13.96 x 0.227 2 A48A=3.0625 x.227 W2 46,394.15 79,023.08 11,919.71 48,093.43 13.76 x 0.227 2 3022=3 x 3 x.227 V1 000, 7,826.93 798.86 1,59424 2.00 x 0.102 1 C16BB=1.125 x 1.025 x. V2 0.00 1 6,984.691 1,717.5BI 1,925.29 2.00 x 0.118 1 C1811313=1.125 x 1.035 x.118 i STRESS ANALYSIS-PAGE 3 G� Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 1 V2112019 8:55:39 AM NEW MILLENNIUM Location 1 of r Descriplion: Mark: R,1,1 f1iN'. •iYMTFA4 ARLINGTON,WA Girder Load @ Diag 48G4N19K5.0 IGII TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 10-1 314 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-8 Clear Bearing 0-9 112 BPL Material:407050=4 x 7 x.500 BPL Material:2024 =2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.00 Reqd TL Def L180 002 Live Load 0.00 Live Load 0.00 Reqd LL Def L1120 0.00 Reqd LL Def L/120 0.01 Section Modulus 0.0000 Section Modulus 1.9543 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 4.9044 Reqd MI 0.0000 Reqd MI 0.0000 :Seat Type:T-Plate 7" Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: ❑L+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case Bd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0-85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0-85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 G,� Job Number: Job Name: Date Run- 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IU2512019 9:46:24 AM NEW MILLENNIUM Location: Joist Description: Mark: RI,,,1-1 1-T-1 ARLINGTON,WA Girder Load @ Diag 60G5N19.4K4.5 G10 Geometry Base Length. Working Length: Joist Depth. Effective Depth. BC Panel Length: Shape: 49-8 �49-4 60.00 57.45 4 Special Parallel Chords Variable Left End Right End BC Panel 5-0 5-0 114 TC Panel 4-11 5-0 114 - First Half 4-10 4-9 314 \ First Diag. 9-10 9-10 Depth 60.00 60.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp1End Reference Conc Load(Ibs) TL(1) 9,700.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 19,400.00 0,00 TC + 9-10 9-8 L-BL Conc Load(Ibs) TL(1) 19,400.00 0.00 TC + 19-10 10-0 L-BL Conc Load(Ibs) TL(1) 19,400.00 0.00 TC + 30-10 11-0 L-BL Conc Load(Ibs) TL(1) 19,400.00 0.00 TC + 39-10 9-0 L-BL Conc Load(Ibs) TL(1) 9,700.00 0.00 TC + 49-6 9-8 L-BL Conc @ any pp(Ibs) CL(1) 2,100.00 0.00 TC + Conc Load(Ibs) WL(1) 2,250.00 0.00 TC 0-2 0-2 L-BL Conc Load(Ibs) W L(1) 4,500.00 0.00 TC - 9-10 9-10 L-BL Conc Load(Ibs) WL(1) 4,500.00 0.00 TC 19-10 19-10 L-BL Conc Load(Ibs) DL(1) 7,500.00 0,00 TC + 25-3 3/8 25-3 3/8 L-OAL Conc Load(Ibs) LL(1) 12,500.00 0.00 TO + 25-3 318 25-3 318 L-OAL Conc Load(Ibs) WL(1) 4,500.00 0.00 TC 30-10 30-10 L-BL Conc Load(Ibs) WL(1) 4,500.00 0,00 TC 39-10 39-10 L-BL Conc Load Ibs) W L(1) 2,250.00 0.00 TC 49-6 49-6 L-BL Conc @ any pp(Ibs) CL(3) 2,100.00 0.00 TC + Axial(Ibs) SM(3) 25,000.00 0.00 TC + 0-0 0-0 L-BL Conc @ any p Ibs) SM(3) 4,250.00 0.00 TC + Conc Load(Ibs) SM(3) 662.00 0.00 TC + 9-10 9-10 L-BL Conc Load(Ibs) CL(3) 6,208.00 0.00 TC + 9-10 9-10 L-BL Conc Load Ibs) SM(3) 662.00 0.00 TC + 19-10 19-10 L-BL Conc Load(Ibs) CL(3) 6,208.00 0.00 TC + 19-10 19-10 L-BL Conc Load(Ibs) LL(3) 12,500.00 0.00 TC + 25-3 318 25-3 3/8 L-OAL Conc Load(Ibs) DL 3) 7,500,00 0.00 TC + 25-3 318 25-3 318 L-OAL Conc Load(Ibs) SM(3) 662.00 0.00 TC + 30-10 30-10 L-BL Conc Load(Ibs) CL(3) 6,208.00 0.00 TC + 30-10 30-10 L-BL Conc Load(Ibs) SM(3) 662.00 0,00 TC + 39-10 39-10 L-BL Conc Load(Ibs) CL(3) 6,208.00 0.00 TC + 39-10 39-10 L-BL Stress Analysis Summary R int.Pane!TC: Max Panel BC: Reaction LE: eact bn RE: Minimum Shear: Max TC Comp.: Max BC Tension 66.63 126.63 60,062.97 161,105.05 15,276.26 1173,069.23 1162,139.13 Member TC Tension TCCompresionj BC Tension lwcompresionl Web Tension I Web Comp. lwebLengthl PP Dist. W2 21,433.15 49,806.60 0.00 0.00 71,565.73 17,891.43 81.64 0-2 V1S 21,433.151 49,806.601 o.001 0.001 6,350,961 6,563.31 57.46 4-11 'Continued on Next Page.. STRESS ANALYSIS-PAGE 1 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/25/2019 9:46.24 AM NEW MILLENNIUM Location: Joist Description: Mark: " 1—r. STP^^~ ARLINGTON,WA Girder Load @ Diag 60G5N19.4K4.5 G10 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Cornp. Web Length PP Dist, W3 21,433.15 49,806.60 99,613.18 13,500.70 9,501.28 70,990.13 81.64 5-0 W4 15,784 OB 130,876.16 99,613.18 13,500 70 44,184.89 11,046.22 83.07 9-10 V2 15,784.08 130,876.16 99,613.18 13,500.70 6,350.00 6,704.19 57.45 14-10 W5 15,784.08 130,876.16 162,139,13 18,067.47 3,276.38 43,568.35 83.0714-10 W6 15,619.29 173,069.23 162,139.13 18,067.47 23,392.71 5,8481E 87.97 19-10 V3 15,619.29 173,069,23 162,139.13 18,067.47 0.00 22,038.34 57.45 25-4 518 W6 15,619.29 173,069.23 159,908.08 18,107.23 23,142.01 5,785.50 87.03 25-4 518 W5 15,932.51 130,801.93 159,908.08 18,107.23 3,175.29 42,841.37 78.84 30-10 V4 15,932,51 130,801.93 159,908,08 18,107.23 6,350.00 6,704.23 57,45 35-4 W4 15,932.51 130,801.93 101,695.77 13,757.78 43,368.04 10,842.01 78.84 35-4 W3 21,334.69 51,067.05 101,695.77 13,757.78 9,661,17 72,313.42 81.46 39-10 V18 21,334.69 51,067.05 0.00 0.00 6,350.00 6,564.61 57.45 44-7 314 W2 21,334.69 51,067.05 0.00 0.00 73.205.631 18.301.41 81.81 44-7 314 STRESS ANALYSIS-PAGE 2 Job Number. Job Name []ate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/25/2019 9:46.24 AM NEW MILLENNIUM 'Location: Joist Description: Mark: Rl Ill IIINr riYriTFMS ARLINGTON,WA Girder Load @ Dfag 60G5N18.4K4.5 G7U Chord Pro roes Chord Area Rx Rz Ryy Y Ix Q Material TC 4,1882 1.5476 0,9861 2,5085 1,4117 10,0307 0,9798 15043=5 X 5 X.438 BC 2.8594 1.2346 0.7876 2.1017 1.13B3 4.3566 1.0000 14037=4 x 4 x.375 Axial and Bending Analysis K. Fy.1 Fb: Mom of lnert+a: LL 360: LL 240: Max Encig TC: Max Bridg 8C: 1.00 50,000.00 130,000.00 1 11,245,63 13,499.15 15,248.73 135-6 112 138-2318 Top Chard Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 57,00 59.00 66.63 57,75 58.25 1.1250 Min Weld Lan 2X: Bending Load 0.00 0.00 0.00 0.00 0,00 1.2432 Axial Load 49,806.60 49,806.60 173,069.23 51,067.05 51,067.05 Max Load Fillers TC: fa 5,946.06 5,946.06 20,661.53 6,096.54 6,096.54 202.914.78 Maximum K Ur 57.80 59.83 67,56 58.56 59,07 Max Load no Fillers M, Fcr 38,559.99 37,906.54 35,323.73 38,316.29 38,152.91 17$,41$.8$ Fa 23.136.00 22,743.92 21.194.24 22,989.77 22,891.75 TC o0LiRyy: 236.00 F'e 210,991.77 196,929,69 154,433.23 205,547.05 202,033.48 BCOAL/Ryy: Cm 0.9859 0.9849 0.9104 0.9852 0.9849 281.68 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC stress: Mid Panel Moment 0.00 0,00 0.00 0.00 0.00 0.95 Panel Point fb 0.00 0.00 0.00 0.00 0.00 BC L/Rz: 160.7732 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress; Fillers 0 0 0 0 0 12,141.68 Panel Point Stress 5,946,06 5.946,06 20,661,531 6,096.541 6,096.54 Bc sheer stress: Mid Panel Stress 1 0.2570 0.2614 0.97491 0.26521 0.2663 17,730.62_ _ TC Bearing Capacity: Web Design 11.08K a 17.79K Member Web Tension Allow Tenslon Web Camp Allow Comp Weld Oty Material W2 71.565.73 79,023.08 17,891.43 43,534.89 21.23 x 0.227 2 3022=3 x 3 x.227 V1S 6,350.96 28,624,38 6,563.31 9,666.28 2.36 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W 3 9,501 28 116,173.87 70,990.13 74,786 56 16.66 x 0.287 2 3528=3 112 x 3 112 x 287 W4 44,184.89 48,746.47 11,046.22 16,811.16 14.95 x 0.199 2 A386=2.2190 x 0.199 V2 6,350.00 28,624,38 6,704.19 9,668.49 2.41 x 0.188 1 CW40BA= 1,5 x 1.926 x.218 W5 3,276 38 78,227.12 43,568.35 43,637 61 12.93 x 0.227 2 A48A=3.0625 x 227 W6 23,392.71 31,392.15 5,848.18 6,340.30 9.97 x 0.158 2 A30B= 1.7970 x 0.158 V3 0.00 346,724.66 22,038.34 311,708.88 23.50 x 0.313 2 6050=6 x 6 x.500 W6 23,142.01 31,392.15 5.785.50 6,478A2 9.86 x 0.158 2 A30B= 1.7970 x 0.158 W5 3,175.29 78,227.12 42,841.37 45,917.82 12.71 x 0.227 2 A48A=3.0625 x.227 V4 6,350.00 28,624.38 6,704.23 9,668.49 2.41 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W4 43,368.04 48,746.47 10,842.01 18,660.88 14.68 x 0.199 2 A38B=2.2190 x 0.199 W3 9.661.17 116.173.87 72,313.42 74,914.801 16.97 x 0.287 2 3528=3 112 x 3 112 x.287 V1S 6,350.001 28,624,381 6,564,61 9,668,49 2.36 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W2 73,205,63 86,681.16 18,301.41 48,389.22 19.72 x 0.250 2 3025=3 x 3 x 250 I STRESS ANALYSIS-PAGE 3 Job Number: Job Name: Date Run: 5819-0100 I-GAYTEWAY BUSINESS PARK BLDG C -SHOPDRDERS 11/25/2019 9:48:24 AM NEW MILLENNIUM Location: Joist Description: Mark: rat iii IWr. 'Y4TF- ARLINGTON,WA Girder Load @ Diag 60G5N19.4K4.5 G70 TCX Design TCX Left 7CX Right TCX Length 0-1 3/4 TCX Length 0-1 3/4 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-8 518 Clear Bearing 0-8 518 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def 1-180 002 Reqd TL Def L180 0.02 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.01 Reqd LL Def L/120 0.01 Section Modulus 5.5908 Section Modulus 5.5908 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 20.0614 Mom of Inertia 20.0614 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:T-Plate i" Seat Type:T-Plate V Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: ❑L+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: ❑L+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0 75(WL+AX+5L+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 G� Job Number: Job Maine: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/211201910:17.58 AM NEW MILLENNIUM Location: Joist Description: Mark: F I.Ill-.1, SVSTFM9 ARLINGTON,WA Girder Load a@ Diag 60GSN19AK4.5 G71 Geometry _ Base Length: Working Length: Joist Depth: Effective Depth: 8C Panel Length: Shape: 49-8 49-4 1 60.00 157.87 14 @ 10-0 Parallel Chords Variable Left End Right End BC Panel 5-0 5-0 TC Panel 4-11 4-11 First Half 4-10 4-10 First Dia . 9-10 9-10 Depth 60.00 60.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp1End Reference Conc Load(Ibs) TL(1) 9,700.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 19,400.00 0.00 TC + 9-10 9-8 L-BL Conc Load Ibs TL 1) 19,400.00 0.00 TC + 19-10 10-0 L-BL Conc Load(Ibs) TL(1) 19,400.00 0.00 TC + 29-10 10-0 L-BL Conc Load(Ibs) TL(1) 19,400.00 0,00 TC + 39-10 10-0 L-BL Conc Load(Ibs) TL 1 9,700.00 0.00 TC + 49-6 9-8 L-BL Conc @ any pp(Ibs) CL(1) 200.00 0.00 TC + Conc Load(Ibs) WL(1) 2,250.00 0.00 TC 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 4,500.00 0.00 TC - 9-10 9-10 L-BL Conc Load(Ibs) WL(1) 4,500.00 0.00 TC - 19-10 19-10 L-BL Conc Load(Ibs) WL(1) 4,500.00 0.00 TC 29-10 29-10 L-BL Conc Load(Ibs) WL(1) 4,500.00 0.00 TC - 39-10 39-10 L-BL Conc Load(Ibs) WL(1) 2,250.00 0.00 TC - 49-6 49-6 L-BL Conc @ any pp(Ibs) CL(3) 200,00 0.00 TC + Axial(Ibs) SM(3) 25,000-00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) SM(3) 662.00 0.00 TC + 9-10 9-10 L-BL Conc Load(Ibs) CL(3) 6,208.00 0.00 TC + 9-10 9-10 L-BL Conc Load(Ibs) SM(3) 662.00 0,00 TC + 19-10 19-10 L-BL Conc Load(Ibs) CL(3) 6,208.00 0.00 TC + 19-10 19-10 L-BL Conc Load(Ibs) SM(3) 662.00 0.00 TC + 29-10 29-10 L-BL Conc Load(Ibs) CL 3 6.208.00 0.00 TC + 29-10 29-10 L-BL Conc Load(Ibs) SM(3) 662.00 0.00 TC + 39-10 39-10 L-BL Conc Load(Ibs) CL(3) 6,208.00 0.00 TC + 39-10 39-10 L-BL Stress Analysis Summary int,Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear Max TC Comp.; Max BC 7ensroa 60.00 120.00 148,697.97 148,698.98 112,174.75 1118,511.46 1118,407.78 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W2 25,000.00 38,986.58 0.00 0.00 55,212.87 13,803.22 81.93 0-2 V1S 25,000.00 38,986,58 0.00 0.00 200.03 779.73 57.88 4-11 W3 25,000.00 38,986.58 77,973.16 18,040.06 12,742.09 55,158.25 81.93 5-0 W4 25,000.00 98,190.47 77,973.16 18,040.06 28,174.51 7,043.63 83.36 9-10 W5 25,000.00 98,190.47 118,407,78 27,371.13 6,482,07 28,116.02 83.3614-10 W6 27,371.13 118,511.46 118,407.78 27,371.13 17,501.58 17,537.23 83.36 19-10 W6 1 27,371.131 118,511.461 118,407.77 27,371.13 17,501.58 17,537,23 83.36 24-10 *Continued on Next Page .. STRESS ANALYSIS-PAGE 1 Job Number: Job Name: Date Run: 40 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV211201910:17:58 AM NEW MILLENNIUM Lucalion: Joist Descripliun: Mark: Rl Ill MI Mr SYr 7PM9 ARLINGTON,WA Girder Load @ Diag 60GSN19.4K4.5 G71 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Cornp. Web Length PP Dist. W 5 25,000.00 98,190,47 116,407,77 27,371,13 6,482.07 28,117.48 83.36 29-10 W4 25,000 00 98,190.47 77,973.16 18,040 06 28,175.97 7,04399 83.36 34-10 W3 25,000.00 38,986.58 77,973.16 19,040.06 12,742.09 55,159.68 81.93 39-10 V1S 25,000.00 38,986.58 0.001 0,0ol 200,031 779.73 57.88 44-9 W2 25,000001 38,986.581 0.001 0.001 55,214.30 13,803.5E 81 93 44-8 Standard Verticals Member l Position Max Tension I Max Comp. I Length V2 Interior 200.001 2,370.231 57.87 STRESS ANALYSIS-PAGE 2 Job Number Job Name: Oate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV211201910:17:58 AM NEW MILLENNIUM Location: Juist Descripliun: Mark: Rl III PIINr -T- ARLINGTON,WA Girder Load @ Diag 60G5N19.4K4.5 IGII Chord Properties Chord Area Rx Rz Ryy y Ix Q Material TC 2,8594 1,2346 0,7876 2,1017 1,1383 4,3586 1.0000 4037=4 x 4 x.375 BC 2.0930 1.0824 0-6899 1.8930 0.9905 2.4522 0.9871 3531 =3 112 X 3 112 X 313 Axial and Bending Analysis K. Fy.• Fb: Mom of inertia.. LL 360: LL 240: Max Bridg TC, Max Bridg BC: 1.00 50,000.00 30,000.00 18,108.00 2.522.88 13.784.28 29-9114 23.11114 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 57.00 59.00 60.00 59.00 57.00 1.1250 Bending Load 0.00 0,00 0.00 0.00 0.00 0. Weld Len 2X:8513 _ Axial Load 38,986.58 38,986.58 118,511.46 38,986.58 3819e6.58 Max Load Fillers TC: fa 6,817.27 6.817.27 20,723.13 6,817.27 6,817.27 135,852.86 Maximum K Lfr 72.37 74,91 57,10 74.91 72,37 Max Load no Fillers TC: Fcr 34.091.86 33,172.21 39,395.54 33,172.21 34,091.86 112,798.81 Fa 20,455.12 19.903.33 23,637.32 19,903.33 20,455.12 TIC .6LIRyy; 281.68 F'e 134,276.66 125,327,46 121,184.68 125,327.46 134,276.66 8COALIRyy.. Cm 0.9746 0.9728 0.8854 0.9728 0.9746 312.73 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC Stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0'N IRz- Panel Point fb 0.00 0.00 0.00 0.00 0.00 BC 173.939383 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress; Fillers 0 0 2 0 0 13,441.33 Panel Paint Stress 6,817.27 6,817,27 20,723.13 6,817.27 6,817.27 BC Shear Stress: Mid Panel Stress 0.3333 0.34251 0.87671 0.34251 18,401.71 TC Bearing Capacity: Web Design 9.80K r 13.81 K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 55,212.87 86,681.16 13,803,22 48,312.62 14.87 x 0.250 2 3025=3 x 3 x.250 W3 12,742.09 107,333.90 55,158,25 60,222.09 11.87 x 0.313 2 3031 =3 X 3 X.313 W4 28,174 51 31,392.15 7,043.63 T061 38 12.01 x 0.158 2 A30B= 1.7970 x 0.158 W 5 6,482.07 61,276,80 28,1 16.02 28,434.29 10.10 x 0.188 2 A42A=2.6250 x.209 W6 17,501.58 57,194.49 17,537.23 22,392.75 6.30 x 0.188 2 A40B=2.3750 x 0.218 W6 17,501.58 57,194.49 17,537.23 22,392 75 6.30 x 0.188 2 A40B=2.3750 x 0.218 W 5 6,482.07 61.276.80 28.117.48 28,434.29 10.10 x 0.188 2 A42A=2.6250 x.209 W4 28,175.97 31,392.15 7,043.99 7,061.38 12.01 x 0.158 2 A30B= 1,7970 x 0.158 W3 12,742.09 107,333.90 55,159.68 60,222 09 11.87 x 0.313 2 3031 =3 X 3 X.313 W2 55,214.30 86,681.16 13,803.58 46,312.62 14.87 x 0.250 2 3025=3 x 3 x.250 V1 200.03 7,826.93 779.73 1,070.88 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 200.00 14,381.54 2,370.23 3,138.40 2 00 x 0.150 1 C28BB=1.125 x 1.344 x.150 STRESS ANALYSIS -PAGE 3 G� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV211201910:17:58 AM NEW MILLENNIUM Location: Joist Description: Mark ^ ARLINGTON,WA Girder Load @ Diag GOGW9.41(4.5 G71 TCX Design TCX Left TCX Right TCX Length 0-1 3/4 TCX Length 0-1 3/4 TCX Type R TCX Type R TCX Depth 7 112 TCX Depth 7 112 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-8 518 Clear Bearing 0-8 112 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def 1-180 0,02 Reqd TL Def 1-180 002 Live Load 0.00 Live Load 0.00 Reqd ILL Def L1120 0.01 Reqd ILL Def L1120 0.01 Section Modulus 3.0462 Section Modulus 3,0462 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 8.7172 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:T-Plate V Seat Type:T-Plate V t Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0-85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: ❑L+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0,75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0-85(TL)+0 75(WL+AX+LL+IP) Case 4b: ❑L+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(8M+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0,75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c. DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Se: ❑L+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0-85(TL)+4 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+O.S(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 1 G� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111211201910:t 3 AM NEW MILLENNIUM Location: Joist Description: rk: RI,,,1",INIr 4V9T/M4 ARLINGTON,WA Girder Load @Diag 40G5N11.5K3.0 2 Geometry Base Length: Working Length: Joist Depth: Effective Depth: 8C Panel Length: Shape,' 49-4 49-0 4D.00 137.88 4 @ 1D-0 Parallel Chords Variable Left End Ri ht End BC Panel 4-10 3/4 4-9 114 TC Panel 4-10 3/4 4-9 114 First Half 4-10 7/8 4-9 118 First Dia . 9-9 518 9-6 318 Depth 40.00 40.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Conc Load(Ibs) TL(1) 5,750.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 11,500.00 0.00 TC + 9-9 5/8 9-7 518 L-BL Conc Load(Ibs) TL 1) 11,500.00 0,00 TC + 19-9 518 10-0 L-BL Conc Load(Ibs) TL(1) 11,500.00 0.00 TC + 29-9 5/8 10-0 L-BL Conc Load(Ibs) TL(1) 11,500.00 0,00 TC + 39-9 5/8 10-0 L-BL Conc Load(Ibs) TL(1) 5,750.00 0.00 TC + 49-2 9-4 318 L-BL Uniform (plf) CL(1) 40.00 40.00 TC + 0-0 49-4 L-BL Conc Load(Ibs) WL(1) 1,500.00 0.00 TC 0-2 0-2 L-BL Conc Load Ibs) W L(1) 3,000.00 0.00 TC - 9-9 518 9-9 518 L-BL Conc Load(Ibs) WL(1) 3,000.00 0.00 TC - 19-9 518 19-9 518 L-BL Conc Load(Ibs) WL(1) 3,000.00 0.00 TC 29-9 5/8 29-9 5/8 L-BL Conc Load Ibs) 1NL(1) 31000.00 0,00 TC - 39-9 518 39-9 518 L-BL Conc Load(Ibs) WL(1) 1.500.00 0.00 TC - 49-2 49-2 L-BL Conc Load(Ibs) SM(2) 5,700.00 0.00 TC - 2-1 2-1 L-OAL Uniform (plf) CL(3) 40.00 40,00 TC + 0-0 49-4 L-BL Axial(Ibs) SM(3) 53,200,00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) SM(3) 5,700.00 0,00 TC + 2-1 2-1 L-DAL Conc Load Ibs) SM(3) 393.00 0.00 TC + 9-9 518 9-9 518 L-BL Conc Load(Ibs) CL(3) 3,680.00 0.00 TC + 9-9 5/8 9-9 518 L-BL Conc Load(Ibs) SM(3) 393.00 0.00 TC + 19-9 518 19-9 5/8 L-BL Conc Load(Ibs) CL(3) 3,680.00 0.00 TC + 19-9 518 19-9 518 L-BL Conc Load(Ibs) SM(3) 393.00 0.00 TC + 29-9 5/8 29-9 516 L-BL Conc Load(Ibs) CL(3) 3,680.00 0.00 TC + 29-9 518 29-9 5/8 L-BL Conc Load(Ibs) SM(3) 393-001 0,00 TC + 39-9 518 39-9 518 L-BL Conc Load(Ibs) CL(3) 3,680.001 0.00 TC + 39-9 5/8 39-9 5/8 IL-OL Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Camp.: Max BC Tension 60.00 1120.00 29,602.88 129,857.13 7,464.28 1109,445.18 1109,496.73 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Camp. Web Length PP Dist, W2 53,200.00 68,786.98 0.00 0.00 42,793.87 10,747.58 68.23 0-2 W3 53,200.00 68,786.98 72,219.20 18,212.90 11,027,54 43,552.47 70.01 4-10 3/4 W4 53,200.00 91,016.35 72,219,20 18,212.90 22,229,92 5,557.48 70,96 9-9 5/8 W5 53,200.00 91,016.35 109.496.73 27,611.39 5,557.43 21,855.29 70.96 14-9 510 W6 1 53,200,001 109,445.181 109,496.73 27,611.391 9,307.701 13,981.97 70.96 19-9 5/8 'Continued on Next Page... STRESS ANALYSIS-PAGE 1 Job Number Job Name: t]ate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11121/201910:19:33 AM NEW MILLENNIUM Location: Joist description: Mark: AL HL-Nr, -T-M ARLINGTON,WA Girder Load @ Diag 4OG5N11.51K3.0 G12 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Cornp. Web Length PP Dist. W6 63,200.00 109,445.18 109,076.84 27,506.33 13,981,97 3,527.75 70.96 24-9 518 W5 53,200 00 90,176.60 109,076.84 27,506 33 5,681.67 22,351.84 70.96 29-9 5l8 W4 53,200.00 90,176.60 70,959.58 17,897.73 22,726.48 5,681.67 70.96 34-9 518 W3 63,200.00 66,662,83 70,959.581 17,897.731 10,916.77 43,115.38 68.54 39-9 5/8 W2 53,200.001 66,662.83 0.001 000 42,468.69 10,669171 66.EM 44-6 314 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 1,580.00 2,106.03 37.88 V2 Interior 0.00 2,188.90 37.88 STRESS ANALYSIS -PAGE 2 G� Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/201910:19:33 AM NEW MILLENNIUM Location- Juist Descriplion: Mark: .I II,P,i- q V -- ARLINGTON,WA Girder Load @ Diag 4DG5N11.SK3.0 G12 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 2,8594 1,2346 0,7876 2,1017 1,1383 4,3586 1.0000 4037=4 x 4 x.375 BC 1.9266 1.0861 0.6914 1.8874 0.9811 2.2726 0.9552 13528=3 112 x 3 112 x 287 Axial and Bending Analysis K. Fy.1 Fb: Mom of inertia: LL 360: LL 240: Max Brldg TC: Max Bridg BC 1.00 50,000.00 30,000.00 3.316.63 1.053.20 1.579.80 29-9114 22-9 S18 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 56.75 58.88 60.00 57.13 55.25 Min Weld Md Len 2X: Bending Load 40.00 40,00 40,00 40.00 40.00 0.7862 Axial Load 68,786.98 68,786.98 109,445.18 66,662.83 66,662.83 Max Load Fitters TC: fa 12,028.22 12,028.22 19,137.79 11,656.79 11,656.79 136,514.34 Maximum K Ur 72.05 74,75 76.18 72.53 70,15 Max Load no Filters TC: Fcr 34,206.33 33,229.88 32,710.16 34,034.59 34,890.45 112,524.93 Fa 20,523.80 19.937.93 19.626.10 20.420.75 20,934.27 27 .78IRyy: 9.78 F'e 135,462.33 125,860.20 121,184,68 133,689.66 142,917.69 SCOAURyy. Cm 0.9556 D.9522 0.8942 0.9564 0.9592 311.54 Panel Point Moment 1,157.72 1,157.72 1.000.00 1,086.94 1,086.94 BC Stress: Mid Panel Moment 806.89 401.33 500,00 364.58 768,26 0.95 Panel Point fb 380.06 380.06 328.28 356.82 356,82 SC LURz- 173.5609 Mid Panel lb 105.36 52.41 65.29 47.61 100.32 TC Shear Stress: Fillers 0 0 0 0 0 8,570.80 Panel Point Stress 12,408,28 12,408.28 19.466.07 12,013.61 12,013.61 BC Shear Stress, Mid Panel Stress 0.58961 0.6050 0.9775 0.5724 0.5601 12,788.67 TC Bearing Capacity: Web Design 5.75K<14.61K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 42,793.87 43.005.92 10.747.58 18,955.76 15.37 x 0.188 2 A36B=2.0780 x 0.188 W3 11,027.54 78,227,12 43,552.47 50,642.76 12,92 x 0.227 2 A48A=3.0625 x .227 W4 22,229.92 28,624.38 5,557.48 6,94354 7.98 x 0.188 1 CW40BA= 1.5 x 1.926 x 218 W5 5,557.43 48,746.47 21,855.29 22,421.42 7.85 x 0.188 2 A38B=2.2190 x 0.199 W6 9,307.70 43,005.92 13,981.97 17,731.41 5.02 x 0.188 2 A36B=2,0780 x 0.188 W6 13,981 97 24,373.24 3,527.75 3,55897 5 02 x 0.188 1 C38BA=1.125 x 1.845 x.199 W5 5,681.67 48,746,47 22,351.84 22,421.42 8.03 x 0.168 2 A38B=2.2190 x 0.199 W4 22,726.48 28,624.38 5,681,67 6,943.54 8.16 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W3 10,916,77 78,227.12 43,115.38 51,414.11 12.79 x 0227 2 A48A=3.0625 x 227 W2 42,468.69 43,005.92 10,66.9.171 19,524.51 15.25 x 0.188 2 A36B=2.0780 x 0.188 V1 1,580.00 7,826.93 2,106.031 2,500.12 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 000 7,826.931 2,188.901 2,500 12 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 STRESS ANALYSIS-PAGE 3 G� Job Number.- Jpb Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/211201910:19:33 AM NEW MILLENNIUM Location: Joist Description: Mark: AL iii nINr. ri YriTFMS ARLINGTON,WA I Girder Load @ Diag 4OG5N11.5K3.0 G12 TCX Design TCX Left TCX Right TCX Length 0-7 3/8 TCX Length 1 0-0 TCX Type R TCX Type R. TCX Depth 71/2 TCX Depth 71/2 BPL Length 1-1 3/8 BPL Length 0-6 Clear Bearing 1-5 114 Clear Bearing0-9 314 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def 1-180 0.09 Reqd TL Def 1-180 000 Live Load 0.00 Live Load 0.00 Reqd LL Def L1120 0.06 Reqd LL Def L1120 0.00 Sectlon Modulus 3.0462 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+$L+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0,75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 5g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 G� Job Number Job Name: Date Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/201910:20:40 AM NEW MILLENNIUM Location: Joist Description: Mark: 11 1 -T.- ARLINGTON,WA Girder Load @ Diag 35.500G3N11.3K3.0 G13 Geometry Base Length: Working Length: Joist Depth: Elreclive Depth: BC Panel Length: Shape: 23-4 318 23-0 318 1 35.50 133.98 2 t@ 9.0 Single Pitch with 1:16 Slope Variable Left End Ri ht End �I I_I II I 1-1_ILlllll'U L WIJ LI111i1 LI I I I I I I I I iJ 11 1 1 11 1 11 1 11 1 1 11 Iwl I I I I I I I1 I I I I BC Panel 4-9114 2-11 112 1__ TC Panel 4-91/4 2-5 - -I� First Half 4-9 118 1-10 V2 First Dia 9-6 318 4-10 Depth 144.00 27.00 Loads Load Type Category Loadl Load2 Position Direction Loa/Begin 5p1End Reference Conc Load(Ibs) TL(1) 5,650.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 11,300.00 0,00 TC + 9-6 3/8 9-4 318 L-BL Gone Load(lbs) TL(1) 11,300.01) 0.00 TC + 18-6 318 9-0 L-BL Conc Load(Ibs) TL(1) 5,650.00 0.00 TC + 23-2 318 4-8 L-BL Uniform (plf) CL(1) 40.00 40,00 TC + 0-0 23-4 3/8 L-BL Conc Load(Ibs) WL(1) 1500,00 0.00 TC - 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 3,000.00 0.00 TC - 9-6 318 9-6 318 L-BL Conc Load(Ibs) WL(1) 3,000.00 0.00 TC - 18-6 3/8 18-6 3/8 L-BL Conc Load(Ibs) WL(1) 1,500.00 0.00 TC - 23-2 318 23-2 318 L-BL Uniform (plf) CL(3) 40.00 40.00 TC + 0-0 23-4 3/8 L-BL Axial(Ibs) SM(3) 66,500.00 0,00 TC 0-0 0-0 L-BL Conc Load Ibs SM(3) 386.00 0,00 TC + 9-6 318 9-6 318 L-BL Conc Load(Ibs) CL(3) 3,616.00 0.00 TC + 9-6 318 9-6 318 L-BL Conc Load(Ibs) SM(3) 386.00 0.00 TC + 18-6 3/8 18-6 3/8 L-BL Gone Load Ibs CL 3 3,616.00 0.00 TC + 1 B-6 318 18-6 318 L-BL Stress Analysis Summary int.Panef TC: Max Panel BC: Reartinn LE Reaction RE: Minimum Shear: Max TC Comp: Max BC Tens+on 54.10 111.13 15,105.65 19,715.60 4,928.90 77.314.40 129.302,20 Member TC Tension TC Campresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W2 66,622.13 71,665.46 0.00 0.00 16,711,38 4,262.03 69.62 0-2 W3 66,622.13 71,665.46 29,302.20 7,549.92 4,908.45 18,891.47 67.2E 4-9114 W4 66,622.13 77,314.40 29,302.20 7,549.92 2.437.64 9,401.41 64.65 9-6 318 W4 66,622.13 77,314,40 26,984.54 6,975.71 9,867,01 2,558.36 61.29 14-0 3/8 W3 656,622.131 72,957,271 26,984.54 6,975.71 4,235.74 16,325.58 36.70 18-6 318 V1S 66,622.13 72,957,271 0.00 0.00 0.00 1,459.59 28.00 20-11 318 W2 66,622.131 72,979,261 o.001 0.00 21,393.34 5,511.28 42.16 20-4 718 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0,00 1,459.59 39.01 V2 Interior 0.00 1,546.29 3227 t STRESS ANALYSIS-PAGE 2 !� Job Number: Job Name: Da to Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111211201910:20:40 AM NEW MILLENNIUM Location: Juist Description: Mark: . ,^.^r ARLINGTON,WA Girder Load @ Diag 35.500G3N11.3K3.0 G13 Chord Pro rtles Chard Area Rx Rz Ryy Y Ix Q Material TC 1.7800 0,9216 0,5891 1,6993 0,8652 1,5119 1 1.0000 3031 =3 X 3 X.313 BC 0.8084 0.68B5 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K. Fy., Fb: Mom of Inerd+a: LL 360: LL 240: Max BrOg TC: Max Bridg BC: 1.00 50.000.00 30,000.00 11,287.53 3,937.35 5,906.03 24.0 718 20-11 114 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Grp Between Chords. Length 55.35 57.23 54.10 29.05 27.05 1.1250 Bending Load 39.93 39.93 39.93 39.93 39,93 0. weld Len 2x:7500 Axial Load 71,665.46 71,665.46 77,314.40 72,957.27 72,979.26 Max Load Fillers TC: fa 20,130.75 20,130.75 21.717.53 20,493.62 20,499.79 77,594.50 Maximum K Llr 66.13 66,13 66,13 66.13 66,13 Max Load no Fillers TC, Fcr 36,316.65 36,316,65 36,316.65 36,316.65 36,316.65 57,678.12 Fa 21,789.99 21,789.99 21.789.99 21,789.99 21,789.99 TC OAL/Ryy: 162.64 F'e 79,345.88 74,222,66 83,061.82 288,000.31 332,247.28 SCOAURyy. Cm 0.8731 D.8644 0.8248 0,9644 0.9691 197.55 Panel Point Moment 1,113.54 1,113.54 611.49 600.82 172.95 BC Stress: Mid Panel Moment 761.47 401.35 405.74 334.48 217.83 0'60 Panel Point tb 786.16 786.16 572.91 424.18 122.10 SC L/Rz: 270.6405 Mid Panel fb 217.88 114.84 116.10 236.14 62.33 Fillers 1 1 2 0 0 TC Shear Stress: 7,790.85 Panel Point Stress 20,916.91 20,916,91 22,290A4 20,917.79 20,621,89 BC Shear Stress: Mid Panel Stress 0.9336 0.9292 1.0017 0.9482 0.9428 19,824.19 TC Bearing Capacity: Web Desl n 15.65K a 10.00K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 16,711.38 28,624.38 4.262.03 7.161.07 6.00 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W3 4,908.45 43,005.92 18,891.47 19,390.38 6,77 x 0.188 2 A36B=2.0780 x 0.188 W4 2,437.64 28,769.10 9,401.41 10,047 04 4 22 x 0.150 2 A28B= 1.7350 x 0.150 W4 9,867.01 14,381.54 2,558.36 2,849.85 4.43 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 4,235.74 25,965.15 16,325.58 17,908.28 7.74 x 0.142 2 A26B= 1.6560 x 0.142 W2 21,393 34 24,373.24 5,511.28 8,173.22 7 68 x 0.188 1 C38BA=1.125 x 1.845 x.199 V1 0.00 7,826.93 1,459.59 2,357.67 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 0.00 7,826.93 1,546.29 3,362.68 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 i STRESS ANALYSIS-PAGE 3 Job Number. Job Narne: Date on: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111211201910:20.40 AM NEW MILLENNIUM Localion: Joist De8criplion: Mark: Rl Ill-17, riYriT- ARLINGTON,WA Girder Load @ Diag 35.500G3N11.3K3.0 IG13 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-5 TCX Type R TCX Type R TCX Depth 7 112 TCX Depth 7 1/2 BPL Length 1-3 BPL Length 1-8 3/8 Clear Bearing 0-9 318 Clear Bearing 1-2 314 BPL Material:302025=3 x 2 x.250 BPL Material:302025=3 x 2 x.250 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 000 Reqd TL Def 1-180 006 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.04 Section Modulus 0.0000 Section Modulus 1.4164 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 3.0238 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Pegged or Butted Seat Type Pegged or Butted - - - -- - - - - - - - - - - - - _ ._ - - - - - - - - - - _ Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: ❑L+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(8M+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case Bd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0_85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.S(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 G� Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IU211201910:21:21 AM NEW MILLENNIUM Location: Jr pis r Description: Mark: AL -- -T- ARLINGTON,WA Girder Load @ Diag 60GSN15.2K4.0 G14 GeornetrV Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49.8 149-4 1 60.00 58.16 4 @ 10.0 Parallel Chords Variable Left End Right End BC Panel 5-0 5-0 TC Panel 4-11 4-11 First Half 4-10 4-10 First Diag. 9-10 9-10 Depth 60.00 160.00 Loads Load Type Category Load1 Load2 Position Direction LoclBe In Sp/End Reference Conc Load(Ibs) TL(1) 7,600.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 15,200.00 0.00 TC + 9-10 9-8 L-BL Conc Load Ibs) TL(1) 15,200.00 0.00 TC + 19-10 10-0 L-BL Conc Load(Ibs) TL(1) 15,200.00 0.00 TC + 29-10 10-0 L-BL Conc Load(Ibs) TL(1) 15,200.00 0.00 TC + 39-10 10-0 L-BL Conc Load(Ibs) TL 1 7,600.0D 0.00 TC + 49-6 9-8 L-BL Conc Load(Ibs) WL(1) 2,000,00 0.00 TC - 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 4,000.00 0.00 TC 9-10 9-10 L-BL Conc Load(Ibs) W L(1) 4,000.00 0.00 TC - 19-10 19-10 L-BL Conc Load(Ibs) WL(1) 4,000.00 0.00 TC - 29-10 29-10 L-BL Conc Load(Ibs) WL(1) 4,000.00 0,00 TC - 39-10 39-10 L-BL Conc Load(Ibs) WL(1) 2,000.00 0.00 TC - 49-6 49-6 L-BL Axial(Ibs) SM(3) 28,500.00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) SM(3) 519,00 0,00 TC + 9-10 9-10 L-BL Conc Load Ibs CL 3) 4,864.00 0.00 TC + 9-10 9-10 L-BL Conc Load(Ibs) SM(3) 519.00 0.00 TC + 19-10 19-10 L-BL Conc Load(Ibs) CL(3) 4,864.00 0.00 TC + 19-10 19-10 L-BL Conc Load(Ibs) SM(3) 519.00 0.00 TC + 29-10 29-10 L-BL Conc Load(Ibs) CL(3) 4,864.00 0.00 TC + 29-10 29-10 L-BL Conc Load(Ibs) SM(3) 519.00 0.00 TC + 39-10 39-10 L-BL Conc Load(Ibs) CL 3) 4,864.00 0.00 TC + 39-10 39-10 L-BL Stress Anal sis Summa Int.Panel TC: Max Panel BC: Reaction LE: Reartinn RE: Minimum Shear: Max TC Comp. Max BC Tens+on 60.00 120.00 38,000.00 38,000.00 9,500.00 192,000.99 92,000.98 Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist, W2 28,500.00 39,237.14 0.00 0.00 42,934.51 11,298.56 82.13 0-2 V1S 28,500.00 39,237.14 0.00 0.00 0.00 784,74 58.16 4-11 W3 28,500.00 39,237.14 60,637.02 15,957.11 11,298.56 42,934.51 82.13 5-0 W4 28,500.00 76,319,01 60,637.02 15,957.11 21,839.52 5,747.24 83.56 9-10 V2 1 28,500.00 76,319.01 60,637,02 15,957.11 0.00 1,526,313 58.16 14-10 W5 28,500.00 76.319.01 92.000.98 24,210.79 5.747.24 21.839.52 83.5614-10 W6 28,500.00 92,000.99 92,000.98 24,210.79 0,00 13,649.70 83.5619-10 V3 28,500.00 92,000.99 92,000.98 24,210.79 0,00 1,840.02 58.16 24-10 W6 28,500.00 92,000.99 92,000.98 24,210.78 0.001 13,649.70 83.56 24-10 *Continued on Next Page.. STRESS ANALYSIS-PAGE 1 G� Job Number_ Job Name Date Run: 6819.0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11121/201910:21:21 AM NEW MILLENNIUM Location: Joist Description: Mark: "'"'^'sr. —Ir.-, ARLINGTON,WA Girder Load @ Diag 60G5N15.2K4.0 G14 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W5 28,500.00 76,319.00 92,000.98 24,210.78 5,747,24 21,839.52 83.56 29-10 V4 28,500 00 76,319.00 92,000.98 24,210 78 0.00 1,526.3E 58.16 34-10 W4 28,500.00 76.319.00 60,637.01 15,957.11 21,839.52 5,747.24 83.56 34-10 W3 28,500.00 39,237.14 60,637,01 15,957.111 11,298,551 42,934.50 82.13 39-10 V1S 28,500,00 39,237.14 0.00 00C)l 0.00 784741 58.16 44-9 W2 28,500.001 39,237.141 0.00 0.00 1 42,934.511 11,298,55 82.13 44-8 STRESS ANALYSIS-PAGE 2 G� Job Number_ Jot}N Da ame: te Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPDRDERS 11/211201910:21:21 AM NEW MILLENNIUM Location: Joist Descrip[io»: Mark: ^,litMNr 4YriTr-- ARLINGTON,WA Girder Load @ Diag 60G5N15.2K4.0 G14 Chord Pro rties Chard Area Rx Rz Ryy Y Ix Q MateriaEX313 TC 2,0930 1,0824 0,6899 1,8930 0,9905 2,4522 0,9871 3531 =3 1/2 X 3 1/2 BC 1.6070 0.9260 0.5907 1.6920 0.8536 1.3780 1.0000 3028=3 X 3 X.281 Axial and Bending Analysis K. Fy.1 Fb: Mom of Inertia' LL 360: LL 240: Max Brldg 7C' Max Bn'dg BC: 1.00 50,000.00 301000.00 16,156.61 11.915.67 12,873.51) 126-9314 119-111/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between CI)ords: Len th 57.00 59.00 60.00 59.00 57.00 Min Weld Bending Load 0.00 0.00 0.00 0.00 0.00 M 0.7500Lan 2X: Axial Load 39,237.14 39,237.14 92,000.99 39,237.14 39,237.14 Max Load Fillers TC: fa 9,373.42 9.373.42 21.978.26 9.373.42 9,373.42 93,217.08 Maximum K L/r 82.62 85,52 63,39 85.52 82,62 Max Load no Fitters TC: Fcr 30,155.83 29,113.36 36,930.00 29,113.36 30,155.83 72,172.45 Fa 18,093.50 17.468.02 22.158.00 17,468.02 18,093.50 312.73 Ryy: 12.73 Fe 103,210.43 96,331,71 93,147,41 96,331.71 103,210.43 8COAURyy. Cm 0,9546 0.9513 0,8419 019513 0.9546 349.88 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0.95 Panel Point fb 0.00 0.00 0.00 0.00 0.00 BC L/Rz. 203.1488 Mid Panel fb 0.00 0.00 0.00 0,00 0.00 TC Shear Stress: Fillers 0 0 6 0 014,339.76 Panel Point Stress 9,373.42 9,373.42 21,978,26 9,373.42 9,373,42 BC Shearsrress: Mid Panel Stress 0.5181 0.53661 0.9gigI 0.5366 0.5181 18,637.54 TC Bearing Capacity: Web Design 7.60K<9.3BK Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 42,934.51 79,023.08 11,298.56 43,260.70 12.74 x 0.227 2 3022=3 x 3 x.227 V1S 0.00 7,826,93 784.74 1,060.42 2,00 x 0,102 1 C166B= 1,125 x 1,025 x.102 W3 11,298 56 78,227.12 42.934.51 44,142 20 12.74 x 0.227 2 A48A=3.0625 x.227 W4 21,839.52 28,769.10 5,747.24 6,014,05 9.80 x 0.150 2 A28B= 1.7350 x 0.150 V2 0,00 10,742.43 1,526.38 1,749.86 2.00 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W5 5,74724 57,194.49 21,839.52 22,282 74 7.84 x 0.188 2 A40B=2.3750 x 0.218 W6 0.00 46.746.47 13,649.70 16,614.67 4.90 x 0.188 2 A38B=2.2190 x 0.199 V3 0.00 14,381,54 1,840.02 3,112.84 2.00 x 0,160 1 C28BB= 1.125 x 1.344 x.150 W6 0.00 48,746.47 13,649.70 16,614 67 4 90 x 0.188 2 A38B=2.2190 x 0.199 W5 5,747.24 57,194.49 21,839.52 22,282.74 7,84 x0.188 2 A40B=2,3750 x 0.218 V4 0.00 10,742,43 1,526.38 1,749.86 2.00 x 0,129 1 C22BB= 1.125 x 1.110 x.129 W4 21,839.52 28,769.10 5,747.24 6,01405 9 80 x 0.150 2 A28B= 1.7350 x 0.150 W3 11,298.55 78,227.12 42,934.50 44,142.20 12.74 x 0.227 2 A48A=3.0625 x .227 V1S 0.00 7,826,93 784.74 1,060.42 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 42,934 51 79,023.08 11,298.55 43,260.70 12.74 x 0.227 2 3022=3 x 3 x .227 I STRESS ANALYSIS-PAGE 3 G� Job Number Job Name t]ate Run: 5819-0100 IGAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/211201910:21:21 AM NEW MILLENNIUM Location: Joist Description: Mark: AL 11L-- -T- ARLINGTON,WA Girder Load @ Diag 60GSN15.2K4.0 G14 TCX Desl n TCX Left TCX Right TCX Length 0-1 3/4 TCX Length 0-1 3/4 TCX Tye R TCX Type R TCX Depth 7 112 TCX Depth 7 112 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-8 518 IQlear Bearing 0-8 314 BPL Material:2024=2 x 2 x.248 JBPL Material:2024 =2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def L180 002 Reqd TL Def LIBO 0.02 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.01 Reqd LL Def L/120 0.01 Section Modulus 1.9543 Section Modulus 1.9543 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 4.9044 Mom of Inertia 4.9044 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:T-Plate V Seat Type:T-Plate V Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0-85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Ba: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0.85(TL)+0,75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case Bc: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case Bd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0-85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case Bf: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: I.2(DL)+0,5(LL)+O,B(TL)+SM+AX+FEM Case 6b: ❑L+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 1 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS W21/20119110:21:K AM NEW MILLENNIUM Location: Joist Descriplivn: Mark ,a,w f'T,NT: 9Y4TPM-i ARLINGTON,WA Girder Load @ Diag 60G5N15.2K4.0 G75 Goomet Base Length: Working Lengll+: Joist Depth; Elterlive Depth: BG Panel Length: Shape,: 49-11 5/8 49-7 518 60.00 58.16 4 @ 1D-0 Parallel Chords Variable Left End Right End BC Panel 5-0 314 5-0 TC Panel 5-0 3/4 4-11 First Half 5-0 718 4-10 First Diag. 10-1 518 9-10 \ \ Depth 160.00 160.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp1End Reference Conc Load(Ibs) TL(1) 7,600.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 15,200.00 0,00 TC + 10-1 5/8 9-11 5/8 L-BL Conc Load Ibs) TL(1) 15,200.00 0.00 TC + 20-1 516 10-0 L-BL Conc Load(Ibs) TL(1) 15,200.00 0.00 TC + 30-1 5/8 10-0 L-BL Conc Load(Ibs) TL(1) 15,200.00 0,00 TC + 40-1 5/8 10-0 L-BL Conc Load Ibs TL(1) 1 7,600.00 0.00 TC + 49-9 5/8 9-8 L-BL Conc Load(Ibs) WL(1) 2,000.00 0.00 TC - 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 4,000.00 0,00 TC 10-1 518 10-1 5/8 L-BL Cone Load(lbs) WL 1 4,000.00 0.00 TC - 20-1 518 20-1 518 L-BL Conc Load(Ibs) WL(1) 4,000.00 0.00 TC - 30-1 5/8 30-1 518 L-BL Conc Load(Ibs) WL(1) 4,000.00 0,00 TC 40-1 518 40-1 5/8 L-BL Conc Load(Ibs) WL(1) 2,000.00 0.00 TC - 49-9 5/8 49-9 518 L-BL Axial(Ibs) 5M(3) 28,500.00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) SM(3) 519,00 0.00 TC + 10-1 518 10-1 5/8 L-BL Conc Load lbs) CL 3 4,864.00 0.00 TC + 10-1 518 10-1 518 L-BL Conc Load(Ibs) SM(3) 519.00 0.00 TC + 20-1 5/8 20-1 5/8 L-BL Conc Load(Ibs) CL(3) 4,864.00 0.00 TC + 20-1 518 20-1 5/8 L-Bl- Conc Load lbs) SM(3) 519.00 0.00 TC + 30-1 51B 30-1 518 L-BL Conc Load(Ibs) CL(3) 4,864.00 0.00 TC + 30-1 5/8 30-1 5/8 L-BL Conc Load(Ibs) SM(3) 519.00 0.00 TC + 40-1 518 40-1 5/8 L-BL Conc Load(Ibs) CL 3 4,864.00 0.00 TC + 40-1 510 40-1 518 L-BL Sfress Anal sis Summary Int.Panel TC: Max Panel BC: Reartinn LE. Reaction RE: Minimum Shear. Max TC Comp: Max BC Tension 60.00 1120.88 137,815.00 138,185.02 9.546.25 92.942.69 93,133.55 l Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W2 28,500.00 39,309.79 0.00 0.00 42,949,27 11,302.44 82.67 0-2 V1S 28,500.00 39,309.79 0.00 0.00 0.00 786,20 58.16 5-0 314 W3 29,500.00 39,309.79 62,151.35 16,355.62 11,510.73 43,740.79 84.19 5-0 314 W4 28,500.00 77,642.45 62,151.35 16,355.62 21,573.69 5,677.29 83,5610-1518 V2 28,500.00 77,642.45 62,151.35 16,355.62 0.09 1,552.85 58,16 15-1 5/0 W5 28,500.00 77,642.45 93,133.55 24,508.83 5,677.29 21,573.69 83.5615-1518 W6 28,500.00 92,942.69 93,133.55 24,508.83 3,609,52 13,716.16 83.56 20-1 5/8 V3 28,500.00 92,942.69 93,133.55 24,508,83 0.00 1,858.85 58,16 25-1 5/8 W6 2$,500.00 92,942.69 92,751.80 24,408.37 13.716.16 3,609.52 83.56 25-1 518 'Continued on Next Page.. STRESS ANALYSIS-PAGE 1 G� Job Number. Job Name: Date Ron: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPDRDERS 111211201910:21.57 AM NEW MILLENNIUM Location: Juist Description: Mark; —it mintr. SVrr- ARLINGTON,WA Girder Load @ Diag 60G5N15.2K4.0 IG15 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion I BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W5 28,500.00 76,878.93 92,751.80 24,408.37 5,817.20 22,105.35 83.56 30-1 5/8 V4 28,500 00 76,878.93 92,751.80 24,408 37 0.00 1,53758 58.16 35-1 518 W4 28,500.00 76,878.93 61,006.05 16,054.22 22,105.37 5,817.20 83.56 35-1 518 W3 28,500.00 39,302.48 61,006.05 16,0.54,2_2 _ 11,367.32 43,195.81 82,13 40-1 5/8 V1S 28,500 00 39,302.48 0.00 0.0ol 0.00 78605 5816 45-0 518 W 2 28,500.001 39,302,481 0.00 0.001 43,195.80 11,367.32 82.13 44-11 5/8 STRESS ANALYSIS-PAGE 2 G� Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111/21/201910:21.57 AM NEW MILLENNIUM Location: Joist Description: tvta,k: -NI,. SY STFM9 ARLINGTON,WA Girder Load @ Diag 60G5N15.2K4.0 Gm15 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 2,0930 1,0824 0,6899 1,8930 0,9905 2,4522 0,9871 3531 =3 1/2 X 3 1/2 X.313 BC 1.6070 0.9260 0.5907 1.6920 0.8536 1.3780 1.0000 3028 =3 X 3 X.281 Axial and Bending Analysis v. I Fy.- Fb: Mom of Inertia' LL 360: LL 240: Max Bridg TC' Max Bridg BC 1.00 50.000.00 130,000.00 6,156.61 1.880.91 2,821.36 26-9 314 19-9 314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Clwrds: Length 58.75 60.88 60.00 59.00 57.00 1.1250 Min Bending Load 0.00 0.00 0,00 0.00 0.00 0.7500 Len 2X: Axial Load 39,309.79 39,309.79 92,942,69 39,302.4B 39,302.48 Max Load Fitters TC: fa 9,390.78 9,390.78 22,203.22 9,389.03 9,389.03 93,217.06 Maximum K Ur 85.16 88,24 63,39 85.52 82,62 Max Load no Fillers TC: Fcr 29,243.61 28,137.79 36,930.00 29,113,36 30,155.83 72,172.45 TC Fa 17,546.17 16,882.67 22,158.00 17,468.02 18,093.50 314.65 yy; 14.65 Fe 97,153.30 90,488,91 93,147.41 96,331.71 103,210.43 BCOAURyy. Cm 0.9517 0.9481 0.8403 0.9513 0.9545 352.03 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0,00 0.97 Panel Point fb 0.00 0.00 0.00 0.00 0.00 BC L/Rz: 204.6301 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: Fillers 0 0 6 0 0 14,427.03 Panel Point Stress 9,390.78 9,390,78 22,203.22 91389.03 9,389,03 BC shear stress: Mid Panel Stress 0.5352 0.5562 1.0020 0.5375 0.5189 18,750.97 J TC Bearing Capacity: Web Design 7.60K a 9.29K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 42.949,27 79,023.08 11,302.44 42,968.41 12.74 x 0.227 2 3022=3 x 3 x.227 V1S 0.00 7,826.93 786.20_ 1,060.73 2.00 x 0.102 1 C16BB= 1,125 x 1.025 x.102 W3 11,510.73 86,681.16 43,740.79 46,864 47 11.78 x 0.250 2 3025=3 x 3 x.250 W4 21,573.69 28,769.10 5,677.29 6,014.05 9.69 x 0.150 2 A28B= 1.7350 x 0.150 V2 0.00 10,742.43 1,552,85 1,749.86 2.00 x 0.129 1 C226B= 1.125 x 1.110 x.129 W5 5,67729 57,194.49 21,573.69 22,282 74 7.75 x 0.188 2 A40B=2.3750 x 0.218 W6 3,609.52 48,746,47 13,716.16 16,614.67 4,93 x 0.188 2 A38B=2.2190 x 0.199 V3 0.00 14,381,54 1,858.85 3,112.84 2.00 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 13,716.16 28,624.38 3.609.52 5,28822 4 93 x 0.188 1 CW40BA= 1.5 x 1.926 x 218 W 5 5,817.20 57,194.49 22,105.35 22,282.74 7.94 x 0.168 2 A40B=2.3750 x 0.218 V4 0.00 10,742.43 1,537,58 1,749.86 2.00 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W4 22,105 37 28,769.10 5,817.20 6,01405 9.92 x 0.150 2 A28B= 1.7350 x 0.150 W 3 11,367.32 78,227.12 43,195.81 44,142.20 12.81 x 0.227 2 A48A=3.0625 x,227 V1S 0.00 7,826,93 786.05 1,060.42 2.00 x 0,102 1 C16BB= 1.125 x 1.026 x.102 W2 43,195.80 79,023.08 11,367.32 43,260 70 12.61 x 0.227 2 13022=3 x 3 x.227 STRESS ANALYSIS-PAGE 3 Job Number Job Name: Gale Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11121/201910:21:57 AM NEW MILLENNIUM Location: Joist Description: Mark: Rl11L Wins. -T- ARLINGTON,WA Girder Load L Diag 60G5N15.2K4.0 G1S TCX Design TCX Left TCX Right TCX Length 0-1 3/4 TCX Length 0-1 314 TCX Type R TCX Type R TCX Depth 7 112 TCX Depth 7 112 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-8 314 Clear Bearing 0-8 314 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def 1-180 0.02 Reqd TL Def L180 0 02 Live Load 0.00 Live Load 0.00 Reqd LL Def LI120 0.01 Reqd LL Def L1120 0.01 Section Modulus 1.9543 Section Modulus 1.9543 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 4.9044 Mom of Inertia 4.9044 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:T-Plate 1" Seat Type:T-Plate V Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case se: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0_85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a. 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP is STRESS ANALYSIS-PAGE 1 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 1l12l/201910:22:54 AM NEW MILLENNIUM Location: Joist Description: Mark: .1 ill f1,Nf. 4Y4- - ARLINGTON,WA Girder Load @ Diag 60GSN15.2K4.0 G16 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-0 314 48-8 3/4 60.00 58.16 4 @ 10-0 Parallel Chords Variable Left End Right End BC Panel 5-0 5-0 TC Panel 4-9 1/4 4-9 114 First Half 4-6 318 4-6 318 First Dia . 9-6 318 9-6 318 - Depth 160.00 60.00 Loads Load Tye Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Conc Load(Ibs) TL(1) 7,600,00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 15,200.00 0.00 TC + 9-6 3/8 9-4 318 L-BL Conc Load Ibs TL 1) 15,200.00 0.00 TC + 19-6 3/8 10-0 L-BL Conc Load(Ibs) TL(1) 15,200.00 0.00 TC + 29-6 3/8 10-0 L-BL Conc Load(Ibs) TL(1) 15,200.00 0,00 TC + 39-6 318 10-0 L-BL Conc Load(Ibs) TL 1) 7,600.00 0.00 TC + 48-10 314 9-4 318 L-BL Conc @ any pp(Ibs) CL(1) 200.00 0.00 TC + Conc Load(Ibs) WL(1) 2,000.00 0.00 TC 0-2 0-2 L-BL Conc Load lbs) WL 1) 4,000.00 0.00 TC 9-6 318 9-6 318 L-BL Conc Load(Ibs) W L(1) 4,000.00 0.00 TC 19-6 3/8 19-6 3/8 L-BL Conc Load(Ibs) WL(1) 4,000.00 0.00 TC 29-6 3/8 29-6 3/8 L-BL Conc Load(Ibs) WL 1) 4,000.00 0.00 TC 39-6 318 39-6 318 L-BL Conc Load(Ibs) WL(1) 2,000.00 0.00 TC 48-10 3/4 48-10 3/4 L-BL Conc @ any PP(Ibs) CL (3) 200.00 0.00 TC + Axial(Ibs) SM(3) 28,500.00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) SM(3) 519.00 0.00 TC + 9-6 318 9-6 3/8 L-BL Conc Load(Ibs) CL(3) 4,864.00 0.00 TC + 9-6 318 9-6 3/8 L-BL Conc Load(Ibs) 5M(3) 519.01) 0.00 TC + 19-6 3/8 19-6 3/8 L-BL Conc Load(Ibs) CL(3) 4,864.00 0.00 TC + 19-6 3/8 19-6 318 L-BL Conc Load(Ibs) SM(3) 519,00 0.00 TC + 29-6 3/8 29-6 3/8 L-BL Conc Load(Ibs) CL 3) 4,864.00 0.00 TC + 29-6 3/0 29-6 318 L-BL Conc Load(Ibs) SM(3) 519.00 0.00 TC + 39-6 3/8 39-6 318 L-BL Conc Load(Ibs) CL(3) 4,864.001 0.00 TC + 39-6 3/8 39-6 3/8 L-BL Stress Anall sis Summary lot.Panel TC; Max Pallet BC: Reaction LE; Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tensloo 60.00 120.D0 38,197.95 138,198.97 19,549.74 190,608.81 190,505.66 Member TC Tension TC Com resion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 26,500.00 39,336.87 0.00 0.00 43,214.08 11,298.55 82.13 0-2 V1S 28,500.00 39,336,87 0.00 0.00 200.22 786.74 58.22 4-91/4 W3 28,500,00 39,336.87 58,935.34 15,458.45 10,952,12 41,837.0E 79.62 5-0 W4 28,500.00 74,720.49 58,935.34 15,458.45 22,069.41 5,747.24 83.56 9-6 318 V2 28,500.00 74,720.49 58,935,34 15,458.45 200.00 1,494.41 58.16 14-6 318 W5 28,500.00 74,720.49 90,505.66 23,712.13 5,747.24 22,010.46 83.56 14-6 318 W6 26,500.00 90,608.81 90,505.66 23,712.13 13,685.62 13,721.17 83.56 19-6 3/8 'Continued on Next Page-. i STRESS ANALYSIS -PAGE 1 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPOROERS 11121/201910:TGM 5 4 AM NEW MILLENNIUM Location: Joist Description: rk:-''I -r -V TrM-1 ARLINGTON,WA Girder Load @ Diag 60GSN15.2K4.0 76 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. V3 28,500.00 90,608.81 90,505.66 23,712.13 200.00 1,812.18 58.16 24-6 318 W6 28,500 00 90,608.81 90,505.65 23,712.13 13,685.62 13,721 17 8356 24-6 318 W5 28,500.00 74.720.49 90,505.65 23,712.13 5,747.24 22,011.94 83.56 29-6 318 V4 28,500.00 74,720.49 90,505.65 23,712.13 200.00 1,494.41 58.16 34-6 318 W4 28,600 00 74,720.49 58,935.33 15,458,45 22,070.88 5,74724 8356 34-6 3/8 W3 28,500.00 39,336,87 58,935.33 15,458.45 10,952.11 41,838.48 79.62 39-6 318 V1S 28,500.00 39,336.87 0.00 0.00 200.22 786.74 58.22 44-3 1/2 W2 28,500.00 39,336,87 0.00 0.00 43,215,52 11,298.55 82.13 44-0 314 ,; I STRESS ANALYSIS-PAGE 2 G� Job Number. Job Name: t]ate Run: 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111211201910:22:54 AM NEW MILLENNIUM Location: Joist Description. Mark: ARLINGTON,WA Girder Load @ Diag 60WN15.21(4.0 G76 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 2,0930 1,0824 0.6899 1,8930 0,9905 2.4522 0.9871 3531 =3 112 X 3 1/2 X.313 BC 1.6070 0.9260 0.5907 1.6920 0.8536 1.3780 1.0000 3028=3 X 3 X 281 Axial and Bending Analysis K. Fyn Fb Mom of Inertia: LL 360: LL 240: Max Bridg 7C Max Bridg BC: 1.00 50.000.00 30,000.00 6,156.61 1,987.81 2,981.72 26-9 3!4 20-1314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Grp Between Chords: Len th 55.25 57.13 60.00 57.13 55.25 Min Weld Lan 2X: Bending Load 0.00 0,00 0.00 0,00 0.00 M 0.7500 Axial Load 39,336.87 39,336.87 90,608.81 39,336.87 39,336,87 Max Load Fillers TC: fa 9,397.25 9.397.25 21,645.68 9,397.25 9,397.25 93,217.08 Maximum K Ur 80.08 82.80 63,39 82.80 80,08 Max Load no Fillers TC: Fcr 31,067.63 30,090.66 36,930.00 30,090.66 31,067.63 72.172.45 TC Fa 18,640.57 18.054.40 22.158.00 18,054.40 18,640.57 308.90 yy: 08.90 F'e 109,852.19 102,759.23 93,147.41 102,759.23 109,852,19 BCOAURyy. Cm 0,9572 0.9543 0.8443 0,9543 0,9572 345.60 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 Bc Stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0'94 Panel Point fb 0.00 0.00 0.00 0.00 0.00 BC L/Rr. 203.1488 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 F TC Shear Stress: Fillers 0 0 6 0 0 14,433.62 Panel Point Stress 9,397.25 9,397,25 21,645.68 9,397.25 9,397.25 BC Shear Stress: Mid Panel Stress 0.5041 0.52051 0.97691 0.5205 0.5041 18,759.53 TC Bearing Capacity: Web Design 7.70K`9.50K Member Web Tension Allow Tension Web Comp Allow Camp Weld Qty Material W2 43,214.08 79,023.08 11,298.55 43,260.70 12.82 x 0.227 2 3022=3 x 3 x.227 V1S 200.22 7,826.93 786.74 1,058.37 2.00 x 0,102 1 C16BB= 1.125 x 1.025 x.102 W3 10,952 12 78,227.12 41,837.08 45,501 72 12.41 x 0227 2 A48A=3.0625 x 227 W4 22,069.41 28,769,10 5,747.24 6,014.05 9.91 x 0,150 2 A28B= 1.7350 x 0.150 V2 200.00 10,742,43 1,494.41 1,749.86 2.00 x 0,129 1 C22BB= 1.125 x 1,110 x.129 W 5 5,74724 57,194.49 22,010.46 22,282 74 7 91 x 0.188 2 A40B=2.3750 x 0.218 W6 13,685.62 48,746.47 13,721,17 16,614.67 4.93 x 0.188 2 A38B=2.2190 x 0.199 V3 200.00 14,381.54 1,812,18 3,112.84 2.00 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 13,685 62 48,746.47 13,721.17 16,614.67 4 93 x 0.188 2 A38B=2.2190 x 0.199 W5 5,747.24 57,194.49 22,011.94 22,282.74 7.91 x 0.188 2 A40B=2,3750 x 0,218 V4 200.00 10,742.43 1,494.41 1,749.86 2.00 x 0.129 1 C22BB= 1.126 x 1.110 x.129 W4 22,070.88 28,769.10 5,747.24 6,01405 9 91 x 0.150 2 A28B= 1.7350 x 0.150 W3 10,952.11 78,227.12 41,838.48 45,501.72 12.41 x 0.227 2 A48A=3.0625 x.227 V1S 200.22 7,826.93 786,74 1,058.37 2.00 x 0,102 1 C16BB= 1.125 x 1.025 x.102 W2 43,215 52 79,023.08 11,298.55 43,260.70 12.62 x 0.227 2 3022=3 x 3 x .227 STRESS ANALYSIS-PAGE 3 G� Job Number Job NOW: Date Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111211201910:22.54 AM NEW MILLENNIUM Location: Joist Description: Mark: — —1, SYST- ARLINGTON,WA Girder Load @ Diag 60GSN15.2K4.0 G76 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-1 3/4 TCX Type R TCX Type R TCX Depth 7 112 TCX Depth 7 112 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-6 718 Clear Bearing 0-8 518 BPL Material:407050=4 x 7 x.500 BPL Material:2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def L180 000 Reqd TL Def 1-180 002 Live Load 0.00 Live Load 0.00 Reqd LL Def 1-1120 0.00 Reqd LL Def L1120 0.01 Section Modulus 0.0000 Section Modulus 1.9543 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 4.9044 Reqd MI 0.0000 Reqd MI 0.0000 SeaLlyFn'' ?�1n Seat Type:T-Plate V Load Combinations Case 1: ❑L Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: ❑L+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: ❑L+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Sg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0_$5(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+O.S(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 G� Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/211201910:25:36 AM NEW MILLENNIUM Lvcativn' Joist Description: Mark: ^1 Ilk 1-r• -1-- ARLINGTON,WA Girder Load @ Diag 46G5N9.6K2.5 G17 Geometry Base Length: Working Length: Joist Depth: Eltective Depth: BC Panel Length: Shape: 43.10 518 43-6511 1 46.00 44.30 4 @ 1D-0 Single Pitch with 1:19 Slope Variable Left End Right End BC Panel 4-9114 3-4 114 - - - - TC Panel 4-91/4 2-2 1/8 First Half 4-9 118 1-0 .� First Dia . 9-6 318 4-4 114 �`• - '' Dept 160.00 32.0D Loads Load Type Category Loadl Load2 Positlon Direction Loc1Be in Sp/End Reference Conc Load(Ibs) TL(1) 4.800.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 9,600.00 0,00 TC + 9-6 3/8 9-4 318 L-BL Conc Load(Ibs) TL 1) 91600.00 0.00 TC + 19-6 318 10-0 L-BL Conc Load(Ibs) TL(1) 9,600.00 0.00 TC + 29-6 318 10-0 L-BL Conc Load(Ibs) TL(1) 9,600.00 0.00 TC + 39-6 3/8 10-0 L-BL Conc Load(Ibs) TL 1 4,800.00 0.00 TC + 43-8 518 4-2 114 L-BL Conc @ any pp(Ibs) CL(1) 2,100.00 0.00 TC + Conc Load(Ibs) WL(1) 1,250,00 0.00 TC 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 2,500.00 0.00 TC - 9-6 318 9-6 318 L-BL Conc Load(Ibs) WL(1) 2,500.00 0.00 TC - 19-6 31$ 19-6 318 L-BL Conc Load(Ibs) WL(1) 2,500.00 0,00 TC 29-6 318 29-6 3/8 L-BL Conc Load Ibs) WL(1) 2,500.00 0.00 TC - 39-6 318 39-6 318 L-BL Conc Load(Ibs) WL(1) 1,250.00 0.00 TC - 43-8 518 43-8 5/8 L-BL Conc @ any pp(Ibs) CL(3) 2,100.00 0,00 TC + Axial(Ibs) SM(3) 28,500.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) SM(3) 4,250.00 0.00 TG + Conc Load(Ibs) SM(3) 328.00 0.00 TC + 9-6 3/8 9-6 318 L-BL Conc Load(Ibs) CL 3) 3.072.00 0.00 TC + 9-6 318 9-6 318 L-BL Conc Load(Ibs) SM(3) 328.00 0.00 TC + 19-6 318 19-6 318 L-BL Conc Load(Ibs) CL(3) 3,072.00 0.00 TC + 19-6 318 19-6 3/8 L-BL Conc Load Ibs) SM(3) 328.00 0.00 TC + 29-6 318 29-6 W8 L-BL Conc Load(Ibs) CL(3) 3,072.00 0.00 TC + 29-6 318 29-6 318 L-BL Conc Load(Ibs) SM(3) 328.00 0.00 TC + 39-6 318 39-6 3/8 1 L-BL Conc Load(Ibs) CL(3) 3,072.001 0.00 TC + 39-6 318 39-6 318 L-BL Stress Analysis SurnMary Int.Panel TC: Max Panet BC. Reaction LE: Reartinn RE: Minimum Sheer. Mex TO Comp.: Max SC Tension 1 60.08 120.00 23,793.54 128,370.25 17,092.56 67,718.47 168,023.01 Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist, W2 28,540.25 37,718.73 0.00 0.00 27,505.45 6,876.36 80.24 0-2 V1S 28,540.25 37,718,73 0.00 0.00 6,352.24 6,524.94 55.26 4-9114 W3 28,540.25 37,718,73 38,665.87 9,480.81 6,876.86 28,754.60 77.40 4-9114 W4 28,540.25 56,646.79 38,665,87 9,480.81 17,572,78 4,393.19 79.54 9-6 3/8 V2 28.540.25 56,646.79 38,665.87 9,480.81 6,352.24 6.579.59 49.03 14-6 318 W5 26,540.251 56,646.79 65,952.88 15,789.08 4,227.571 18,286.72 75.51 14-6 318 Continued on Next Page... STRESS ANALYSIS-PAGE 1 G� EARELINGTON, Job 1Vame: Date Run: GAYTEWAY BUSINESS PARK BLDG C -SHOPORUERS ;11/211201910:25:36 AM NEW MILLENNIUM Joist Description: Mark. Rl IIL MlNr. -T- WA Girder Load @ diag 46G51419AK2.5 11317' Stress Analysis Summary.Continued... Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP[list. W6 28,540.25 67,718.47 65,952,88 15,789.08 12,108.01 4,206.95 75.51 19-6 318 V3 28,540.25 67,718.47 65,952.88 15,789 08 6,352.24 6,60481 42.65 24-6 318 W6 28,540.25 67.718.47 68.023.01 16,534.55 7,986.74 12,411.10 71.81 24-6 318 W5 28,540.26 55,732.98 68,023.01 16,534.55 4,386,15 19,521.79 71.81 29-6 318 V4 28,540 26 55,732.98 68,023.01 16,534.55 6,352.24 6,582.58 3627 34-6 318 W4 28,540,26� 55,732.9a 34,228.78 8,498.37 22,914.26 5,728.57 68.51 34-6 318 W3 28,540,26 41,272.50 34,228,78 8,498.37 5,578.02 23,455.59 35.19 39-6 318 V1S 28,540,261 41,272,50 0,00 0.00 6,873.29 7,060.91 34.70 41-8 112 W2 28,540.261 41,272.50 0.00 0.00 35,605.421. 8,901.351 48.86 40-6 31B STRESS ANALYSIS-PAGE 2 G� Job Number: Job Name: I Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111211201910:25:36 AM NEW MILLENNIUM Location: Joist description: Mark: M Ill-1, riY -.F ARLINGTON,WA Girder Load @ Diag 46GaN9.6K2.5 IG17 Chord Pro leg Chord Area Rx Rz Ryy Y Ix Q Material TC 1,7800 0,9216 0,5891 1,6993 0,8652 1,5119 1,0000 3031 =3 X 3 X.313 BC 1.3105 0.9336 0.5937 1.6798 0.8340 1.1423 0.9229 3022=3 x 3 x.227 Axial and Bending Analysis K: Fy.1 Fb: Mom of inertia: LL 360: LL 240: Max Brldg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 12,967.97 1.342.25 2,013.37 124-D 718 21-7112 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 55.33 57.21 60.08 26.16 24.16 M1250 Min Weld Len 2X: Bending Load 0.00 0.00 0.00 0.00 0,00 0.7500 Axial Load 37.718.73 37,718.73 67,718.47 41,272.50 41,272.50 Max Load Fillers TC: fa 10,595.15 10,595.15 19,022.04 11,593.40 11,593.40 74,539.87 Maximum KLfr 93.92 97,11 70,62 70.62 70,62 Max Load no Fillers TC: Fcr 26,234.19 25,091.90 34,723.36 34,723.36 34,723.36 50,165.11 TC OALIRyy: Fa 15,740.51 15,055.14 20.834.021 20,834.02 20,834.02 307.55 Fe 79,413.09 74,285,53 67,337.071 355,176.34 416,506.78 8COALIRyy: Cm 0.9333 0.9287 0.8107 0.9837 0,9861 311.12 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC Stress: Mid Panel Moment 0,00 0.00 0.00 0.00 0.00 0.87 Panel Point fb 0.00 0.00 0.00 0.00 0.00 SC L/Rz: 202.1223 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress; Fillers 0 0 6 0 0 13,115.08 Panel Point Stress 10,595.15 10,595A5 19,022,04 11,593.40 11,59140 BC Shear Stress: Mid Panel Stress 0.6731 0.7038 o.91 301 0.5565 0.5565 17,114.65 TC Bearing Capacity: Web Design 15.85K a 11.02K Member Web Tension Allow Tenslon Web Camp Allow Comp Weld Qty Material W2 27,505.45 57,194.49 6,876.36 23,987.83 6,61 x o.218 2 A40B=2.3750 x 0.218 V1S 6,352,24 28,624.38 6,524.94 10,249.39 2.34 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W3 6.876.86 61,276.80 28,754.60 31,458 18 9 27 x 0.209 2 A42A=2.6250 x.209 W4 17,572.78 28,624.38 4,393.19 5,748.48 6.31 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V2 6,352.24 28,624.38 6,579.59 7,470.67 2.36 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W5 4,22757 48,746.47 18,286.72 20,231.52 6.57 x 0.188 2 A38B =2.2190 x 0.199 W6 12,108.01 28,624.38 4,206.95 6,270.46 4.35 x 0.168 1 CW40BA= 1.5 x 1.926 x,218 V3 6,352,24 24,373.24 6,604,81 8,037.62 2.37 x 0,188 1 C38BA= 1.125 x 1.845 x.199 W6 7.986.74 37,440.23 12,411.10 13,169 23 4.75 x 0.176 2 A34A= 1.93380 x 0.176 W5 4,386.15 48,746.47 19,521.79 22,003.16 7.01 x 0.188 2 A38B =2.2190 x 0.199 V4 6,352.24 16,730.22 6,582,58 6,994.98 2.81 x 0.168 1 C326A= 1.125 x 1.520 x.158 W4 22,914.2E 28,624.38 5,728.57 7,347.89 8.23 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W3 5.578.02 31,392.15 23,455.59 23,471.57 10.00 x 0.158 2 A30B= 1.7970 x 0.158 V1S 6,873.29 16,730.22 7,060.91 7,334.48 3.01 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W2 35,605.42 79,023.08 8,901.35 60,624 051 11.28 x 0.227 2 3022=3 x 3 x .227 i STRESS ANALYSIS-PAGE 3 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/211201910:25:36 AM NEW MILLENNIUM Location: Joist Description: Mark: RL Ill-Mr, SV-iTFVr ARLINGTON,WA Girder Load @ Diag 46GSN9.6K2.5 G17 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Tye R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-6 718 Clear Bearing 0-8 118 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def 1-180 000 Reqd TL Def L180 000 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.0000 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type,tapped Seal Type - - - I I I I I Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Ba: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a. 1.2(DL)+0.5(LL)+O.B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 �� Job Number Job Name: Gate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDER5 11/211201910:28:51 AM NEW MILLENNIUM Location: Jorsr Description: Mark: A,11,-stir, -T- ARLINGTON,WA Girder Load @ Diag 60G5N19.4K4.5 G76 Geomet Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape. 49-11 5/8 49-7 518 60.00 57.87 4 @ 10-0 Parallel Chords Variable Left End Right End BC Panel 5-0 314 5-0 TC Panel 5-0 3/4 4-11 First Half 5-0 718 4-10 First Diag. 10-1 518 9-10 \ Depth 60.00 160.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Conc Load(Ibs) TL(1) 9,700.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 19,400.00 0,00 TC + 10-1 518 9-11 5/8 L-BL Conc Load Ibs TL(1) 19,400.00 0.00 TC + 20-1 518 10-0 L-BL Conc Load(Ibs) TL(1) 19.400.00 0.00 TC + 30-1 5/8 10-0 L-BL Conc Load(Ibs) TL(1) 19,400.00 0.00 TC + 40-1 5/8 10-0 L-BL Conc Load(Ibs) TL(1) 9,700.00 0.00 TC + 49-9 516 9-8 L-BL Conc Load(Ibs) WL(1) 2,250.00 0.00 TC - 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 4,500.00 0.00 TC 10-1 5/8 10-1 5/8 L-BL Conc Load(Ibs) WL(1) 4,500,00 0.00 TC - 20-1 518 20-1 518 L-BL Conc Load(Ibs) WL(1) 4,500.00 0.00 TC 30-1 518 30-1 516 L-BL Conc Load(Ibs) WL(1) 4,500.00 0.00 TC 40-1 518 40-1 5/8 L-BL Conc Load(Ibs) W L(1) 2,250.00 0.00 TC - 49-9 518 49-9 518 L-BL Axial(Ibs) SM(3) 25.000.00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) SM(3) 662,00 0.00 TC + 10-1 518 10-1 5/8 L-BL Conc Load(Ibs) CL(3) 6,208.01) 0.00 TC + 10-1 518 10-1 518 L-BL Conc Load(Ibs) SM(3) 662.00 0.00 TC + 20-1 5/8 20-1 518 L-BL Conc Load(Ibs) CL(3) 6,208.00 0.00 TC + 20-1 518 20-1 5/8 L-BL Conc Load Ibs 5M(3) 662.00 0,00 TC + 30-1 515 30-1 5/8 L-BL Conc Load(Ibs) CL(3) 6,208.00 0.00 TC + 30-1 5/8 30-1 518 L-BL Conc Load(Ibs) SM(3) 662.00 0.00 TC + 40-1 518 40-1 5/8 L-BL Conc Load Ibs) CL(3) 6,208.00 0.00 TC + 40-1 518 40-1 518 L-BL Stress Analysis Summary Int.Panet TC: Max Panei BC: Reaction LE: Rearlinn RE: Minimum Shear. Max TC Comp: Max BC Tens+on 60.00 120.88 48,263.86 48.736.14 12,184.04 1119,207.78 1119,452.61 Member TC Tension TC Compresion BC Tension BC Comnresion Web Tension Web Comp. Web Length PP Dist. W2 25,000.00 39,149,47 0.00 0,00 54,953.19 13,738.30 82.47 0-2 W3 25,000.00 39,149.47 79,714.99 18,490.59 12,982.92 55,970.82 83.99 5-0 314 W4 25,000.00 99,583.80 79.714.99 18,490.59 27,604.77 6,901.19 83.36 10-1518 W5 25,000.00 99,583.80 119,452,61 27,708.08 6,403.17 27,604.78 83.3615-15/8 W6 27,651.29 119,207.78 119,452.61 27,708.0E 4,071.02 17,550.61 83.36 20-1 5/8 W6 27,651.29 119,207.78 118,962.95 27,594.50 17,550.61 4,387.65 83.36 25-1 5/8 W5 25,000.00 98,604.51 118,962.95 27,594.50 6,560,97 28,285.06 83.36 30-1 518 W4 25,000,00 98,604.51 78,246.04 18,149.85 28,285.08 7,071,27 83.36 35-1 518 W3 25,000.001 39,123.02 78,246,04 18,149,651 12,819.641 55,266,91 81,93 40-1 518 "Continued on Next Page- STRESS ANALYSIS-PAGE 1 Job Number: Job Name: D] t—e Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS ll1211201910:28:51 AM NEW MILLENNIUM Location: Joist Description: Mark: ^ °-11 1-1- ARLINGTON,WA Girder Load @ Diag 60G5N19.4K4.5 G78 Stress Anal sis Summary,Continued... Member I TC Tension I TC Compresion I BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. V1S 1 25,000.001 39,123,021 0,00 0.00 0,00 782.46 57.88 45-0 518 W2 1 25,000001 39,123.021 0.00 000 55,266-90 13,816 73 81 93 44-11 518 Standard Verticals Member I Position Max Tension I Max Comp. I Length V1 I End Panel 1 0-001 782.991 57.86 V2 Interior 0.00 1 2,384,16 57.87 STRESS ANALYSIS-PAGE 2 Job Number_ Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/211201910:28:51 AM NEW MILLENNIUM Location: Joist Description: Mark: M,n, 1"„NR 1V-(T■M1 ARLINGTON,WA Girder Load @ Diag 60G5N19.4K4.5 GIB Chord Pro rtles Chord Area Rx Rz Ryy Y Ix Q Material TC 2,8594 1,2346 0,7876 2,1017 1,1383 4,3586 1.0000 4037=4 x 4 x.375 BC 2.0930 1.0824 0.6899 1.8930 0.9905 1 2.4522 1 0.9871 13531 =3 112 X 3 112 X.313 Axial and Bending Analysis K. Fy., Fb: Mom of inertia: LL 360: LL 240: Max Bridg TC.' Max Bridg BC: 1.00 50.000.00 30.000.00 8,108.00 2,477.07 13,715.61 129-9114 23-9112 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Len th 58.75 60.88 60.00 59.00 57.00 1.1250 Bending Load 0.00 0.00 0,00 0.00 0,00 Min Weld Len 2X.' 0.8563 Axial Load 39,149.47 39,149,47 119,207.78 39,123.02 39,123.02 Max Load Fillers TC: fa 6.845.75 6,845.75 20,844.89 6,841.12 6,841.12 135,852.84 Maximum KLlr 74.59 77,29 57,10 74.91 72,37 Max Load no Fillers M Fcr 33,287.51 32,304.91 39,395.53 33,172.21 34,091.86 112,798.81 Fa 19,972.51 19.382.94 23,637.32 19,903.33 20,455.12 TOOALIRyy: 283.41 Fe 126,396.34 117,725.98 121,184,68 125,327.46 134,276.66 8COAL/Ryy. Cm 0.9729 D.9709 0.8848 0.9727 0.9745 314.65 _ Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC Stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0.95 Panel Point fb 0.00 0.00 0.00 0.00 0.00 eC L/Rr. 175.2066 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Fillers 0 0 2 0 0 13,Shearsess: 54.13 Panel Point Stress 6.845.75 6,845,75 20,844,89 6,841.12 6,841,12 BC Shear Stress: Mid Panel Stress 0.3428 0.3532 C).881 91 0.3437 0.3344 18,419.24 TC Bearing Capacity: Web Design 19.70K a 13.74K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 54,953.19 86,681.16 13,738.30 47,970.34 14.80 x 0.250 2 3025=3 x 3 x.250 W3 12,982.92 107,333,90 55,970.82 58,476.09 12.04 x 0.313 2 3031 =3 X 3 X.313 W4 27,604,77 31,392.15 6,901.19 7,061.38 11.77 x 0.158 2 A30B= 1.7970 x 0.158 W 5 6,403.17 61,276.80 27,604,78 28,434.29 9.91 x 0.168 2 A42A=2.6250 x.209 W6 4,071.02 57,194.49 17,550,61 22,392,75 6.30 x 0.188 2 A40B=2.3750 x 0.218 W6 17,550 61 28,624.38 4,387.65 5,30964 6 30 x 0.188 1 CW40BA= 1.5 x 1.926 x 218 W 5 6,560.97 61,276,80 28,285.06 28,434.29 10.16 x 0.188 2 A42A=2.6250 x.209 W4 28,285.08 33,466.47 7,071.27 8,510.58 12.06 x 0,158 2 A32B= 1.9060 x 0,158 W3 12,8%64 107,333.90 55,266.91 60,222.09 11.89 x 0.313 2 3031 =3 X 3 X.313 W2 55,266.90 86,681.16 13,816.73 48,312.62 14.89 x 0.250 2 3025=3 x 3 x.250 V1 0,00 7,826.931 782.991 1,071.20 2.00 x 0.102J 1 C16BB= 1.125 x 1.025 x.102 V2 0 001 14,381.541 2,384.161 3,138 40 2 00 x 0.150 1 IC28BB=1.125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 G� Job Number. Job Name: date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPDRDERS 11/21/201910:28:51 AM NEW MILLENNIUM Location: Juist Description: tutark: Fl ii,Wins, -TFMr ARLINGTON,WA Girder Load @ Diag 60G5N 19.411(4.5 G78 TCX Design TCX Leff TCX Right TCX Length 0-1 3/4 TCX Length 10-1 3/4 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 0-6 BPL Length 1 0-6 Clear Bearing 0-8 112 Clear Bearing 0-8 112 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def 1-180 0.02 Reqd TL Def 1-180 002 Live Load 0.00 Live Load f 0,00 Reqd LL Def L/120 0.01 Reqd LL Def L/120 0.01 Section Modulus 3.0462 Section Modulus 3,0462 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 8.7172 Reqd MI 0,0000 Reqd MI 0,0000 Seat Type!T-Plate V Seat Type,T-Plate 7" Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0-85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(8M+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Sa: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0-85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP I STRESS ANALYSIS-PAGE 1 G� Job Number Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111211201910:30.20 AM NEW MILLENNIUM Location: Junst Description: Mark: A,11,M-,, -TF V- ARLINGTON,WA Girder Load @ Diag 60G5N19.4K4.5 IG19 Geometry Base Length: Working Length, Joist Depth: Elfecllve Depth: BC Panel Length: Shape: 49.4 49-D 613.00 57.87 4 @ 1D-0 Parallel Chords Variable Left End Right End BC Panel 5-0 5-0 TC Panel 4-10 3/4 4-9 1/4 First Half 4-9 518 4-6 318 First Dia . 9-9 518 9-6 318 Depth 60.00 160.00 Loads Load Type Category Loadl Load2 Position Direction Lac/Begin Sp1End Reference Cone Load(Ibs) TL(1) 9,700.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 19,400.00 0,00 TC + 9-9 5/8 9-7 518 L-BL Cone Load(Ibs) TL 1) 19,400.00 0.00 TC + 19-9 518 10-0 L-BL Conc Load(Ibs) TL(1) 19.400.00 0.00 TC + 29-9 5/8 10-0 L-BL Conc Load(Ibs) TL(1) 19,400.00 0.00 TC + 39-9 518 10-0 L-BL Conc Load Ibs TL(1) 9,700.00 0.00 TC + 49-2 9-4 318 L-BL Conc @ any pp(Ibs) CL(1) 200.00 0.00 TC + Conc Load(Ibs) WL(1) 2,250.00 0.00 TC 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 4.500.00 0.00 TC - 9-9 518 9-9 518 L-BL Conc Load(Ibs) WL(1) 4,500.00 0.00 TC 19-9 5/8 19-9 5/8 L-BL Conc Load(Ibs) WL(1) 4,500.00 0.00 TC 29-9 518 29-9 5/8 L-BL Conc Load(Ibs) WL(1) 4500,00 0,00 TO - 39-9 518 39-9 518 L-BL ConcLoad(Ibs) WL(1) 2,250.00 0.00 TC 49-2 49-2 L-BL Conc Load(Ibs) SM(2) 5,700.00 0.00 TC 2-1 2-1 L-OAL Conc @ an Ibs CL(3) 200.00 0.00 TC + Axial(Ibs) SM(3) 25,000.00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) SM(3) 5,700.00 0.00 TC + 2-1 2-1 L-OAL Conc Load(Ibs) SM(3) 662.00 0,00 TC + 9-9 518 9-9 518 L-BL Conc Load(Ibs) CL(3) 6,208.00 0.00 TC + 9-9 518 9-9 518 L-BL Conc Load(Ibs) SM(3) 662,00 0.00 TC + 19-9 518 19-9 5/8 L-BL Conc Load(Ibs) CL(3) 6,208.00 0.00 TC + 19-9 518 19-9 518 L-BL Conc Load(Ibs) SM(3) 662.00 0.00 TC + 29-9 5/8 29-9 5/6 L-BL Conc Load(Ibs) CL(3) 6,208.00 0.00 TC + 29-9 518 29-9 5/8 L-BL Conc Load(Ibs) SM(3) 662.00 0.00 TC + 39-9 515 39-9 518 L-BL Conc Load(Ibs) CL(3) 6,208,00 0.00 TC + 39-9 518 39-9 518 L-BL Stress Analysis Summary Int.Pane!TC: Max Panel Bc. Reaction LE: Reaction RE: Minimum Shear. Max TC Camp.: Max BC Tension 60.00 120A 48,483.50 48,913.44 112,228.36 117,158.26 1117,282.55 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 25,000.00 40,215.76 0.00 0.00 54,909.23 13,727.31 81.93 0-2 V1S 25,000.00 40,181.86 0.00 0.00 1,576.85 1,970.37 57.88 4-10 3/4 W3 25,000.00 40,181,86 77,292,62 17,882.35 12,630,68 54,676.89 81.67 5-0 W4 25.000.00 97,287.57 77,292,62 17,882.35 27,865.29 6,966,32 83.36 9-9 518 W5 25,000.001 97,287.571 117.282.551 27,110.271 6,410.411 27,806.51 83.36 14-9 518 " Continued on Next Page.. i STRESS ANALYSIS-PAGE 1 G� Job Number. Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARE(BLDG C -SHOPDRDERS 111211201910:30:20 AM NEW MILLENNIUM Location: Joist Description: Mark: ^ 1-1 — T— ARLINGTON,WA Girder Load L Diag 60GSN19.4K4.5 G19 Stress Anal sls Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W6 27,058.70 117,158.26 117,282.55 27,110.27 4,531.91 17,614.46 83.36 19-9 5/8 W6 27,058 70 117,158.26 116,832.23 27,007 12 17,614.46 4,403.61 83.36 24-9 516 W5 25,000.00 96,392,59 116,832.23 27,007.12 6,553.72 28,427.27 83.36 29-9 518 W4 25,000.00 96,392.59 75,952.93 17,572.90 28,486.07 7,121.52 83.36 34-9 5/8 W3 25,000.00 39,201.51 75,952.93 17,572 90 12,417.70 53,755 30 7941 39-9 518 V1S 25,000.00 39,201.51 _ 0.00 0.00 200.22 784.03 57.94 44-6 3/4 W2 25,000.00 39,201.51 0.00 0.00 55,517,92 13,879.49 81.93 44-4 Standard Verticals Member I Position Max Tension Max Comp. Length V2 I Interior 1 200.001 2,343.17 57.87 STRESS ANALYSIS-PAGE 2 Job Number: Job Name: n to Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS I V211201910:30:20 AM NEW MILLENNIUM Location: Joist Description: Mark RL ii,Wing, -V T- ARLINGTON,WA Girder Load @ Diag 60G5N19.4K4.5 G19 Chard Pro rues Chord Area Rx Rz Ryy Y Ix Q Material TC 2,8594 1,2346 0,7876 2,1017 1,1383 4.3586 1.0000 4037=4 x 4 x.375 BC 2.0930 1.0824 0.6899 1.8930 0.9905 2.4522 1 0.9871 13531 =3 112 X 3 112 X 313 Axial and Bending Analysis K• Fy., Fb: Mom of Inertia LL 360: LL 240: Max Bridg TC' Max Bridg BC' 1.00 50,000.00 30,000.00 18,108.00 12.574.69 13,862.04 29-0' 24-D 518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 56.75 58.88 60.00 57.13 55.25 Min Weld Md Len 2X: Bending Load 0.00 0.00 0.00 0.00 0,00 0.8416 Axial Load 40,215.76 40,101.86 117,158.26 39,201.51 39,201.51 Max Load Filters TC: fa 7,032.20 7,026.28 20,486.51 6,854.85 6,654.85 135,852.86 Maximum K Ur 72.05 74,75 57,10 72.53 70.15 Max Load no Fifers TC, Fcr 34,206.33 33,229.88 39,395.54 34,034.59 34,890.45 112,798.81 TC Fa. 20,523.80 19,937.93 23.637.32 20,420.75 20,934.27 279.78 yy: 79.78 F'e 135,462.33 125,860.20 121,184,68 133,689.66 142,917.69 8COAL/Ryy. Cm 0.9740 0,9721 0,8867 0.9744 0.9760 310.62 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC Stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0.93 SC LIRZ.- Panel Point fb 0.00 0.00 0.00 0.00 0.00 17 173.939383 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress; Fillers 0 0 2 0 0 13,515.24 Panel Point Stress 1 7.032.20 71026,28 20,486,51 6,854.85 6,854.85 BC Sheer stress: Mid Panel Stress 0.34261 0.35241 0.8667 0.3357 0.3274 18,502.90 TC Bearing Capacity: Web Design 9.80K<13.93K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 54,909.23 86,681.16 13,727.31 48,312.62 14.79 x 0.250 2 3025=3 x 3 x.250 W3 12,630.68 96,902.01 54,676.89 54,870.24 13,10 x 0.281 2 3028=3 X 3 X.281 W4 27,865 29 31,392.15 6,966.32 7,061 313 11.88 x 0.158 2 A30B= 1.7970 x 0.158 W5 6,410.41 61,276.80 27,806.51 28,434.29 9.99 x 0.168 2 A42A=2.6250 x,209 W6 4,531.91 57,194,49 17,614.46 22,392.75 6,33 x 0.188 2 A40B=2.3750 x 0,218 W6 17,614 46 28,624.38 4,403.61 5,30964 6 33 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W5 6,553.72 61,276.80 28,427.27 28,434.29 10.21 x 0.188 2 A42A=2.6250 x.209 W4 28,486.07 33,466.47 7,121.52 8,510.58 12.14 x 0.158 2 A32B= 1,9060 x 0.158 W 3 12.417 70 96,902.01 53,755.30 56,600.04 12.88 x 0.281 2 13028=3 X 3 X.281 W2 55,517.92 86,681,16 13,879.48 46,312.62 14.96 x 0.250 2 3025=3 x 3 x.250 V1 1,576.85 14,381.64 1,970,37 3,137.18 2.00 x 0.160 1 C28BB= 1.125 x 1.344 x.150 V2 200.00 14,381.54 2,343.17 3,13840 2 00 x 0.150 1 C28BB=1.125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 Job Number: Job Name: Date Run: 5819.0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/201910:30:20 AM NEW MILLENNIUM Location: cunt Description: (Nark: AL -Nr, -TFM9 ARLINGTON,WA Girder Load @ Diag 60G5N19.4K4.5 G79 TCX Design TCX Left TCX Right TCX Length 0-7 3/8 TCX Length 0-1 3/4 TCX Type R TCX Type R TCX Depth 7 112 TCX Depth 7 112 BPL Length 1-1 3/8 BPL Length 0-6 Clear Bearing 1-2 114 Clear Bearing 0-8 314 BPL Material:407050=4 x 7 x.500 BPL Material:2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def 1-180 009 Reqd TL Def 1-180 0.02 Live Load 0.00 Live Load 0.00 Reqd LL Def L1120 0.06 Reqd LL Def 1-1120 0.01 Section Modulus 3,0462 Section Modulus 3.0462 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 8.7172 Reqd MI 0.0000 Reqd MI 0.0000 Seal Type:Lapped Seat Type:T-Plate 1" Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0-85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Ba: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0-85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.86(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: ❑L+CL+0-85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case Bf: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 6h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a. 1.2(DL)+0,5(LL)+O.B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+O,B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 �,,> Job Number: Job Name Date Run: 5819-0100 IGAYTEWAY BUSINESS PARK BLDG C -SHDPDRDERS 11/21/2019 8:42.54 AM NEW MILLENNIUM Location: Joist Descripliun: Mark: P-,1-1, Svarne ARLINGTON,WA Girder Load @ Diag 43.500G4N19K5.0 G2 Geometry Base Length: Working Length: Joist Depth; EffeOve Depth; BC Panel Length; Shape; 38-8 38.4 43.50 41.38 3 r~m` 10-0 Single Pitch with 1:14 Slope Variable Left End Right End :I I!LI I I I I I ' I 'Jill IJ 111,011 LID I I I I I ' I I I I I I I_I I I I I I!LI_I U_l i I I BC Panel 4-11 4-5 TC Panel 4 11 4 5 ,.,. L_IJ I! I II I IJ I I_I I I I1 I I I I IJ I: First Half 4-11 4-5 First Diag. 9-10 8-10 Depth 160.00 127.00 Loads Load Type Category Load1 Load2 Position Direction LoclBegin Sp/End Reference Conc Load(Ibs) TL(1) 9,500.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 19,000.00 0,00 TO + 9-10 9-8 L-BL Conc Load(Ibs) TL(1) 19,000.00 0,00 TO + 19-10 10-0 L-BL Conc Load(Ibs) TL(1) 19,000.00 0.00 TC + 29-10 10-0 L-BL Conc Load(Ibs) TL(1) 9,500.00 0.00 TO + 38-6 8-8 L-BL Uniform ( If) CL 1) 40.00 40.00 TO + 0-0 38-8 L-BL Conc @ any pp(Ibs) CL(1) 2.100.00 0.00 TC + Conc Load(Ibs) WL(1) 2,500.00 0.00 TO - 0-2 0-2 L-BL Conc Load Ibs WL(1) 5,000.00 0.00 TO - 9-10 9-10 L-BL Conc Load(Ibs) WL(1) 5,000.00 0.00 TC 19-10 19-10 L-BL Conc Load(Ibs) WL(1) 5,000.00 0.00 TO 29-10 29-10 L-BL Conc Load(Ibs) WL(1) 2,500.00 0.00 TO 38-6 38-6 L-BL Conc @ any pp(Ibs) CL(3) 2,100.00 0.00 TC + Uniform (plf) CL(3) 40.00 40,00 TO + 0-0 38-8 L-BL Conc @ any pp(Ibs) SM(3) 4,250.00 0.00 TO + Axial(lbs) SM(3) 26,600.00 0.00 TO + 0-0 0-0 L-BL Conc Load(Ibs) SM(3) 648.00 0.00 TO + 9-10 9-10 L-BL Conc Load(Ibs) CL 3 6,080.00 0,00 TO + 9-10 9-10 L-BL Conc Load(Ibs) SM(3) 648.00 0.00 TC + 19-10 19-10 L-BL Conc Load(Ibs) CL(3) 6,080.00 0.00 TO + 19-10 19-10 L-BL Conc Load Ibs SM(3) 648.00 0.00 TC + 29-10 29-10 L-BL Conc Load(Ibs) CL(3) 6,080,00 0.00 TC + 29-10 29-10 L-BL Stress Analysis Summary [Int.Panel TC: Max Panel Bc. Reaction LE: Reaction RE: Minimum Shear: Max TC Comp. Max BC Tension [iD,15 12D.DD 4D,D95.74 41,596.43 1D,399.11 1D6,821.22 112,1T1.22 Member TC Tension TO Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 26,667.19 41.223.85 0.00 0.00 45.983.91 11,495.98 81.13 0-2 V15 26,667.19 41,223.85 0.00 0.00 6,160.67 6,736.56 53.68 4-11 W3 26,667.19 41,223.85 68,865,96 17,121.29 12,224.33 49,592.54 77.01 4-11 W4 26,667.19 88,971.53 68,865.96 17,121.29 26,213.44 6,553.36 77,7E 9-10 V2 26.667.19 88.971.53 68.865.96 17.121.29 6,154.00 6,843.58 45.22 14-10 W5 26,667.19 88,971.53 112,171.22 27,441.26 6,836,94 28,360.22 72.64 14-10 W5 26,667.19 106,821.22 112,171.22 27,441.26 4,772.47 19,470.80 72,64 19-10 V3 26,667.19 106,821.22 112,171.22 27,441.26 6,154.00 6,875.28 36.69 24-10 'Continued on Next Page... STRESS ANALYSIS-PAGE 1 G� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPOROERS IV2112019 8:42:54 AM NEW MILLENNIUM Location: Joist Description: Mark: AL I I L r I N r, �YV TF- ARLINGTON,WA Girder Load @ Diag 43.500G4N19K5.0 IG2 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W4 26,667.19 106,821,22 99,083.56 24,687.32 20,539,58 5,134.90 68.20 24-10 W3 26,667.19 55,278.29 99,083.56 24,687 32 12,880.93 53,053 57 62 13 29-10 V1 S 26,667.19 55,278.29 0.00 0.00 6,180.67 6,759.161 28.65 34-3 W2 26,667.19 55,278.29 0.001 0.001 63,755,791 15,938.95 56.81 34-3 STRESS ANALYSIS-PAGE 2 �,7 Job Number. Job Name Date Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPDRDERS 11/21/2019 8:42:54 AM NEW MILLENNIUM Location: Joist Description: Mark: ML Ill Ml- -T- ARLINGTON,WA Girder Load @ Diag 43.500GM191(5.0 G2 Chord Pro rtles Chord Area Rx Rz Ryy Y Ix {] Material TC 2.8594 1.2346 0.78T6 2.1017 1,1383 4.3586 1,0000 4037=4 x 4 x.375 BC 1.9266 1.0861 0-6914 1 1.8874 0-9811 2.2726 0.9552 3528=3 112 x 3 112 x 287 Axial and Bending Analysis K. Fy., Fb: Mom of inertia LL 360: LL 240: Max Bridg TC Max Bridg BC: 1.00 50.000.00 130,000.00 13,955.27 2.623.29 3.934.94 129-91/4 122-10112 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 57.14 59.15 60.15 53.13 51.13 Min Weld Md Len 2X: Bending Load 39.90 39,90 39.90 39.90 39.90 0.7673 Axial Load 41,223.85 41,223.85 106,821.22 55,278.29 55,278.29 Max Load Fillers TC: fa 7.208.48 7.208.48 18.678.96 9,666.06 9.666.06 135,513.22 Maximum K L/r 72.55 75,10 76,37 67.46 64,92 Max Load no Fillers TC, Fcr 34,025.89 33,103.44 32,640.03 35,846.55 36,740.83 112,282.91 Fa 20,415.53 19,662.06 19,584.02 21,507,93 22,044.50 2co8Uh7yy: 218.87 Fe 133,600.89 124,696.72 120,574,80 154,528.05 166,885.65 8COAURyy. Cm 0.9730 0.9711 0.8962 0,9687 0,9710 243.72 Panel Point Moment 1,169.61 1,169.61 1,002.53 912.20 912.20 BC Stress: Mid Panel Moment 816.50 403,61 601,26 288.40 661.70 0.97 Panel Point fb 383,96 383,96 329.11 299.46 299.46 8C LIRr. 173.5609 Mid Panel fb 106.62 52.70 65.46 37.66 86.40 TC Shear Stress; Fillers 0 0 0 0 0 11,910.05 Panel Point Stress 7,592.44 7,592A4 19,008,07 9,965-52 9,965,52 6C Shear Stress: Mid Panel Stress 0.3565 0.3646 0.9561 0.45061 0.4412 16-819.53 TC Bearing Capacity: Web Design 110.55K a 14.84K Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material W2 45,983.91 57,194.49 11,495.98 23,527.60 14.21 x 0.218 2 A40D =2.3750 x 0.218 V1S 6,160.67 28,624.38 6,736,56 10,691.02 2.42 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W 3 12,224.33 86,681.16 49,592.54 51,483 90 13.36 x 0.250 2 3025=3 x 3 x.250 W4 26,213.44 28,769,10 6,553.36 6,941.65 11,77 x 0.150 2 A28B= 1.7350 x 0.150 V2 6,154,00 24,373,24 6,843.58 7,372.01 2,46 x 0,188 1 C38BA= 1,125 x 1.845 x.199 W5 6,83694 61,276.80 28,360.22 33,912,96 10.19 x 0.188 2 A42A=2.6250 x.209 W 5 4,772.47 48,746.47 19,470.80 21,598.98 6.99 x 0.188 2 A38B=2.2190 x 0.199 V3 6,154.00 16,730.22 6,875.28 6,905.91 2.93 x 0.158 1 C32BA= 1.125 x 1.520 x.158 W4 20,539.58 28,624.38 5,134.90 7,40261 7 38 x 0.188 1 CW40BA= 1.5 x 1.926 x 218 W3 12,880.93 78,227.121 53,053.57 54,725,401 15.74 x 0.227 2 A48A=3,0625 x.227 V1S 6,180.67 14,381,541 6,759.16 7,746.431 3.03 x 0.150 1 C286B= 1.126 x 1.344 x.150 W2 63,755,79 79,023.08 15,938.95 56,809051 18.91 x 0.227 2 3022=3 x 3 x.227 i STRESS ANALYSIS-PAGE 3 G� Job Number Job Name. Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 8:42.54 AM NEW MILLENNIUM Location: Joist Du8cription: Mark: Rl Ill-Nr, SYST- ARLINGTON,WA Girder Load @ Diag 43.50OG4N19K5.0 G2 TCX Design TCX Left TCX Right TCX Length 0-1 3/4 TCX Length 0-5 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 112 BPL Length 0-6 BPL Length 0-11 Clear Bearing 0-8 314 Clear Bearing 1-4 318 BPL Material:2024=2 x 2 x.248 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def 1-180 0.02 Reqd TL Def 1-180 0.06 Live Load 0.00 Live Load 0.00 Reqd LL Def LI120 0.01 Reqd LL Def L1120 0.04 Sectlon Modulus 3.0462 Section Modulus 3.0462 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 8.7172 Mom of Inertia 8.7172 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type T-Plate T Seat Type Lapped F- - - --- --- --- --- _ ----- - --- -----_ -- -- -- - -- ---- _ i i i -- - - - - - -- - - - -- - - ---- - -- - - -- Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0-85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: ❑L+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case Bd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0-85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) ::ase 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0-85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+O.B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0,B(TL)+SM-AX+FEM Case 6c: ❑L+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number Job Nano Date Run-, 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111211201910:31:18 AM NEW MILLENNIUM Location: Joist Description: Mark: ^ m-1,, ARLINGTON,WA Girder Load @ Diag 47G5N11.5K3.0 G2D Geometry Base Length: Working Length: Joist Depth: Elrective Depth: BC Panel Length: Shape: 48-7 518 48-3 518 1 47.00 1 45.16 4 @ 10-0 Single Pitch with 1:22 Slope Variable Left End Right End BC Panel 4-10 314 4-5 TC Panel 4-10 314 4-5 First Half 4-10 718 4-5 \ First Ding. 9-9 5/8 8-10 ' Depth 160.00 34.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Conc Load(Ibs) TL(1) 5.750.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 11,500.00 0.00 TC + 9-9 5/8 9-7 518 L-BL Conc Load(Ibs) TL(1) 11,500.00 0.00 TC + 19-9 516 10-0 L-BL Conc Load(Ibs) TL(1) 11,500.00 0.00 TC + 29-9 5/8 10-0 L-BL Conc Load(Ibs) TL(1) 11,500.00 0.00 TC + 39-9 5/8 10-0 L-BL Conc Load(Ibs) TL(1) 5,750.00 0.00 TC + 48-5 518 8-8 L-BL Conc Load(Ibs) WL(1) 1,500.00 0.00 TC 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 3,000.00 0.00 TC 9-9 5/8 9-9 518 L-BL Conc Load(Ibs) WL(1) 3.000-00 0.00 TC - 19-9 515 19-9 518 L-BL Conc Load(Ibs) WL(1) 3,000.00 0.00 TC 29-9 518 29-9 518 L-BL Conc Load(Ibs) WL(1) 3,000.00 0.00 TC - 39-9 518 39-9 5/8 L-BL Conc Load(Ibs) WL(1) 1,500,00 0.00 TC - 48-5 518 48-5 518 L-BL Conc Load(Ibs) SM(2) 5,700.00 0.00 TC - 2-1 2-1 L-OAL Axial(Ibs) SM(3) 44,100.00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) $M 0 5.700.00 0.00 TC + 2-1 2-1 L-OAL Conc Load(Ibs) SM(3) 393.00 0.00 TC + 9-9 518 9-9 518 L-BL Conc Load(Ibs) CL(3) 3,680.00 0.00 TC + 9-9 518 9-9 5/8 L-BL Conc Load(Ibs) 5M(3) 393,00 0.00 TC + 19-9 518 19-9 518 L-BL Conc Load(Ibs) CL(3) 3,680,00 0.00 TC + 19-9 5/8 19-9 518 L-BL Conc Load(Ibs) SM(3) 393.00 0.00 TC + 29-9 618 29-9 5/8 L-BL Conc Load(Ibs) GL(3) 3,680.00 0.00 TC + 29-9 518 29-9 518 L-BL Conc Load(Ibs) I SM(3) 393.001 0.00 TC + 39-9 5/8 39-9 518 L-BL _ Conc Load(Ibs) I CL(3) 1 3,680.001 0,00 TC + 39-9 518 39-9 5/8 L-BL Stress Analysis Summa Int.Panel TC: Max Panel BC: Reaction LE: F29,2111.29 eaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 60.06 120.OD 28,288.71 17,3D2.82 187,018.76 191,780.23 Member TC Tension TG Compresion BC Tension BC Gompresion Web Tension Web Comp. Web Length PP Dist. W2 44,143.75 53,756.61 0.00 0,00 32,949.80 8,595.60 81.19 0-2 V1S 44,143.75 53,756.61 0.00 0.00 1,576.62 1,838.17 55.54 4-10 3/4 W3 44,143.75 53,756.61 49,248,77 12,847.50 9,196,17 35,251.9E 79.16 4-10 314 W4 44,143.75 66,442.81 49,248.77 12,847.50 21,070.12 5,496.55 80.00 9-9 518 V2 44,143.75 68,442.81 49,248,77 12,847.50 0,00 1,368.86 50.24 14-9 518 W5 44,143.75 68,442.81 82,629.63 21,555.56 5.852.03 22,432.80 76.57 14-9 518 W6 44,143.75 87,018.761 82,629.63 21,555.56 12,097.40 3,155.84 76.57 19-9 518 Continued on Next Page.. STRESS ANALYSIS-PAGE 1 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHDPORDERS 11/211201910:31:18 AM NEW MILLENNIUM Lucatiun: Jung Dascripliun: Mark: .. ii,fllNf: 4v RT�M4 ARLINGTON,WA Girder Load @ Diag 47GSN11.5K3.0 G20 Stress Analysis SurnrnarV,Continued... Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist, V3 44,143.75 87,018.76 82,629.63 21,555.56 0.00 1,740.38 44.90 24-9 518 W6 44,143 75 87,018.76 91,780.23 23,942 67 3,209.54 12,303.23 73.37 24-9 515 W5 44,143.74 79,916,52 91,780.23 23,942.67 3,809.68 14,603.76 73.37 29-9 518 V4 44,143.74 79,916.52 91,780.23 23,942.67 0,00 1,598.33 39.55 34-9 518 W4 44,143.74 79,916.52 66,163.20 17,259.97 16,0%52 4,18709 7043 34-9 518 W3 44,143.74 56,660,55 66,163.20 17,259.97 10,010.40 38,373.21 64.57 39-9 518 V1 S 44,143.74 56,660.55 0.00 0.00 0.00 1,133.21 34.52 44-2 518 W2 44,143,74 56,660.55 0.00 0.00 41,012,25 10,698.85 60.34 44-2 518 STRESS ANALYSIS -PAGE 2 G� Job Number- Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPDRDERS 11i21/201910,tG2 M NEW MILLENNIUM Location: Joist Description: ARLINGTQN,WA Girder Load @ Diag 47G5N11.5K3.0 Chord Pro ies Chord I Area Rx Rz Ryy Y Ix Q Material TC 2,0930 1,0824 0,6899 1,8930 0,9905 2,4522 0,9871 3531 =3 112 X 3 1/2 X.313 BC 1 1.6070 0.9260 0.5907 1.6920 0.8536 1.3780 1.0000 13028=3 X 3 X 281 Axial and Bending Analysis K.• Fy., Fb: Mom of Jnertia' LL 360: LL 240: Max Bridg TC: Max Bridg BC: 11 00 50.000.00 30,000.00 3,714.83 11.231.52 1.847.28 126-9314 20.0 518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Cfwrds: Len th 56.81 58.93 60.06 53.05 51.05 1.1250 Min Weld Lan 2X: Bending Load 0.00 0.00 0,00 0.00 0.00 0.7500 Axial Load 53,756.61 53,756.61 87,018.76 56,660-55 56,660.55 Max Load Fillers TC: fa 12.842.00 12.842.00 20.788.05 13.535.73 13,535.73 93,217.08 Maximum K L/r 82.34 85,42 63,39 76.90 74,00 Max Load no Filters TC_ Fcr 30,256.81 29,148.06 36,930.00 32,209.30 33,243.50 72,094.30 Fa 18,154.09 17.488.84 22,158.00 19,325.58 19.946.10 306.19 yy: 06.19 F'e 103,915.54 96,549.59 92,962,91 119,140.79 128,668.39 13COAURyy. Cm 0.9382 0.9335 0.8502 0,9432 0.9474 342.57 Panel Point Moment 0.00 0.00 0.00 0,00 0.00 BC Stress: Mid Panel Moment 0.00 0.00 0.00 0,00 0.00 0.95 Panel Point fb 0.00 0.00 0.00 0.00 0.00 BC L/Rr. 203.1488 Mid Panel 1b 0.00 0.00 0.00 0.00 0.00 7C Shear Stress., Fillers 0 0 4 0 0 11,670.20 Panel Polnt Stress 1 12,842.00 12,842,00 20,788,05 13,535,73 13,535,73 BC shear Stress. IMid Panel Stress 0.7074 0.7343 0.9382 0.7004 0.6786 14-559.68 TC Bearing Capacity: Web Design 5.75K-c 9.82K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 32,949.80 43,005.92 8,595.60 13,608.12 11.80 x 0.188 2 A36B=2,0780 x 0.188 V1S 1,576.62 10,742.43 1,838,17 1,918.67 2.00 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 9,196 17 67,578.15 35,251.98 37,061 34 11.36 x 0.209 2 A44A=2.8750 x 209 W4 21,070.12 28,624.38 5,496.55 5,693.09 7.57 x 0.188 1 CW40BA= 1.5 x 1.926 x,218 V2 0.00 7,826.93 1,368.86 1,421.17 2.00 x 0.102 1 C166B= 1,125 x 1.025 x.102 W 5 5,85203 57,194.49 22,432.80 25,927.61 8.06 x 0.188 2 A40B=2.3750 x 0.218 W6 12,097,40 28,624.38 3,155.84 3,569.05 4.34 x 0.188 1 C40BA=1.125 x 2.014 x.218 V3 0.00 7,826.93 1,740.38 1,779.76 2.00 x 0.102 1 C166B= 1,125 x 1.025 x.102 W6 3,209,54 37,440.23 12,303.23 12,616.70 4.71 x 0.176 2 A34A = 1.9380 x 0.176 W 5 3,809.68 43,005,92 14,603.76 16,665.66 5.25 x 0.188 2 A36B=2.0780 x 0.188 V4 0.00 7,826.93 1,598,33 2,293.39 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x A02 W4 16,050.52 28,624.38 4,187.09 7,02855 5 76 x 0.188 1 CW40BA= 1.5 x 1.926 x 218 W3 10,010.40 67,578.15 38,373.21 44,195.18 12.36 x 0.209 2 A44A=2.8750 x.209 V1s 0.00 5,758.64 1,133.21 1,321.38 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W2 41,012 25 71,606.18 10,698.85 47,342 94 11.05 x 0.250 2 A46A=2.5938 x 250 STRESS ANALYSIS-PAGE 3 G� Job Number Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/201910:31:18 AM NEW MILLENNIUM Location: Juist Descriplion: Mark: Ai iii n Nr. SY-FM9 ARLINGTON,WA Girder Load @ Diag 47G5N11.5K3.0 G20 TCX Design TCX Left TCX Right TCX Length 0-7 3/8 TCX Length 0-5 TCX Type R TCX Type R TCX Depth 7 112 TCX Depth 7 1/2 BPL Length 1-1 3/8 BPL Length 0-11 Clear Bearing 1-2 314 Clear Bearing 1-2 718 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def U80 009 Reqd TL Def LI80 006 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.06 Reqd LL Def L/120 0.04 Section Modulus 1.9543 Section Modulus 1.9543 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 4.9044 Mom of Inertia 4.9044 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type Lapped Seat Type:lapped - _ - - - - - - _ - _ _ _ _ _ _ _ _ - Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e. DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+1IVL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,8(TL)+SM-AX+FEM Case 6c: ❑L+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 G� Job Number: Job Naive Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/211201910,32:16 AM NEW MILLENNIUM Location: Joist Description: Mark: Rl 11L M-r. --MS ARLINGTON,WA Girder Load @ Diag 48CM10.411(2.8 G21 Geometry Base Length: Working Length: Joist Depth: Effective Depfh: BC Panel Length: Shape: 39-4 39-0 1 48.00 46.36 3 @ 1D-0 Parallel Chords Variable Left End Right End BC Panel 4-10 3/4 4-9 114 LLI I I I I IIII III !I II III III !I I III I I IIIII IIII III III TO Panel 4-10 314 4-9 114 First Half 4-10 718 4-9 118 First Dia . 9-9 518 9-6 318 Depth 148.00 48.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Conc Load(Ibs) TL(1) 5,200.00 0.00 TO + 0-2 0-2 L-BL Conc Load(Ibs) TL (1) 10,400.00 0,00 TC + 9-9 5/8 9-7 518 L-BL Conc Load(Ibs) TL 1) 10,400.00 0.00 TO + 19-9 518 10-0 L-BL Conc Load(Ibs) TL (1) 10,400.00 0.00 TO + 29-9 518 10-0 L-BL Conc Load(Ibs) TL(1) 5,200.00 0.00 TC + 39-2 9-4 318 L-BL Uniform ( If) CL(1) 40.00 40.00 TO + 0-0 39-4 L-BL Conc Load(Ibs) WL(1) 1,400.00 0.00 TO 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 2,800.00 0.00 TO 9-9 5/8 9-9 518 L-BL Conc Load(Ibs) WL(1) 2,800.00 0.00 TO - 19-9 518 19-9 518 L-BL Conc Load(Ibs) WL(1) 2,800.00 0.00 TC 29-9 5/8 29-9 518 L-BL Conc Load(Ibs) WL(1) 1,400.00 0.00 TO 39-2 39-2 L-BL Conc Load(Ibs) SM(2) 5,700.00 0.00 TO - 2-1 2-1 L-OAL Uniform (plf) CL(3) 40.00 40.00 TC + 0-0 39-4 L-BL Axial(Ibs) SM(3) 16,200,00 0,00 TC + 0-0 0-0 L-BL Conc Load(Ibs) SM (3) 5,700.00 0.00 TO + 2-1 2-1 L-OAL Conc Load(Ibs) SM(3) 355.00 0.00 TO + 9-9 518 9-9 518 L-BL Conc Load(Ibs) CL(3) 3,328.00 0.00 TC + 9-9 5/8 9-9 518 L-BL Conc Load(Ibs) SM(3) 355.00 0.00 TO + 19-9 518 19-9 518 L-BL Conc Load(Ibs) CL(3) 3,328.00 0.00 TO + 19-9 5/8 19-9 5/8 L-BL Conc Load(Ibs) SM(3) 355.00 0.00 TO + 29-9 518 29-9 5/8 L-BL Conc Load(Ibs) CL 3) 3,328,001 0.00 TO + 29-9 518 29-9 518 L-BL Stress Analysis Summary int.Panel TC: Max Panel BC. Reaction LE: Reaction RE: Minimum Shear. Max TO Comp. Max BC Tension l 60.00 120.00 21,471.67 21,688.33 5.422.08 147,069.95 53,781.66 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 16,200.00 25,442.25 0.00 0.00 25,569.34 6,592.38 73.28 0-2 W3 16,200.00 25,442.25 40,D99.42 10,401.67 6,741.51 25,836,26 74.94 4-10 314 W4 16,200.00 47,009,95 40,099.42 10,401.67 8,867.69 2,468.96 75.83 9-9 518 W5 16,200.00 47,069.95 53,781.66 13,949.76 2,468.96 8,867.69 75.83 14-9 5/8 W5 16,200.00 46,775.54 53,781.66 13,949.76 2,337.37 8,867,69 75.83 19-9 5/8 W4 16,200.00 46.775.54 39,510.59 10,250.69 9.181.16 2,337.37 75.83 24-9 5/8 W3 16,200.00 23,875.73 39,510,59 10,250.69 6,711.10 25,721.38 73.57 29-9 5/8 W2 16.200.00 23,875.73 0.00 0.00 25,507.15 6,579.19 72.13 34-6 314 Standard Verticals Member Position Max Tension I Max Comp. Length V1 End Panel 1,577.821 1,889.30 46.36 V2 I Interior o.001 941.40 46.36 STRESS ANALYSIS-PAGE 2 Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111211201910:32.16 AM NEW MILLENNIUM Location: Johf Descriplion: Mark: Rl l„Wins. 4 TF ARLINGTON,WA Girder Load @ Diag 48G4N1OAK2.8 G21 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 1,2973 0,9569 0,5798 1,7282 0,8766 1,1880 0.9325 A48A=3,0625 x.227 BC 1.0162 0.8183 0.4925 1.5555 0.7604 0.6804 0.9652 A42A=2.6250 x.209 Axial and Bending Analysis K. Fy, Fb: Mom of inert+a: LL 360: LL 240: Max Bridg TC: Max Bridg SC: 1.00 50.000.00 130"000,00 12,453.49 1,545.22 2.317.84 124-5314 119-2318 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 56.75 58.88 60.00 57.13 55.25 Min Weld Md Len 2X: Bending Load 40.00 40.00 40.00 40.00 40.00 0.7500 Axial Load 25,442.25 25,442.25 47,069.95 23,875.73 23,875,73 Max Load Fillers TC: fa 9,805.85 9,805.85 18,141.51 9,202.08 9.202.08 52,086.46 Maximum K Ur 97.88 101.54 69,44 98.53 95,29 Max Load no Fillers TC: Fcr 24,262.97 23,083A5 33,563.34 24,053.72 25,103.97 34,885.51 Fa 14.557.78 13.650.07 20.138.01 14,432.23 15,062.38 20.80 27 y; 0.80 Fe 81,376.52 75,608.22 72,799.49 80,311.63 85,855.14 8C0AURyy Cm 0.9396 D.9352 0.8330 0.9427 0,9464 300.87 Panel Point Moment 1,157.72 1,157.72 1,000.00 1,086.94 1,086.94 BC Stress: Mid Panel Moment 806.89 401.33 500.00 364.58 768.26 0.88 Panel Point fb 1,065.10 1,065.10 919.99 999.97 999.97 SC LURz: 243.6548 Mid Panel lb 297.69 148.07 184.47 134.51 283.44 TC Shear Stress; Fillers 0 0 4 0 0 14,801.29 Panel Point Stress 10,870,94 10,870,94 19,061,50 10,202.06 10,202.06 BC Shear Stress: Mid Panel Stress 0.68471 0.7136 0.90921 0.6426 0.6213 191257.30 TC Bearing Capacity: Web Design 15.20K<5.62K Member Web Tension Allow Tenslon Web Comp Allow Comp Weld Qty Material W2 25,569.34 33,466.47 6,592.38 11.012.97 10.90 x 0.158 2 A32B= 1.9060 x 0.158 W3 6,741.51 57,194.49 25,836.26 26,806.72 7.98 x 0.218 2 A40B=2.3750 x 0.218 W4 8,86769 18,714.09 2,468.96 2,507 OB 3 39 x 0.176 1 C34AA=1.125 x 1.549 x.176 W5 2,468.96 33,466.47 8,867,69 10,286.17 3.78 x 0.158 2 A32B= 1.9060 x 0.158 W5 2,337,37 33,466.47 8,867.69 10,286.17 3.78 x 0,158 2 A32B= 1.9060 x 0.158 W4 9,181.16 18,714.09 2,337.37 2,507 OB 3.51 x 0.176 1 C34AA=1.125 x 1.549 x.176 W3 6,711.10 57,194.49 25,721.38 27,551.19 7,95 x 0.218 2 A40B=2,3750 x 0.218 W2 25,507.15 28,624,38 6,579,19 6,761.27 7.88 x 0.218 1 CW40BA= 1.5 x 1.926 x.218 V1 1,577.82 8,984.69 1,889.30 1,907 16 2 00 x 0.118 1 C18BB=1.125 x 1.035 x.118 V2 0.00 7,826.93 941.40 1,668,98 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 STRESS ANALYSIS-PAGE 3 G� job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHCPORDERS IV211201910:32:16 AM NEW MILLENNIUM Location: Joist Description: Mark: —^, 1-1— ARLINGTON,WA Girder Load @ Diag 48G4N10.4K2.8 G21 TCX Design TCX Left TCX Right TCX Length 0-7 3/8 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-1 3/8 BPL Length 1-2 3/8 Clear Bearing 1-4 318 Clear Bearing 0-9 BPL Material:407050=4 x 7 x.500 BPL Material:302025=3 x 2 x.250 Total Load 0.00 Total Load 0.00 Reqd TL Def 1-180 0.09 Reqd TL Def L180 000 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.06 Reqd LL Def L1120 0,00 Section Modulus 1.0870 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 2.3760 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped 'Seat Type:Pegged or Buried Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: ❑L+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(8M+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 51o:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: ❑L+CL+0.85(TL)+0.75(WL+AX+$L+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+O.B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number_ Job Name: 7,ia/21/201910: te Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 33:30 AM NEW MILLENNIUM Location: Juist Ddscriplion: Mark: - M- 1Y4T-1 ARLINGTON,WA Girder Load @ Diag 48G5N10.5K2.8 G22 Geometry Base Length: Working Length: Joist Depth, EltecliveDepth; BCPanelLength: Shape: 48-9 718 48-51/8 48.00 146.18 4 @ 1D-0 Parallel Chords Variable Left End Right End BC Panel 4-9 114 4-7 318 llll 1I IIII I I III IIII III! IIIIIIIIIII I I lill II I II f IIIIIII TC Panel 4-0 4-7 3/8 First Half 4-9 118 4-7 318 First Dia . 9-6 318 9-2 314 death 48.00 48.00 Loads Load Type Category Loadl Load2 Position Direction Loc1Be In Sp/End Reference Conc Load(Ibs) TL(1) 5,250.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 10,500.00 0,00 TC + 9-6 3/8 9-4 318 L-BL Conc Load(Ibs) TL(1) 10,500.00 0.00 TC + 19-6 318 10-0 L-BL Conc Load(Ibs) TL(1) 10,500.00 0.00 TC + 29-6 3/8 10-0 L-BL Conc Load(Ibs) TL(1) 10,500.00 0.00 TC + 39-6 318 10-0 L-BL Conc Load(Ibs) TL(1) 5,250.00 0.00 TC + 48-7 1/8 9-0 314 L-BL Uniform (plf) CL(1) 40.00 40.00 TC + 0-0 46-9 118 L-BL Conc Load(Ibs) WL(1) 1,400.00 0.00 TC 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 2,800.00 0.00 TC 9-6 318 9-6 318 L-BL Conc Load(Ibs) WL(1) 2,800.00 0.00 TC 19-6 3/8 19-6 318 L-BL Conc Load(Ibs) WL(1) 2,800.00 0,00 TC 29-6 3/8 29-6 3/8 L-BL Conc Load(Ibs) W L(1) 2,800.00 0.00 TC 39-6 3/8 39-6 318 L-BL Conc Load(Ibs) WL(1) 1,400.00 0.00 TC 48-7 118 48-7 118 L-BL Uniform (plf) CL(3) 40.00 40,00 TC + 0-0 48-9 1/8 L-BL Axial(Ibs) SM(3) 16,200.00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) 5M(3) 358.00 0.00 TC + 9-6 318 9-5 318 L-BL Conc Load(Ibs) CL(3) 3,360.00 0.00 TC + 9-6 3/8 9-6 318 L-BL Conc Load(Ibs) SM(3) 358.00 0,00 TC + 19-6 318 19-6 318 L-BL Conc Load(Ibs) CL(3) 3,360.00 0.00 TC + 19-6 3/8 19-6 3/8 L-BL Conc Load{Ibs) CL(3) 3,360.00 0.00 TC + 29-6 3/8 29-6 3/8 L-BL Conc Load(Ibs) SM(3) 358.00 0.00 TC + 29-6 31B 29-6 318 L-BL Conc Load(Ibs) SM(3) 358.00 0.00 TC + 39-6 318 39-6 3/6 L-BL Conc Load(Ibs) CL(3) 3,360.00 0,00 TC + 39-6 3/8 39-6 3/8 1 L-BL Stress Analysis Summary Int.Panel TC: Max Pane18C: Reaction LE T27 eaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 60.00 120.OD 27,087.55 ,349.54 6,837.39 80,609.114 80,657.98 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W2 16,200.00 26,108.77 0.00 0.00 33,933.04 8,677.94 72.01 0-2 V1S 16,200.00 26,071.25 0.00 0.00 0.00 522.18 47.09 4-0 W3 16,200.00 26,071.25 52,687.99 13,543.13 8,852.52 34,317.73 73,45 4-9114 W4 17,135.96 66,802.91 52,687.99 13,543.13 17,811.09 4,533.65 75.71 9-6 318 W5 17,135.96 66,802,91 80,657.98 20,728,78 4,533,65 17,483.17 75.71 14-6 318 W6 20,683.39 80,609.84 80,657.98 20,728.7E 7,425.90 11,210.69 75,71 19-6 318 W6 1 20,683.391 80,6019,841 80,301.85 20,638.001 11,210.69 2,883.65 75,71 24-6 3/8 "Continued on Next Page... STRESS ANALYSIS-PAGE 1 Job Nulnber' Job Name: bate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV211201910:33:30 AM NEW MILLENNIUM Location: Joist Description: Mark: Al 1-11 ARLINGTON,WA Girder Load _Diag 48G5N10.5K2.8 G22 Stress Anall rails Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 16,954.40 66,090.68 80,301,85 20,638.00 4,648.20 17,932.54 75.71 29-6 318 W4 16,954.40 66.090.68 51,619.63 13,270.80 18,260.47 4,648.20 75.71 34-6 318 W3 16,200.00 25,865,52 51.619.63 13,270.80 8,798.60 34,085.14 72.10 39-6 3/8 W2 16,200.001 26,865752F 0.001 0.001 33,65411,531 8,612.57 70,58 44-1 314 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0,00 522,18 47.09 V2 Interior 0-00 1,612.20 4618 STRESS ANALYSIS-PAGE 2 Job Number Job Name: Date Run: 15819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/201910:3 :30M NEW MILLENNIUM Location: Juist Description: Mark: A, „�,ti� SYRTFMS ARLINGTON,WA Girder Load @ Diag 4$G5N10.5K2.8 G22 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1,9266 1,0861 0,6914 1,8874 0,9811 2.2726 0.9552 3528=3 112 x 3 112 x.287 BC 1.4375 0.9304 0.5924 1.6850 0.8424 1.2442 0.9613 3025=3 x 3 x.250 Axial and Bending Analysis K. Fy.1 Fb- Mom of inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 13,517.81 11.157.20 1.735.79 26-8 718 20-3112 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap between Chords; 50 Length 46.00 66.38 60.00 55.38 53.38 Mn Weld Min Weld Len 2X: Bending Load 40.00 40,00 40.00 40.00 40.00 0.7500 Axial Load 26,108.77 26,071.25 80,609.84 25,865-53 25,865.53 Max Load FitlersTC: fa 6,775.87 6,766.13 20.920.23 6,712.74 6,712.74 83,299.88 Maximum K Ur 66.53 96,00 63.58 80.09 77,20 Max Load no Fillers M, Fcr 35,058.03 25,090.76 36,011.24 30,513.14 31,498.28 65,300.11 Fa 21,034.82 15.054.46 21,606.74 18,307.88 18,898.97 TG QALJRyy: 307.90 F'e 159,559.14 76,635.20 93,785,31 110,105.72 118,511.80 8COALIRyy: Cm 0.9788 0.9559 0.8505 0,9695 0.9717 344.88 Panel Point Moment 1,102.51 1,160.26 1,000.00 1,008.49 1,008.50 BC Stress: Mid Panel Moment 428.94 704.30 500.00 332.15 718.98 0'94 Panel Point fb 611.00 643.00 554.19 558.90 558.90 BC L/Rz: 202.5658 Mid Panel fb 237.71 152.03 107.93 71.70 155.19 TC Shear Stress: Fillers 0 0 6 0 0 11,442.59 Panel Point Stress 7,386.86 7,409,13 21,474.42 7,271.64 7,271.64 BC shear stress; Mid Panel Stress 0.32991 0.9728 0.3691 0.3604 15,326.31 TC Bearing Capacity: Web Design 5.25K 0 7.98K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 33,933.04 37.440.23 8,677.94 -13,098.59 12.98 x 0.176 2 A34A= 1.9380 x 0.176 W3 8,852.52 67,578.15 34,317,73 39,871.68 11.06 x 0.209 2 A44A=2.8750 x.209 W4 17,811.09 28,624.38 4,533.65 6,24233 6.40 x 0.188 1 CW40BA= 1.5 x 1.926 x 218 W5 4,533.65 48,746.47 17,483.17 20,134.94 6.28 x 0.188 2 A38B=2.2190 x 0.199 W6 7,425.90 37,440.23 11,210.69 11,847.67 4.29 x 0.176 2_ A34A= 1,9380 x 0.176 W6 11.210 69 24,37324 2,883.65 3,17862 4 03 x 0.188 1 C38BA=1.125 x 1.845 x_199 W5 4,648.20 48,746,47 17,932.54 20,134.94 6.44 x 0.188 2 A38B=2.2190 x 0.199 W4 18,260.47 28,624.38 4,648,20 6,242.33 6.56 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W3 8,798.60 61,276.80 34,086.14 34,194 91 10.98 x 0.209 2 A42A=2.6250 x 209 W2 33,641.53 37,440.23 8,612.57 13,634.18 12.87 x 0.176 2 A34A= 1.9380 x 0.176 V1 0.00 4,802.89 522,18 538.12 2.00 x 0,077 1 C10AB= 1.125 x 0.756 x.077 V2 1 0.00 7,826.93 1,612.20 1,682.49 2 00 x 0.102 1 1 C16136=1.125 x 1.025 x.102 i i STRESS ANALYSIS-PAGE 3 G7 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111211201910:33:30 AM NEW MILLENNIUM Location: Joist Description: Mark: -iii 11- 1--1 ARLINGTON,WA Girder Load @ Diag 48G5N10.5K2.8 G22 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 7 112 TCX Depth 7 112 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-8 3/4 Clear Bearing 0-8 112 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def U80 0.00 Reqd TL Def 1180 000 Live Load 0.00 Live Load 0.00 Reqd LL Def L1120 0.00 Reqd LL Def L1120 0.00 Section Modulus 0.0000 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 31x DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: ❑L+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: ❑L+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Ba: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case Be: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case Bf: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+O.B(TL)+SM+AX+FEM Case 61o: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 1 Job Number_ Job Name: t7ate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV21120191D:34:38 AM NEW MILLENNIUM Location: Joist Description: Mark: /I1111 rJl r. 9Y --P ARLINGTON,WA Girder Load @ Diag 43.500G5N18.2l G23 Geometry Base Length: Working Length; Joist Depth; ElfeOve Depth; BC Panel Length: Shape: 48-8 48-4 1 43.50 41.16 4 @ 1D-0 Single Pitch with 1:18 Slope Variable Left End Right End BC Panel 4-11 4-5 I,I�IIIII ji Jlllllillllllll IIIIIJI�IIIIIIIIII �i1111 III III IJIIII] IIIILII IJIIII TC Panel 4-11 4-5 Ll II First Half 4-11 4-5 \ "? First Dia 9-10 8-10 Depth 160.00 27.00 Loads Load Type Category Load1 Load2 Position Direction Lac/Begin Sp/End Reference Cone Load(Ibs) TL(1) 9,100.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 18,200.00 0,00 TC + 9-10 9-8 L-BL Conc Load(Ibs) TL 1) 18,200.00 0.00 TC + 19-10 10-0 L-BL Conc Load(Ibs) TL(1) 18,200.00 0.00 TC + 29-10 10-0 L-BL Conc Load{Ibs) TL(1) 18,200.00 0,00 TC + 39-10 10-0 L-BL Gone Load(Ibs) TL(1) 9,100.00 0.00 TC + 48-6 8-8 L-BL Uniform (plf) CL(1) 40.00 40.00 TC + 0-0 48-8 L-BL Conc @ any pp(Ibs) CL(1) 2,100.00 0,00 TC + Conc @ any p (Ibs) CL 1) 200.00 0.00 TC + Conc Load(Ibs) WL(1) 2,400.00 0.00 TC 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 4,800.00 0.00 TC - 9-10 9-10 L-BL Gone Load(Ibs) WL(1) 4,800.00 0.00 TC - 19-10 19-10 L-BL Conc Load(Ibs) WL(1) 4,800.00 0.00 TC 29-10 29-10 L-BL Conc Load(Ibs) WL(1) 4,800.00 0,00 TC 39-10 39-10 L-BL Conc Load(Ibs) WL(1) 2,400.00 0.00 TC - 48-6 48-6 L-BL Conc @ any pp(Ibs) CL(3) 200.00 0.00 TC + Uniform (plf) CL(3) 40.00 40,00 TC + 0-0 48-8 L-BL Gone @ any pp(Ibs) CL(3) 2,100.00 0.00 TC + Axial(Ibs) SM(3) 25,000.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) SM(3) 4,250.00 0,00 TC + Conc Load Ibs) SM(3) 621.00 0.00 TC + 9-10 9-10 L-BL Conc Load(Ibs) CL(3) 5,824.00 0.00 TC + 9-10 9-10 L-BL Conc Load(Ibs) SM(3) 621.00 0,00 TC + 19-10 19-10 L-BL Gone Load(Ibs) CL(3) 5,824.00 0.00 TC + 19-10 19-10 L-BL Conc Load(Ibs) SM(3) 621.00 0.00 TC + 29-10 29-10 L-BL Conc Load(Ibs) CL(3) 5,824.00 0.00 TC + 29-10 29-10 L-BL Gone Load Ibs) SM(3) 621.00 0.00 TC + 39-10 39-10 L-BL Conc Load(Ibs) CL(3) 5,824.00 0.00 TC + 39-10 39-10 L-BL Stress Analysis Surnmary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp. Max BC Tension 60.10 120.00 47,989.73 149,507.86 12,376.98 1163 188.58 1174,444.94 Member TC Tension TC Compresion BC Tension SC Compresion Web Tension Web Comp. Web Length PP Dist. W2 25,039,88 42,664.77 0.00 0.00 57,747.25 14,436.81 80.99 0-2 V1S 25,039.89 42.664.77 0.00 0.00 6,359.28 6,942.06 54.32 4-11 Continued on Next Page... STRESS ANALYSIS-PAGE 1 G� Job Number. —Pb Naive: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111211201910:34:38 AM NEW MILLENNIUM Location: Joist Description: Mark: ARLINGTON,WA Girder Load @ Diag 43.500G5N18.21(4.8 G23 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W3 25,039.89 42,664.77 85,474.32 21,388.65 15,230,71 61,567.64 77.98 4-11 W4 28,758.37 115,795.00 85,474.32 21,388.65 40,314.70 10,078 67 7874 9-10 V2 28,758.37 115,795.00 85,474.32 21.388.65 6,352.61 7,083.35 47.60 14-10 W5 28,758.37 116,795.00 150,097,92 37,159.88 10,492,53 42,837.24 74.5314-10 W6 40.018 31 163,188.58 150,097.92 37,159.8E 21,7066.87 5,42647 74.53 19-10 V3 40,018.31 163,188.58 150,097.92 37,159.88 6,352.61 7,163.66 40.82 24-10 W6 40,018.31 163,188,58 174,444.94 43,256.61 5,514.94 22,382,28 70.72 24-10 W5 38,814.43 156,067.59 174,444.94 43,255.61 6,037.80 24,504.30 70.72 29-10 V4 38,814.43 156,067.59 174,444.94 43,255.61 6,352.61 7,155.12 34.04 34-10 W4 38,814.43 156,067.59 132,680.25 33,253.25 28,066.60 7,016.65 67.37 34-10 W3 25,039.88 72,389.78 132,680.25 33,253.25 17,535.08 71,674,91 61.22 39-10 V1S 25,039,8E 72,389,78 0.00 0.00 6,379.28 6,980,82 27.65 44-3 W2 1 25,039.89 72,389.78 0.001 0.00 82,940.891 20,735,22 56.70 44-3 i STRESS ANALYSIS-PAGE 2 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV211201910:34.38 AM NEW MILLENNIUM Location: Jrmst Description: Mark: n,rn MNI. 4VgTAM1 ARLINGTON,WA Girder Load @ Diag 43.500G5N18.2K4.$ G23 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 3,7500 1,2178 0,7823 2,1286 1.1833 5,5615 1,0000 4050=4 x 4 x.500 BC 3.3122 12260 0.7846 2.1152 1.1611 4.9786 1.0000 14043=4 X 4 X.435 Axial and Bending Analysis K. Fy. Fb: Mom of Inertia' LL 360: LL 240: Max Bridg TC: Max BrOg BC' 1.00 50.000.00 30,000.00 5,979.01 11.978.29 2.967.43 130-1718 26-9114 Top Chard Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Len th 57.09 59.09 60.10 53.08 51.08 Min Wel WeJ Md Len 2X: Bending Load 39.94 39,94 39.94 39.94 39,94 1.1722 Axial Load 42,604.77 42,664.77 163,1138.58 72,389.78 72,389.78 Max LoadFilte-TC: fa 5,688.64 5.688.64 21.758.49 9,651.97 9,651.97 178,869.95 Maximum KLfr 72.98 75.54 56.38 67.86 65,30 Max Load no Fillers TC: Fcr 33.872.81 32,943.90 39,632.23 35,707.0E 36,608.45 146,586.88 Fa 20,323.69 19.766.34 23.779.34 21,424.25 21.965.07 272.48Ryy: 72.48 F'e 130,231.34 121,551.73 117,533.77 150,630.67 162,676.62 8COALIRyy: Cm 0.9782 0.9766 0.8760 0.9080 0.9703 274.21 Panel Point Moment 1,168.53 1,168.53 1,001.60 911.36 911.36 BC Stress: Mid Panel Moment 815.74 403.23 500.80 288.13 661.08 0.88 Panel Point fb 295.91 295.91 253.64 230.78 230.78 ec uRz: 152.9442 Mid Panel fb 86.78 42.90 53.28 30.65 70.33 TC Shear Stress, Fillers 0 0 4 0 0 11,192.01 Panel Point Stress 5,984.54 5,984,54 22,012,11 9,882.76 9,882.76 BC Sheer Stress: Mid Panel Stress 0.2826 0.2891 0.9170 0.45151 12,103.60 TC Bearing Capacity: Web Design 110.25K<23.81K Member Web Tension Allow Tension Web Comp Allow Cornp Weld Qty Material W2 57,747.25 96,902.01 14,436,81 55,385.29 13.84 x 0.261 2 3028=3 X 3 X.281 V1S 6,359.29 28,624.38 6,942,06 10,512.27 2.49 x 0,188 1 CW40BA= 1.5 x 1.926 x.218 W3 15,230.71 107,333.90 61,567.64 63,591.10 13.25 x 0.313 2 3031 =3 X 3 X.313 W4 40,314.70 43,005.92 10,078.67 14,469.77 14.48 x 0.188 2 A36B=2.0780 x 0.188 V2 6,352.61 28,624,38 7,083.35 7,817.53 2.54 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W5 10,492 53 78,227.12 42,837.24 48,238 96 12.71 x 0227 2 A48A=3.0625 x.227 W6 21,705.87 28,624.38 5.426.47 6,407.33 7.80 x 0.188 1 CW40BA= 1.5 x 1.926 x,218 V3 6,352.61 24,373.24 7,163.66 8,565.15 2.57 x 0.188 1 C38BA= 1.126 x 1.845 x.199 W6 5,514.94 48,746.47 22,382.28 22,540.09 8.04 x 0.188 2 A38B=2.2190 x 0.199 W5 6,037.80 57,194,49 24,504.30 29,126.61 8.80 x 0.188 2 A40B=2.3750 x 0.218 V4 6,352.61 16,730.22 7,155,12 7,478.55 3.05 x 0,158 1 C32BA= 1.125 x 1.520 x.158 W4 28,066.60 28,624.38 7,016.65 7,54827 10.08 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W3 17,535.08 107,333.90 71,674.91 77,733.06 15.42 x 0.313 2 3031 =3 X 3 X.313 V1S 6,379.28 14,381.54 6,980.82 7,945.80 3.13 x 0.150 1 C28BB= 1.126 x 1.344 x.150 W2 82,940.89 138,068.78 20,735.22 112,791 05 1624 x 0.344 2 3534=3 112 x 3 112 x 344 STRESS ANALYSIS-PAGE 3 �� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111/21/2019 10:34:38 AM NEW MILLENNIUM Location: Joint Descriplion: Mark RL iii ni- SYSTEMS ARLINGTON,WA Girder Load @ Diag 43.500G5N18.2K4.8 G23 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-5 TCX Type R TCX Type R TCX Depth 7 112 TCX Depth 7 112 BPL Length 0-6 BPL Length 0-11 Clear Bearing 0-6 112 Clear Bearing 1-3 118 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def 1-180 0 00 Reqd TL Def 11-180 006 Live Load 0.00 Live Load 0.00 Reqd LL Def LI120 0.00 Reqd ILL Def L1120 0.04 Section Modulus 0.0000 Section Modulus 3.9489 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 11.1230 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type*Lapped Seat Type,Lapped - - - - - - - - - - - - - - - - _ I I I I Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: ILL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+$L+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: ❑L+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0,75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) tease 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number_ Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/201910:53:08 AM NEW MILLENNIUM Location: Joist Description: Mark: Mimi. SV -M9 ARLINGTON,WA Girder Load @ Diag 48G4N11.4K3.0 G24 Geometry Base Length; Working Length: Joist Depth, Effective Depth: BC Panel Length: Shape: 39-4 39-0 48.00 46.28 3 t"m 10.0 Parallel Chords Variable Left End Right End BC Panel 4-10 3/4 4-9 114 TC Panel 4-0 4-9 1/4 First Half 4-10 718 4-9 118 First Diag. 9-9 518 9-6 318 Depth 148.00 148.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Conc Load(Ibs) TL(1) 5,700.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 11,400.00 0,00 TC + 9-9 5/8 9-7 518 L-BL Conc Load Ibs TL 1) 11.400.00 0.00 TO + 19-9 510 10-0 L-BL Conc Load(Ibs) TL (1) 11,400,00 0.00 TC + 29-9 5/8 10-0 L-BL Conc Load(Ibs) TL (1) 5,700.00 0.00 TC + 39-2 9-4 3/8 L-BL Conc Load(Ibs) WL(1) 1,500.00 0.00 TO - 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 3,000.00 0.00 TO - 9-9 5/8 9-9 518 L-BL Conc Load(Ibs) WL(1) 3,000.00 0.00 TC - 19-9 5/8 19-9 5/8 L-BL Conc Load(Ibs) WL(1) 3,000-00 0.00 TO - 29-9 518 29-9 518 L-BL Conc Load(Ibs) WL(1) 1.500.00 0.00 TC 39-2 39-2 L-BL Conc Load(Ibs) SM(2) 5,700.00 0.00 TO 2-1 2-1 L-OAL Axial(Ibs) SM(3) 18,500,00 0.00 TO + 0-0 0-0 L-BL Conc Load(Ibs) SM(3) 5,700.00 0.00 TO + 2-1 2-1 L-DAL Conc Load(Ibs) CL(3) 3,648.00 0,00 TO 9-9 5/8 9-9 518 L-BL Conc Load(Ibs) SM(3) 389.00 0.00 TO + 9-9 518 9-9 518 L-BL Conc Load(Ibs) CL(3) 3,648,00 0.00 TO + 19-9 5/8 19-9 5/8 L-BL Conc Load(Ibs) SM(3) 389,00 0,00 TC + 19-9 5/8 19-9 5/8 L-BL Conc Load Ibs CL 3) 3,648.00 0,00 TO + 29-9 5/5 29-9 518 L-BL Conc Load(Ibs) SM(3) 389.00 0.00 TO f + 29-9 518 29-9 5/8 L-BL Stress Analysis Summary Int.Pane!TC: Max Panel BC Reaction LE: Reaction RE: Minimum Shear: Max TC Comp: Max BC Tension 60.00 120.00 22,681.25 22,918.75 5,729.69 49,657.48 56,892.75 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 18,500.00 28,013.92 0.00 0.00 26,867.99 7,070.52 73.23 0-2 V1S 18,500.00 27.564.23 0.00 0.00 1,998.38 2,127.75 47.52 4-0 W3 18,500.00 27,564.23 42,422.21 11,163.74 7,230.68 27,476.59 74.89 4-10 3/4 W4 16,500.00 49.657.48 42,422.21 11.163.74 9,380.83 2.492.34 75.78 9-9 518 W5 16,500.00 49,657.48 56,892.75 14,971.78 2,468.64 9,380.83 75.78 14-9 5/8 W5 18,500.00 49,349.60 56,892.75 14,971.78 2,507,01 9,526.65 75.78 19-9 518 W4 18,500,00 49,349.60 41,806.45 11,001.70 9,526.65 2,507.01 75.78 24-9 5/8 W3 18.500.00 26,005.97 41,806.45 11 1001.70i 7,197.90 27,352.02 73.52 29-9 5/8 W2 18,500.00 26,005,97 0.00 0.001 26,813,631 7,056.22 72.07 34-6 314 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 1,998,38 2,127.75 47.52 V2 Interior 0.00 993.15 46.28 STRESS ANALYSIS-PAGE 2 �� Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111211201910:53:08 AM NEW MILLENNIUM Location: Joist Description: Mark -ii,1-1,, SYr TFMr ARLINGTON,WA Girder Load @ Diag 4804N11.4K3.0 G24 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1,4375 0.9636 0,5835 1,7462 0,8938 1,3347 0,9633 1 A50A=3.0938 x•250 BC 1.1207 0.8991 0.5436 1.6512 0.8225 D.9D581 0.92B0 IA44A=2.8750 x.209 Axial and Bending Analysis K. Fy. Fb. Mom of inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50.000.00 30,000.00 2,702.52 1,702.06 2,553.10 24-8 718 20-8 Top Chard Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 46.00 69.63 60.00 57.13 55.25 1.1250 Min Weld Len 2X: Bending Load 0.00 0.00 0.00 0.00 0.00 0.7500 Axial Load 28,013.92 27,564.23 49,657AB 26,005.97 26,005.97 Max Load Fillers TC: fa 9,743.97 9,587.56 17,272.17 9,045.55 9.045.55 59,873.67 Maximum K Llr 78.83 119,32 68,72 97.90 94,69 Max Load no Fillers TC: Fcr 31,090.42 17,629.85 34,536.73 24,521.76 25,614.28 39,650.88 Fa 18.654.25 10,577.91 20,722.04 14,713.06 15,368.57 268.01 Ryy: 268.01 F'e 125,595.95 54,822.76 73,822,51 81,440.21 87,061.62 BC0aURyy. Cm 0.9612 0.9126 0.8432 0.9445 0,9481 283.43 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 SC Stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0.85 Panel Point fb 0.00 0.00 0.00 0.00 0,00 SC L/Rz: 220.7505 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: Fillers 0 0 4 0 0 14,097.70 Panel Point Stress 9,743.97 9,587.56 17,272,17 9,045.55 9,045,55 aC shear stress: Mid Panel Stress 0.5223 0.9064 0.83351 0.6148 0.5886 18,133.62 TC Bearing Capacity Web Design 5.70K<7.16K Member Web Tension Allow Tension Web Comp Allow Camp Weld Qty Material W2 26,867.99 31.392.15 7.070.52 9.150.1 B 11.45 x 0.158 2 A30B= 1.7970 x 0.158 W3 7,230.68 61,276.80 27,476,59 32,749.52 8.85 x 0.209 2 A42A=2.6250 x.209 W4 9,38083 18,714.09 2,492.34 2,50994 3 59 x 0.176 1 C34AA=1.125 x 1.549 x.176 W5 2,468.64 33,466.47 9,380,83 10,299.33 4.00 x 0.158 2 A32B= 1.9060 x 0.158 W5 2,507.01 33,466,47 9,526,65 10,299.33 4.06 x 0.158 2 A328= 1.9060 x 0.158 W4 9,52665 18,714.09 2,507.01 2,509.94 3.65 x 0-176 1 C34AA=1.125 x 1.549 x.176 W3 7,197.90 57,194.49 27,352.02 27,578.52 8.45 x 0.218 2 A40B=2.3750 x 0.218 W2 26,813.63 37,440.23 7,056.22 13,073.60 10.26 x 0.176 2 A34A= 1.9380 x 0.176 V1 1,998,38 10,742.43 2,127.75 2,621.30 2 00 x 0.129 1 C22BB=1.125 x 1.110 x.129 V2 0.00 7,826.93 993.15 1,674.70 2.00 x 0.102 1 C1613B=1.125 x 1.025 x.102 STRESS ANALYSIS-PAGE 3 G7 Job Number. Job Name: Date Run: 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV211201910:53:08 AM NEW MILLENNIUM Location: as r DescripGvn: Mark: wun nnvr. wvwr..�n� ARLINGTON,WA Girder Load(a)Diag 4$G4N11.4K3.0 G24 TCX Design TCX Left TCX Right TCX Length 0-7 3/8 TCX Length 0-0 TCX Type R. TCX Type R TCX Depth 7 112 TCX Depth 7 112 BPL Length 1-1 318 BPL Length 0-6 Clear Bearing 1-4 112 Clear Bearing 0-8 314 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def L180 009 Reqd TL Def 1-180 0.00 Live Load 0.00 Live Load 0.00 Reqd LL Def L1120 0.06 Reqd LL Def 1-1120 0.00 Section Modulus 1.2134 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 2.6694 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type!Lapped Sp-UaVpa" Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: ❑L+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0,75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: ❑L+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+VIIL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case So: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: ❑L+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) "ase 5f:0.6(DL)+WL-AX+SM Case Sh: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP I STRESS ANALYSIS-PAGE 1 Job Number: Job Name: t]ate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/201910:53:46 AM NEW MILLENNIUM Location: J iW Description: Mark FL Ill 171.1, -TFMr ARLINGTON,WA Girder Load @ Dlag 48G5N11.5K3.0 G25 Geometry Base Length: Working Length: Joist Depth; Effective Depth. BC Panel Length: Shape,- 48-9118 48-5118 148.00 146.16 4 @ 1D-0 Parallel Chords Variable Left End Right End BC Panel 4-9 114 4-7 318 TC Panel 4-9114 4-7 318 First Half 4-9 118 4-7 318 First Dia 9-6 318 9-2 314 Depth 48.00 49.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp1End Reference Conc Load(Ibs) TL(1) 5,750.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 11,500.00 0,00 TC + 9-6 318 9-4 3/8 L-BL Conc Load(Ibs) TL 1) 11,500,00 0,00 TC + 19-6 3/6 10-0 L-BL Conc Load(Ibs) TL(1) 11,500.00 0.00 TC + 29-6 318 10-0 L-BL Conc Load(Ibs) TL(1) 11,500.00 0,00 TC + 39-6 318 10-0 _ L-BL Conc Load(Ibs) TL(1) 5,750,00 0.00 TC + 48-7 118 9-0 314 L-BL Conc @ any pp(Ibs) CL(1) 200.00 0.00 TC + Conc @ any pp(Ibs) CL(1) 2,100.00 0.00 TC + Conc Load(Ibs) W L(1) 1,500.00 0.00 TC - 0-2 0-2 L-BL Conc Load(Ibs) W L(1) 3,000.00 0.00 TC - 9-6 318 9-5 318 L-BL Conc Load(Ibs) WL(1) 3,000.00 0.00 TC - 19-6 318 19-6 3/8 L-BL Conc Load Ibs) WL(1) 31000-00 0,00 TC - 29-6 3/5 29-6 318 L-BL Conc Load(lbs) WL(1) 3,000.00 0.00 TC 39-6 3/8 39-6 3/8 L-BL Conc Load(Ibs) WL(1) 1,500.00 0.00 TC 48-7 118 48-7 1/8 L-BL Conc @ an Ibs CL(3) 200.00 0.00 TC + Conc @ any pp(Ibs) CL(3) 2,100.00 0.00 TC + Axial(Ibs) SM(3) 18,500.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) SM(3) 4,250.00 0.00 TC + Conc Load(Ibs) SM (3) 393.00 0.00 TC + 9-6 318 9-6 318 L-BL Conc Load(Ibs) CL(3) 3,680.00 0,00 TC + 9-6 3/8 9-6 318 L-BL Conc Load Ibs) 5M(3) 393-00 0.00 TC + 19-6 318 19-6 318 L-BL Conc Load(Ibs) CL(3) 3.680.00 0.00 TC + 19-6 3/8 19-6 3/8 L-BL Conc Load(Ibs) SM(3) 393.00 0,00 TC + 29-6 318 29-6 3/8 L-BL Gone Load(Ibs) GL 3) 31680.00 0,00 TG + 29-6 318 29-6 318 L-BL Conc Load(Ibs) SM(3) 393.00 0.00 TC + 39-6 318 39-6 318 L-BL Conc Load(Ibs) CL(3) 3,680.00l 0,00 TC + 39-6 318 39-6 3/8 L-BL Stress Analysis Summary lot.Panel TC: Max Panel BC: Reaction LE: Reaction RE: MinimOM Shear: Max TC Comp,: Max BC Tension 60.00 120.OD 130,882.62 131,181.62 7,795.4D 92,181.93 190,963.83 Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist, W2 18,500,00 32,110.46 0.00 0.00 39,201.41 9,800.35 71.99 0-2 W3 18,500.00 32,110,46 58,448.29 14,516.98 9,487.40 39,292.32 73.44 4-9 1/4 W4 18,500.00 74,706.05 58,448.29 14,516.98 21,639A2 5,409.85 75.70 9-6 318 W5 18,500.00 74,706.05 90,963.83 22,219.32 4,858,84 20,861.65 75.70 14-6 318 Continued on Next Page... i STRESS ANALYSIS-PAGE 1 G� Job Number. Job Name: Date Run: 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV211201910:53:46 AM NEW MILLENNIUM Location: Joist Description: Mark: Al 1-1, SY9TFM9 ARLINGTON,WA Girder Load @ Diag 48GSN11.5K3.0 IG25 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W6 22,170.67 92,181,93 90,963,83 22,219.32 12,318,39 12,785.06 75.70 19-6 3/8 W6 22,170 67 92,181.93 90,500.49 22,122 02 12,785.06 4,12506 7570 24-6 3//8 W5 18,500.00 73,869.72 90,500.49 22,122.02 4,981.61 21,371.15 75.70 29-6 3/8 W4 18,500.00 73,869.72 57,238,95 14,225.06 22,148,921 5,537.23 75.70 34-6 318 W3 18,500 00 31,766.09 57,238.95 14,225.06 9,429.551 39.053.74 7209 39-6 3/8 W2 1 18,500.00 31,766.091 0.00 0.00 38,880.251 9,720.06 70.56 44-1 314 Standard Verticals Member Position Max Tension I Max Comp. Length V1 End Panel 6,550.001 6,690.95 46.16 V2 Interior 6.550,001 6.793.00 46.16 STRESS ANALYSIS-PAGE 2 �� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11121/201910:53:45 AM NEW MILLENNIUM Location: Joist Description: Mark: Rl11,nl- 4YriT- ARLINGTON,WA Girder Load @ Wag OMN11.5K3.0 G25 Chord P rties Chord Area Rx Rz _ Ryy Y Ix Q Material TC 2,0930 1,0824 0.6899 1.8930 0,9905 2,4522 0,9871 3531 =3 112 X 3 1/2 X ,313 BC 1.6070 0-9260 0.5907 1.6920 0.8536 1.3780 1.0000 3028=3 X 3 X.281 Axial and Bending Analysis K: Fy1 Fb= Mom of Inertia LL 360: LL 240: Max Br/dg TC, Max aridg BC: 1.00 50,000.00 30,000.00 13,880.84 1 1,276.62 1.914.93 126-9314 20-9 314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Len th 55.25 57.13 60.00 55.38 53.38 Min Weld Md Len 2X: Bending Load 0.00 0.00 0.00 0.00 0.00 0.7500 Axial Load 32,110.46 32,110.46 92,161.93 31,766.08 31,766.08 Max Load Fillers TC: fa 7,670.92 7,670.92 22,021.48 7,588.65 7,588.65 93,217.08 Maximum KUr 80.08 82.80 63,39 80.27 77,37 Max Load no Fillers TO- Fcr 31,067.63 30,090.66 36,930.00 31,002.55 32,042.13 72,172.45 Fa 18,640.57_ 18.054.40 22.158.00 18,601.53 19,225.28 Tc o9L�Ryy: 306.99 F'e 109,852.19 102,759,23 93,147,41 109,356.80 117,705.70 SCOAURyy. Cm 0.9651 0.9627 0.8416 0.9653 0,9678 343.46 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 SC Stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0'94 Panel Point fb 0.00 0.00 0.00 0.00 0.00 SC LIRr. 203.1488 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: Fillers 0 0 6 0 0 12,127.22 Panel Point Stress 7,670.92 7,670,92 22,021.48 7,588.55 7,588.65 8C Shear Stress: Mid Panel Stress 0.41151 0.4249 0.9938 0.4080 0.3947 15,762.59 TC Bearing Capacity.' Web Design 16.90Kc 9.36K Member Web Tension Allow Tenslon Web Comp Allow Comp Weld Oty Material W2 39,201.41 57,194.49 9,800.35 28,419.18 12.11 x0.218 2 A40B=2.3750 x 0.218 W3 9,487.40 67,578,15 39,292,32 39,878.04 12.66 x 0.209 2 A44A=2.8750 x.209 W4 21,639 42 28,624-38 5,409.85 6,24405 7 77 x 0.188 1 CW40BA= 1.5 x 1.926 x 218 W5 4,858.84 57,194.49 20,861.65 26,395.46 7.49 x 0.168 2 A40B=2.3750 x 0.218 W6 12,318.39 43,005.92 12,785.06 15,655.02 4.59 x 0.188 2 A36B=2,0780 x 0,188 W6 12,785 06 28,624.38 4,125.06 6,244,05 4.59 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W5 4,981.61 57,194.49 21,371.15 26,395.46 7,68 x0.188 2 A40B=2.3750 x 0.218 W4 22,148.92 28,624.38 5,637.23 6,244.05 7.96 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W3 9,429.55 67,578.15 39,053.74 40,542.49 12.58 x 0.209 2 A44A=2.8750 x 209 W2 38,880.25 71,606.18 9,720.06 40,662.13 10.47 x 0.250 2 A46A=2,5938 x.250 V1 6,550.00 24,373.24 6,690.95 7,149.37 2.40 x 0.188 1 C38BA= 1.125 x 1.845 x.199 V2 6,550 00 24,373.24 6,793.00 7,149.37 2.43 x 0.188 1 C38BA=1.125 x 1.845 x.199 l STRESS ANALYSIS-PAGE 3 G� Jnb Number. Job Name: Date Run: 6819.0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111211201910:53:46 AM NEW MILLENNIUM Location: Joist Descrip[ion: Mark: ARLINGTON,WA Girder Load @ Diag 48G5N11.5K3.0 G25 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 7112 TCX Depth 7 112 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-8 114 Clear Bearing 0-8 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def 1-180 0.00 Reqd TL Def 11180 000 Live Load 0.00 Live Load 0.00 Reqd LL Def L1120 0.00 Reqd LL Def L1120 0.00 Section Modulus 0.0000 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 snai ryfy-i a s ,, -- e i Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0 75(8M+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case Bc: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 G� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 8:58:11 AM NEW MILLENNIUM Location: Joist Description: Mark: -11,-11 SYSTFM9 ARLINGTON,WA Girder Load L Diag 44GM14.311(3.$ G3 Geometry J Base Length Working Length: oist Depth: EJteofive Depth: BC Panel Length: Shape: 1 40-1 114 39-91/4 44.00 42.29 3 10.0 Parallel Chords Variable Left End Right End BC Panel 5-1 118 4-11 1/2 TC Panel 5-1 1/8 4-11 112 �`• First Half 5-1 118 4-11 112 `\ First Diag. 10-2 114 t44.00 -11 Depth 44.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Conc Load(Ibs) TL(1) 7,150.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 14,300.00 0,00 TC + 10-2 1/4 10-0 1/4 L-BL Conc Load(Ibs) TL(1) 14,300.00 0.00 TC + 20-2 1/4 10-0 L-BL Conc Load(Ibs) TL(1) 14,300.00 0.00 TC + 30-2 114 10-0 L-BL Conc Load(Ibs) TL(1) 7,150.00 0.00 TC + 39-11 1/4 9-9 L-BL Conc Load(Ibs) WL 1) 1,900.00 0,00 TC - 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 3,800.00 0.00 TC - 10-2 V4 10-2 114 L-BL Conc Load(Ibs) WL(1) 3,800.00 0.00 TC 20-2 1/4 20-2 1/4 L-BL Conc Load(Ibs) WL(1) 3,800.00 0,00 TC 30-2 V4 30-2 114 L-BL Conc Load(Ibs) WL(1) 1,900.00 0.00 TC 39-11 114 39-11 1/4 L-BL Conc Load(Ibs) SM(2) 5,700.00 0,00 TC 2-1 2-1 L-OAL Axial(Ibs) SM(3) 20,000.00 0,00 TC + 0-0 0-0 L-BL Conc Load(Ibs) SM(3) 5,700.00 0.00 TC + 2-1 2-1 L-OAL Conc Load(Ibs) SM(3) 488.00_ 0.00 TC + 10-2 114 10-2 1/4 L-BL Conc Load(Ibs) CL 3) 4,576,00 0.00 TC + 10-2 V4 10-2 1/4 L-BL Conc Load(Ibs) SM(3) 488.00 0.00 TC + 20-2 1/4 20-2 1/4 L-BL Conc Load(Ibs) CL(3) 4,576.00 0,00 TC + 20-2 114 20-2 1/4 L-BL Conc Load Ibs SM(3) 488.00 0,00 TC + 30-2 1/4 30-2 114 L-BL Conc Load(Ibs) CL (3) 4,576.001 0.001 TC I + 30-2 1/4 30-2 1/4 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp. Max BC Tension 60.00 121, 28,453.93 28,746.07 17,186.52 70,509.91 80,446.34 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Cornp. Web Length PP Dist. W2 20,000.00 32,628.08 0.00 0.00 36,618.10 9,730.6E 72.69 0-2 W3 20,000.00 32,628.08 60.573.47 16,096.45 9.949.65 37,442,09 74.33 5-1 118 W4 20,000.00 70,509,91 60,573.47 16,096,45 12,473.72 3,314.70 73.41 10-21/4 W5 20.000.00 70,509.91 80,446.34 21,377.35 3,314.70 12,473.72 73.41 15-2114 W5 20,000.00 70,095.45 80,446.34 21,377.35 3,365.23 12,663.88 73.41 20-2114 W4 20,000.00 70,095,45 59,744,55 15,876.17 12,663.87 3,365.23 73.41 25-2114 W3 20,000,00 30,683.91 59,744.55 15,876.17 9,905.55 37,276.15 73.00 30-2114 W2 20,000.00 30,683.91 0.00 0,00 36,448.54 9,685.63 71.38 35-1 314 Standard Verticals Member Position Max Tension I Max Comp. I Length V1 End Panel 1,709.56 11,862.301 42,29 V2 I Interior 0.001 1,410,201 42.29 STRESS ANALYSIS-PAGE 2 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 8:58.11 AM NEW MILLENNIUM Location: Juist Description: Mark: AL,,, -.1, 4Yri - ARLINGTON,WA Girder Load @ Diag 44G4N14.3K3.8 IG3 Chord Pro rties Chord Area Rx Rz Ryy Y Ix fl Material TC 1,7800 0,9216 0,5891 1,6993 0,8652 1,5119 1.0000 3031 =3 X 3 X.313 BC 1.4375 1 0.9304 0.5924 1.6850 0.8424 1.2442 0.9613 3025=3 x 3 x.250 Axial and Bending Analysis K. Fy Fb: Mom of Inertia LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 2,850.39 1.692.82 12.539.23 124-0718 119-11314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 59.13 61.13 60.00 59.50 57.50 1.1250 Bending Load 0.00 0,00 0.00 0.00 0.00 Min ward Len 2x: 0.7500 Axial Load 32,628.OB 32,628.08 70,509.91 30,683.91 30,683.91 Max LoadF7Rers TC: fa 9,165.19 9,165.19 19,806.15 8,619.08 8,619.06 74,426.60 Maximum K Lh 100.36 103.76 70,76 101.00 97,61 Max Load no Fitters TC: Fcr 23,938.67 22.756.09 34,670.59 23,715.56 24,914.06 50,272.79 TG Fa 14,363.32 13.653.66 20.802.36 14,229.33 14,948.44 280.85 Ryy: 80.85 F'e 69,540.91 65,064.62 67,527.43 68,667.10 73,527,02 8COAL/Ryy. Cm 0.9341 0.9296 0.8035 0.9372 0,9414 283.23 Panel Point Moment 0.001 0.00 0.00 0.00 0.00 BC stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0.93 Panel Point fb 0.00 0.00 0.00 0.00 0.00 BC L/Rz. 204.4649 Mid Panel lb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress; Fillers 0 0 4 0 0 12,265.73 Panel Point Stress 9,165.19 9,165,19 19,806.15 8,619,0E 8,619,08 BC sheer stress: Mid Panel Stress 0.63811 0.67131 0.9521 0.6057 Q.5766 15,336.40 TC Rearing Capacity Web Design 17.115K<10.72K Member Web Tension Allow Tension Web Comp Allow Cornp Weld Qty Material W2 36,618.10 79,023.08 9,730.68 48,444.28 11.12 x 0.227 2 3022=3 x 3 x.227 W3 9,949.65 67,578.15 37,442.09 39,441.04 12.06 x 0.209 2 A44A=2.8750 x.209 W4 12,473.72 24,373.24 3,314.70 3,35527 4.48 x 0.188 1 C38BA=1.125 x 1.845 x.199 W5 3,314.70 37,440.23 12,473.72 12,603.17 4.77 x 0.176 2 A34A= 1.9380 x 0.176 W5 3,365,23 43,005.92 12,663,88 16,647.78 4.55 x 0.188 2 A36B=2.0780 x 0.188 W4 12,663 87 28,624.38 3,365.23 3,84285 4 55 x 0.188 1 C40BA=1.125 x 2.014 x.218 W3 9,905.55 67,578.15 37,276.15 40,095.31 12.01 x 0.209 2 A44A=2.8750 x,209 W2 36,448,54 79,023.08 9,685,63 49,160.34 11.70 x 0,227 2 3022=3 x 3 x.227 V1 1,709 56 7.826.93 1,862.30 2,005,72 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 0.00 7,826.93 1,410.20 2,0D5.72 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 STRESS ANALYSIS-PAGE 3 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 8:5B:11 AM NEW MILLENNIUM I Location: Jws(Descrip[ion: Mark: AL IIL­Nr, -T- ARLINGTON,WA Girder Load @ Diag 44G4N14.3K3.8 1133 TCX Design TCX Left TCX Ri h1 TCX Length 0-5 3/8 TCX Length 0-0 3/4 TCX Type R TCX Type R TCX Depth 7112 TCX Depth 7112 BPL Length 0-11 318 BPL Length 0-6 Clear Bearing 1-1 314 Clear Bearing 0-9 118 BPL Material:407050=4 x 7 x.500 BPL Material:2024=2 x 2 x .248 Total Load 0.00 Total Load 0.00 Reqd TL Def 1-180 0.07 Reqd TL Def L/80 001 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.04 Reqd LL Def L1120 0.01 Section Modulus 1.4164 Section Modulus 1.4164 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 3.0238 Mom of Inertia 3.0238 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped Meat Type:T-Plate V Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0-85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: ❑L+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c-. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: ❑L+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+O.B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 9:0�G4 41 AM NEW M I L L E N N I Ll M Location: Joist Descripliun: Mark: n,M Minh, -ITFMr ARLINGTON,WA Girder Load @ Diag 37G4N14.3K3.6 Geometry Base Length: Working Leng11): Joist Depth: EJteclive Depth. BC Panel Length: Shape: 1 38.9 38-5 1 37.00 135.14 3 @ 10.0 Single Pitch with 1:23 Slope Variable Left End Right End BC Panel 4-11 112 4-5 TC Panel 4-11 112 4-5 - - - ✓_%��;\� - - - - _ _ _ First Half 4-11 112 4-5 First Diag. 9-11 8-10 Depth 147.00 127.00 Loads Load Type Category Loadl Load2 Position Direction LoclBegin Sp1End Reference Cone Load(Ibs) TL(1) 7,150.00 0.00 TC + 0-2 0-2 L-BL Cone Load(Ibs) TL (1) 14,300.00 0,00 TC + 9-11 9-9 L-BL Cone Load(Ibs) TL(1) 14.300.00 0.00 TC + 19-11 10-0 L-BL Conc Load(Ibs) TL (1) 14,300.00 0.00 TC + 29-11 10-0 L-BL Conc Load(Ibs) TL(1) 7,150.00 0,00 TC + 38-7 8-8 L-BL Conc @ any p (Ibs) CL 1) 200,00 0.00 TC + Conc @ any pp(Ibs) CL(1) 2,100.00 0.00 TC + Conc Load(Ibs) WL(1) 1,900.00 0.00 TC 0-2 0-2 L-BL Conc Load Ibs WL(1) 3,800.00 0.00 TC - 9-11 9-11 L-BL Conc Load(Ibs) WL(1) 3,800.00 0.00 TC 19-11 19-11 L-BL Conc Load(Ibs) WL(1) 3,800.00 0.00 TC 29-11 29-11 L-BL Conc Load(Ibs) WL(1) 1,900.00 0.00 TC - 38-7 38-7 L-BL Conc @ any pp(Ibs) CL(3) 200.00 0.00 TC + Conc @ any pp(Ibs) CL(3) 2,100.00 0.00 TC + Axial(Ibs) SM(3) 20,000.00 0,00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) SM(3) 4,250.00 0.00 TC + Conc Load(Ibs) SM(3) 488.00 0,00 TC + 9-11 9-11 L-BL Conc Load(Ibs) CL 3 4,576.00 0.00 TC + 9-11 9-11 L-BL Conc Load(Ibs) SM(3) 488.00 0.00 TC + 19-11 19-11 L-BL Conc Load(lbs) CL(3) 4,576.00 0,00 TC + 19-11 19-11 L-BL Conc Load Ibs SM(3) 488.00 0.00 TC + 29-11 29-11 L-BL Conc Load(Ibs) CL(3) 4,576.00 0.00 TG + 29-11 29-11 L-BL Stress Analysis Summary Int_Pane!TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Camp: Max BC Tension 60.06 120.00 30,265.25 131,489.95 17,872.49 191,386.38 99,868.64 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 20,018.49 34,420.98 0.00 0.00 39,543.25 9,885.81 73,05 0-2 V15 20,018.49 34,420.98 0.00 0.00 6,551.51 6,701.49 42.59 4-11 112 W3 20,018.49 34,420,98 64,293.90 16,191.81 10,500.40 42,471.25 71.71 4-11112 W4 20,113.17 81,129.98 64,293.90 16,191.81 20,825.75 5,206.44 72,13 9-11 V2 20.113.17 81.129.98 64,293.90 16,191.81 6,551.51 6,785.63 37.45 14-11 W5 20,113.17 81,129.98 99,868,64 24,575.13 5,182.05 21,759.24 69.39 14-11 W5 22,730.67 91,386.38 99,868.64 24,575.13 4,010.98 16,274.93 69,39 19-11 V3 22,730.671 91,386.38 99,868.64 24,575.13 6,551.51 6,803.06 32.28 24-11 'Continued on Next Page... i STRESS ANALYSIS-PAGE 1 Job Number: Job Name' -1 Date Run: vl 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPDRDERS 11/21/2019 9:01:41 AM NEW MILLENNIUM Location: Joist Description: Mork: I.Nr. -T■M1 ARLINGTON,WA Girder Load @ Diag 37G4N14.3K3.8 G4 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W4 22,730.67 91,386,38 81,246.74 20,520.07 17,009,69 4,252.42 66.95 24-11 W3 20,018 49 43,193.88 81,246.74 20,520 07 11,028.82 45,284.31 60.76 29-11 V1S 20,018.49 43,193.88 0.00 0.00 6,551.51 6,724.30 27.42 34-4 W2 20,018.49 43,193.881 0.00 0,001 50,699,791 12,674.95 56.90 34-4 i�}Y. 1 STRESS ANALYSIS-PAGE 2 Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 9:01.41 AM NEW MILLENNIUM Location: Joist Description: Mark: Fl,Ill-- -T- ARLINGTON,WA Girder Load @ Diag 37G4N14.3K3.8 IG4 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 2,0930 1,0824 0,6899 1,8930 0,9905 2.4522 0,9871 3531 =3 112 X 3 112 X.313 BC 1.7800 0.9216 0.5891 1.6993 0.8652 1.5119 1.0000 3031 =3 X 3 X.313 Axial and Bending Anasis K: Fy. Fb Mom of tnertta: LL 360: LL 240: Max BrOg TC.' Max Bridg BC: 1.00 50.000.00 l 30,000.00 2,384.12 1,570.98 2,356.46 126-9314 120-11 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Befween Chords: Length 57.55 59.56 60.06 53.05 51.05 1.1250 Min Weld Lan 2X: Bending Load 0.00 0.00 0,00 0.00 0.00 0.7500 Axial Load 34,420.98 34,420.98 911386.38 43,19338 43,193,88 Max Load Fillers TC: fa 8,222.88 8,222.88 21,831.44 10,318.65 10.318.65 93,217.08 Maximum K Ur 83.42 86,32 63,39 76.89 73,99 Max Load no Fillers TC: Fcr 29,867.45 28,824.32 36,930.00 32,211.15 33,245.27 72,099.59 OALFa. 17,920.47 17,294.59 22,158.00 19,326.69 19,947.16 2 3.53 243.53 yy: F'e 101,235.98 94,544.59 92,975.41 119,156.81 128,685.70 8COAJRyy. Cm 0.9594 0.9565 0,8427 0,9567 0,9599 271.28 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0'" IRz- Panel Point fb 0.00 0.00 0.00 0.00 0,00 BC 203.707006 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: Fillers 0 0 4 0 0 12,342.00 Panel Point Stress 8,222,88 8,222,88 21,831.44 10.318.65 10,318.65 BC shear stress: Mid Panel Stress 0.4589 0.4755 0.9853 0.5339 0.5173 13,703.41 TC Bearing Capacity: Web Design 8.30K<9.43K Member Web Tension Allow Tension Web Comp Allow Camp Weld Qty Material W2 39.543.25 57,194.49 9,885.81 27,836.31 12.22 x 0.218 2 A40B=2.3750 x 0.218 V1S 6,551.51 24,373.24 6,701.49 8,055.27 2.41 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W3 10,500 40. 78,227.12 42,471.25 49,741 56 12.60 x 0.227 2 A48A=3.0625 x.227 W4 20,825.751 28,624.38 5,206.44 6,761.28 7.48 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V2 6,551.51 18,714.09 6,785.63 7,733.81 2.60 x 0.176 1 C34AA= 1.125 x 1,549 x.176 W5 5,1 82 05 48,746.47 21,759.24 23,193.15 7 82 x 0.188 2 A38B=2.2190 x 0.199 W5 4,010.98 43,005.92 16,274,93 18,429.34 5.85 x 0.188 2 A36B=2.0780 x 0.188 V3 6,551.51 14,381,54 6,803.06 7,028.61 3.05 x 0.160 1 C28BB= 1.125 x 1.344 x.150 W4 17,009 69 28,624.38 4.252.42 4,503.99 6 11 x 0.188 1 C40BA=1.125 x 2.014 x.218 W3 11,028.82 67,578.15 45,284.31 46,003.23 14.59 x 0.209 2 A44A=2.8750 x.209 V1S 6,551.51 14,381.54 6,724.30 7,991.44 3,02 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W2 50,699.79 79,023.08 12,674.95 56,763 21 15.04 x 0.227 2 3022=3 x 3 x.227 I I STRESS ANALYSIS-PAGE 3 G� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 9:01.41 AM NEW MILLENNIUM Location: Joist Description: Mark: ,. nir�r. 1V�TfM1 ARLINGTON,WA Girder Load Diag 37G4N14.3K3.8 G4 TCX Design TCX Left TCX Right TCX Length 0-0 3/4 TCX Length 0-5 TCX Type R TCX Type R TCX Depth 7 112 TCX Depth 7 112 BPL Length 0-6 BPL Length 0-11 Clear Bearing 0-9 118 Clear Bearing 1-4 318 BPL Material:2024=2 x 2 x.248 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def 1-180 0.01 Reqd TL Def 1180 0.06 Live Load 0.00 Live Load 0.00 Reqd LL Def L1120 0.01 Reqd LL Def L1120 0.04 Section Modulus 1.9543 Section Modulus 1.9543 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 4.9044 Mom of Inertia 4.9044 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:T-Plate 1" Seat Type-lapped r - - - - - - - - - - - I I I Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: ❑L+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0-85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: ❑L+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0-85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: ❑L+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 6g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0-85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP I STRESS ANALYSIS-PAGE 1 Job Number Job Name: Date Run_ VJ 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 9:03:18 AM NEW MILLENNIUM Location: Joist Description: Mark: A,iu Mln r, 'Y-VT ARLINGTON,WA Girder Load @ Diag 46G5N9.6K2.5 G5 Geometry Base Length: Working Length: Joist Depth: ElleOve Depth: BC Panel Length: Shape: 48-4 318 46-0 3/8 1 46.00 1 44.30 4 @ 10-0 Single Pitch with 1:21 Slope Variable Left End Right End BC Panel 4-9 114 4-5 TC Panel 4-9114 4-5 \ \\ - - - ' - - - - - - - - - - First Half 4-9 118 4-5 \ ,' First Dia . 9-6 318 8-1 0 Depth 160.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Conc Load(Ibs) TL(1) 4,800.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 9,600.00 0,00 TC + 9-6 3/8 9-4 318 L-BL Conc Load(Ibs) TL(1) 91600.00 0.00 TC + 19-6 310 10-0 L-BL Conc Load(Ibs) TL(1) 9,600.00 0.00 TC + 29-6 3/8 10-0 L-BL Conc Load(Ibs) TL(1) 9,600.00 0,00 TC + 39-6 3/8 10-0 L-BL Conc Load(Ibs) TL(1) 4,800.00 0.00 TC + 48-2 3/8 8-8 L-BL Conc Load(Ibs) WL(1) 1,250.00 0.00 TC - 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 2,500.00 0.00 TC 9-6 3/8 9-6 318 L-BL Conc Load(Ibs) WL(1) 2,500,00 0.00 TC - 19-6 318 19-6 318 L-BL Conc Load(Ibs) WL(1) 2,500.00 0.00 TC - 29-6 3/8 29-6 316 L-BL Conc Load(Ibs) WL(1) 2,500.00 0.00 TC 39-6 318 39-6 3/8 L-BL Conc Load(Ibs) WL(1) 1,250.00 0.00 TC - 48-2 318 48-2 318 L-BL Axial(Ibs) SM(3) 28,500.00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) SM(3) 328.00 0,00 TC + 9-6 3/8 9-6 318 L-BL Conc Load(Ibs) CL(3) 3,072.00 0.00 TC + 9-6 318 9-6 318 L-BL Conc Load(Ibs) SM(3) 328,00 0.00 TC + 19-6 3/8 19-6 318 L-BL Conc Load(Ibs) CL(3) 3,072.00 OAO TC + 19-6 318 19-6 3/8 L-BL Conc Load(Ibs) SM(3) 328.00 0.00 TC + 29-6 3/0 29-6 318 L-BL Conc Load(Ibs) CL(3) 3,072.00 0.00 TC + 29-6 3/8 29-6 318 L-BL Conc Load(Ibs) SM(3) 328.00 0.00 TC + 39-6 318 39-6 3/8 L-BL Conc Load Ibs CL 3) 3,072.00 0.00 TC + 39-6 318 39-6 318 L-BL Stress Analysis Summary Int.Panel 7C: Max Panei BC: Rearlion LE. Rearhnn RE: Minimum Shear: Max TC Camp: Max BC 7ens+on 60.07 120.00 23,721.02 124,278.98 16,069.75 73,285.17 177,936.25 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 28,533.15 35,207.25 0,00 0,00 27,340.17 7,119.84 80.25 0-2 V1S 28,533.15 35,207.25 0.00 0.00 0.00 704.15 55.54 4-9114 W3 26,533.15 35,207,25 40,282.98 10,490.36 7,609.07 29,218.83 77.78 4-9114 W4 28,533.15 53,893.25 40,282,98 10,490.36 18,043,81 4,698.91 79.91 9-6 3/8 V2 28,533.15 53,893.25 40,282.98 10,490.36 0.00 1,077.86 49.89 14-6 318 W5 28,533.15 53,893.25 69,047.29 17,981.06 5,033.43 19,328.39 76.21 14-6 318 W6 28,533.15 73,285.17 69,047,29 17,981.06 10,159.33 2,645.66 76,21 19-6 318 V3 28,533,15 73,285.17 69,047.29 17,981,06 0.00 1,465,70 44,10 24-6 3/8 W6 211,533,15 73.285,17 77,936.25 20,295.90 2,698.28 10,361.40 72,79 24-6 3/8 Continued on Next Page.. STRESS ANALYSIS-PAGE 1 G7 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 9:03:18 AM NEW MILLENNIUM Location: Joist Descrip[ion: Mark: Rl iu MlNr. -TFMS ARLINGTON,WA Girder Load @ Diag 46G5N9.6K2.5 G5 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 28,533.15 66,432,24 77,936.25_ 20,295.90 3,027.53 11,625.73 72.79 29-6 3/8 V4 28,533 15 68,432.24 77,936.25 20,295 90 0.00 1,36864 38.31 34-6 3/8 W4 28,533.15 68,432.24 57,202.59 14,896.51 12,947.58 3,371.77 69.67 34-6 3/8 W3 28,533.15 39,253.55 57,202,59 14,896.51 8,446.61 32,434.97 63.74 39-6 318 V1S 28,533 15 39.253.55 0.00 0.00 0.00 78507 32 86 43-11 318 W2 28,533,15 39,253.55 0.001 0.00 35,197,15 9,165.92 59.37 43-11 3/8 STRESS ANALYSIS -PAGE 2 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLQG C •SHOPOROERS 11/21/2019 9:03:18 AM N E W M I L.L E N N I U M Location: Joisr Descriplion: Mark: Rl Ill MI"r. SyrrFMri ARLINGTON.WA Girder Load @ Diag 46G5N9.6K2.5 05 Chord Pro rties Chard Area Rx Rz Ryy Y Ix Q Material TC 1,7800 0,9216 0.5891 1,6993 0,8652 1.5119 1,0000 3031 =3 X 3 X.313 BC 1.3105 0.9336 0.5937 1.6798 0.8340 1.1423 0.9229 3022=3 x 3 x.227 Axial and Bending Analysis K.. FY-1 I Fb' Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 30,000.00 12,967.97 11000.66 11,500.99 24-D 718 119-6114 Top Chard Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 55.31 57.19 60.07 53.06 51.06 1.1250 Bending Load 0.00 0.00 0.00 0.00 0 00 0.7 . Weld Len 2X.7500 Axial Load 35,207.25 35,207.25 73,265.17 39,253.55 39,253.55 Max Load Fiiiers TC: fa 9,889.68 9.689.68 20,585.72 11,026.28 11,026.28 74,539.87 Maximum K Ur 93.90 97.08 70.62 90.07 86,67 Max Load no Fivers TC: Fcr 26.242.62 25,100.52 34,723,36 27,627.73 28,868.34 50,184.12 TC Fa 15,745.57 15.060.31 20.834.02 16,576.64 17,321.00 339.18 y: 39.18 F'e 79,452.66 74,322,55 67,370.60 86,341.83 93,246.62 8C0AURyy: Cm 0,9376 0.9335 0.7953 0.9361 0,9409 343.11 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 SC Stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0.99 IRz- Panel Point fb 0.00 0.00 0.00 0.00 0.00 SC 202.121223 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: Fillers 0 0 6 0 0 11,463.75 Panel Point Stress 9,889,68 9,889,68 20,585,72 11,026.28 11,026,28 BC Shear Stress: IMid Panel Stress 0.6281 0.6567 C).98811 0.66521 0.6366 15,123.47 TC Bearing Capacity: Web Design 14.80K<10.43K Member Web Tension Allow Tension Web Comp Allow Comp Weld city Material W 2 27,340.17 57,194.49 7,119.84 23,984.12 8.53 x 0.218 2 A40B=2.3750 x 0.218 V1S 0.00 7,826.93 704,15 1,163.06 2.00 x 0.102 1 C16BB= 1.125 x 1,026 x.102 W3 7,609,07 61,276.80 29,218.83 31,262 73 9 41 x 0.209 2 A42A=2.6250 x.209 W4 18,043.81 28,624.38 4,698.91 5,703.64 6.48 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V2 0.00 7,826,93 1,077,86 1,441.45 2.00 x 0.102 1 C168B= 1.125 x 1.025 x.102 W5 5,03343 48,746.47 19,328.39 19,899 94 6.94 x 0.188 2 A38B=2.2190 x 0.199 W6 10,159.33 24.373.24 2.645.66 3,141.99 3,65 x 0.188 1 C38BA=1.125 x 1.845 x.199 V3 0.00 7,826.93 1,465.70 1,844.76 2,00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W6 2,698,28 33,466.47 10,361.40 11,163.29 4.42 x 0.158 2 A32B= 1.9060 x 0.158 W 5 3,027.53 37,440,23 11,625.73 12,819.34 4.45 x 0.176 2 A34A= 1.9380 x 0.176 V4 0.00 7,826.93 1,368.64 2,444.46 2.00 x 0.102 1 C16BB= 1.125 x 1.026 x.102 W4 12,947.58 24,373.24 3,371.77 3,67297 4.65 x 0.188 1 C38BA=1.125 x 1.845 x.199 W 3 8,446.61 57,194.49 32,434.97 33,054.64 10.02 x 0.218 2 A40B=2.3750 x 0.218 V1S 0.00 4,802.89 785.07 1,105.44 2.00 x 0,077 1 C10AB= 1.125 x D.756 x.077 W2 35,197 15 79,023.08 9,166.92 55.513.98 11.72 x 0.227 2 3022=3 x 3 x.227 i I STRESS ANALYSIS-PAGE 3 G� Job Number: bb Name: bate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 9:03:18 AM NEW MILLENNIUM Location: Joist Description: Mark: Al 1.1 f"11N1'. 1-T.- ARLINGTON,WA Girder Load @ Diag 46GSN9.6K2.5 G5 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-5 TCX Type R TCX Type R TCX Depth 7 112 TCX Depth 7 112 BPL Length 0-6 BPL Length 0-11 Clear Bearing 0-6 718 Clear Bearing 1-3 BPL Material:407050=4 x 7 x.500 BPL Material:407050=4 x 7 x.500 Total Load 0.00 Total Load 0.00 Reqd TL Def LI80 000 Reqd TL Def 1-180 0.06 Live Load 0.00 Live Load 0.00 Reqd LL Def L1120 0.00 Reqd LL Def 11-1120 0.04 Section Modulus 0.0000 Section Modulus 1.4164 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 3.0238 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type,Lapped Seat Type:Lapped I I � - - - - - - - - - - - - - I Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0-85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0-85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: ❑L+CL+0-85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0-85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a. 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP I I STRESS ANALYSIS-PAGE 1 �,7 Job Number: Job Name: date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS I U2112019 9:04-.33 AM NEW MILLENNIUM Location: Joist Description: Mark: AST IM^ ARLINGTON,WA Girder Load @ Diag 60G5N15.2K4.0 G6 Geometry Base Length: Working Length: Joist Depth: Elfeclive Depth: BC Panei Length: Shape: 494 318 49-0318 160.00 158.16 4 @ 1D-0 Parallel Chords Variable Left End Right End BC Panel 5-0 5-0 TC Panel 4-9 1/4 4-11 First Half 4-6 318 4-10 First Dia . 9-6 318 9-10 Depth 160.00 160.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in SplEnd Reference Conc Load(Ibs) TL(1) 7,600.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 15,200.00 0,00 TC + 9-6 318 9-4 318 L-BL Conc Load(Ibs) TL(1) 15,200.00 0.00 TC + 19-6 318 10-0 L-BL Conc Load(Ibs) TL(1) 15,200,00 0.00 TC + 29-6 3/8 10-0 L-BL Conc Load(Ibs) TL(1) 15,200.00 0.00 TC + 39-6 318 10-0 L-BL Conc Load(Ibs) TL(1) 7,600.00 0.00 TC + 49-2 315 9-0 L-BL Conc Load(Ibs) WL(1) 2,000.00 0.00 TC - 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 4,000.00 0,00 TC 9-6 3/8 9-6 318 L-BL Conc Load(Ibs) WL(1) 4,000.00 0.00 TC - 19-6 318 19-6 318 L-BL Conc Load(Ibs) WL(1) 4,000.00 0.00 TC - 29-6 318 29-6 3/8 L-BL Conc Load(Ibs) WL(1) 4,000.00 0.00 TC 39-6 3/8 39-6 3/8 L-BL Conc Load(Ibs) WL(1) 2,000.00 0.00 TC - 49-2 3/8 49-2 318 L-BL Axial(Ibs) SM(3) 28,500.00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) SM(3) 519.00 0.00 TC + 9-6 3/8 9-6 318 L-BL Conc Load(Ibs) CL(3) 4,864.00 0.00 TC + 9-6 318 9-6 318 L-BL Conc Load(Ibs) SM(3) 519,00 0.00 TC + 19-6 3/8 19-6 318 L-BL Conc Load(Ibs) CL(3) 4,864.00 0.00 TC + 19-6 318 19-6 318 L-BL Conc Load(Ibs) SM(3) 519.00 0,00 TC + 29-6 318 29-6 318 L-BL Conc Load(Ibs) CL(3) 4,864.00 0.00 TC + 29-6 3/8 29-6 316 L-BL Conc Load(Ibs) SM(3) 519.00 0.001 TC + 39-6 318 39-6 3/8 L-BL Conc Load(Ibs) CL 3) 4,864.00 U01 TC + 39-6 318 39-6 318 L-BL Stress Analysis Summary Int.Panet TC: Max Panel BC: Reartian LE: T3�' artinn RE: Minimum Shear: Max TO Camp: Max BC Tension 60.00 120.00 38,187.30 7,812.70 9,546.83 91,047.70 91,240.92 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W2 28,500.00 39,303.29 0.00 0.00 43,199.03 11,368.17 82,13 0-2 V1S 28,500.00 39,303.29 0.00 0.00 0.00 786.07 58.22 4-9114 W3 28,500.00 39,303.29 59,104.02 15,553.69 11,019.59 41,874,45 79.62 5-0 W4 28,500.00 74,979.24 59,104.02 15,553.69 22,108.63 5,818.06 83.56 9-6 318 V2 28,600.00 74,979.24 59,104.02 15,553.69 0.00 1,499,58 58.16 14-6 318 W5 28,500.00 74,979.24 90,854.45 23,909.07 5,818,06 22,108.63 83.56 14-6 3/8 W6 28,500.00 91,047.70 90,854.45 23,909.07 13,716,98 3,609.73 83.56 19-6 3/8 V3 28,500.00 91,047.70 90,854.45 23,909.07 0.00 1,820.95 58.16 24-6 3/8 W6 28,500.00 91,047.70 91,240.92 24,010.77 3,609.73 13,716.98 83.56 24-6 318 'Continued on Next Page.. STRESS ANALYSIS-PAGE 1 Job Number_ Job Name: Dete Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS I V2112019 9;04.33 AM NEW MILLENNIUM Location: Joist Des criplion: Mark: RIM 1-1 RV -- ARLINGTON,WA Girder Load @ Diag 60G5N15.2K4.0 Gfi Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 28,500.00 75,752,17 91,240.92 24,010.77 5,676.42 21,570.41 83.56 29-6 318 V4 28,500 00 75,752.17 91,240.92 24,010.77 0.00 1,51504 58.16 34-6 31B W4 28,500.00 75,752.17 60,263.43 15,858.80 21,570.41 5,676.42 83.56 34-6 318 W3 28,500.00 39,170.99 60,263,43 15,858.80 11,228,94 42,669.98 82.13 39-6 318 V1 S 28,500.00 39,170.99 0.00 0.00 0.00 78342 5816 44-5 31B W2 1 29,500.001 39,170,991 0.00 0.00 42,669.99 11,228.94 82.13 44-4 318 STRESS ANALYSIS-PAGE 2 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 9:04:33 AM NEW MILLENNIUM Location: Joist Descrip[iun: Mark: RI„4 MlN'. 1 TP-" ARLINGTON,WA Girder Load @ Magi 60G5N15.2K4.0 G6 Chord Pro roes Chord Area Rx Rz Ryy Y Ix Q Material TC 2,0930 1.0824 0,6899 1,8930 0,9905 2,4522 0,9871 3531 =3 1/2 X 3 1/2 X.313 BC 1.6070 0.9260 0.5907 1.6920 0.8536 1.3780 1 1.0000 13028=3 X 3 X.281 Axial and Bending Analysis K. Fy.. Fb: Mom of inertia LL 360: LL 240: Max Bridg TC Max Bridg BC: 1.00 50,000.00 30,000.00 6,156.61 1,951.30 12,926.94 26-9314 20.01/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Len th 55.25 57.13 60.00 59,00 57.00 1.1250 Bending Load 0.00 0.00 0.00 0,00 0,00 Min Weld Len 2X: 0.7500 Axial Load 39,303.29 39.303.29 91,047.70 39,170.99 39,170.99 Max Load Fillers TC: fa 9,389.22 9.389.22 21,750.53 9,357.62 9,357.62 93,217.08 Maximum K Lh 80.08 82,80 633,39 85.52 82.62 Max Load no Fillers M, Fcr 31,067.63 30,090.66 36,930.00 29,113.36 30,155.83 72,172.45 TC Fa 18,640.57 18,054.40 22,158.00 17,468.02 18.093.50 310.82 yy: 10.82 F'e 109,852.19 102,759.23 93,147.41 96,331.71 103,210,43 1 BCOAURyy.• Cm 0,9573 0.9543 0.8436 0,9514 0.9547 347.74 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC stress: Mid Panel Moment 0.00 0,00 0.00 0.00 0,00 0.95 Panel Point fb 0.00 0.00 0,00 0,00 0.00 BC URr. 203.1488 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 F TC Shear Stress: Fillers 0 0 6 0 0 14,428.11 Panel Point Stress 9,389.22 9,389.22 21,750.53 9,357.62 9.357,62 BC Shear Stress: Mid Panel Stress 0.5037 0.5201 0.98161 0.5357 0.5172 18,752.37 TC Bearing Capacity: Web Design 7.60K<9.46K Member Web Tension Allow Tension Web Comp Allow Camp Weld Oty Material W2 43,199.03 79,023.08 11,368.17 43,260.70 12.82 x 0.227 2 3022=3 x 3 x.227 V1S 0.00 7,826.93 786.07 1,058.37 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 11,019 59 78,227.12 41,874.45 45,501.72 12.42 x 0.227 2 A48A=3.0625 x.227 W4 22,108.63 28,769.10 5,818.06 6,014.05 9,93 x 0.150 2 A28B= 1.7350 x 0.150 V2 0.00 10,742.43 1,499.58 1,749.86 2.00 x 0,129 1 C22BB= 1.125 x 1.110 x.129 W 5 5,818.06 57,194.49 22,108.63 22,282 74 7 94 x 0.188 2 A40B=2.3750 x 0.218 W6 13,716.98 28,624.38 3,609.73 5,288.22 4.93 x 0.188 1 CW40BA= 1.5 x 1.926 x,218 V3 0.00 14,381,54 1,820.95 3,112.84 2.00 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 3,60973 48,746.47 13,716.98 16,614 67 4 93 x 0.188 2 A38B=2.2190 x 0.199 W 5 5,676.42 57,194.49 21,570.41 22,282.74 7.75 x 0.188 2 A40B=2.3750 x 0.21 a V4 0.00 10,742.43 1,515,04 1,749.86 2,00 x 0.129 1 C226B= 1.125 x 1.110 x.129 W4 21,570.41 28,769.10 5,676.42 6,014.05 9 68 x 0.150 2 A28B= 1.7350 x 0.150 W3 11,228.94 78,227.12 42,669.98 44,142.20 12.66 x 0.227 2 A48A=3.0625 x.227 V1 S 0.00 7,826.93 783.42 1,060.42 2.00 x 0.102 1 C16BB= 1,125 x 1.025 x.102 W2 42,669 99 79,023.081 11,228.941 43,260.701 12.66 x 0.2271 2 3022=3 x 3 x .227 .. i STRESS ANALYSIS -PAGE 3 Job Number. Job Name: Date Run: VJ 5819-0100 GAYTEWAY BUSINESS PARK BLDG C •SHOPORDERS 11/21/2019 9:04:33 AM NEW MILLENNIUM Location: Jurst Description: Mark: RI nl 1 -1.. 4Yri - ARLINGTON,WA Girder Load @ Diag 60G5N15.2K4.0 G6 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-1 3/4 TCX Type R TCX Type R TCX Depth 7 112 TCX Depth 7 112 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-6 718 Clear Bearing 0-8 314 BPL Material:407050=4 x 7 x.500 BPL Material:2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def 1-180 0.00 Reqd TL Def 1-/80 0.02 Live Load 0.00 Live Load 0.00 Reqd LL Def L1120 0.00 Reqd LL Def L1120 0.01 Section Modulus 0.0000 Section Modulus 1.9543 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 4.9044 Reqd MI 0.0000 Reqd MI 0.0000 ad Seat Type:T-Plate V Load Combinations Case 1: ❑L Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: ❑L+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Se: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) .ase 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: ❑L+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0,8(TL)+SM+AX+FEM Case 6b: ❑L+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/25/2019 9:42-.24 AM NEW MILLENNIUM Location: Joist Description: Mark: A,11L--, 4Y 7- ARLINGTON,WA Girder Load @ Diag 60G5N15.2K4.0 G7 Geometry Base Length: Working Length: Joist Depth: Elfectfve Depth: BC Panef Length: Shape: 1 49-8 149-4 60.00 57.84 4 Special I Parallel Chords Variable Left End Right End BC Panel 5-0 5-0 114 TC Panel 4-11 5-0 1/4 First Half 4-10 4-9 314 First Dia . 9-10 9-10 Depth 60.00 160.00 Loads Load Type Category Load1 Load2 Position Direction Lac/Begin Sp/End Reference Conc Load(Ibs) TL(1) 7,600,00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 15,200.00 0,00 TC + 9-10 9-8 L-BL Conc Load(Ibs) TL(1) 15,200.00 0.00 TC + 19-10 10-0 L-BL Conc Load(Ibs) TL(1) 15,200.00 0.00 TC + 30-10 11-0 L-BL Conc Load(Ibs) TL(1) 15,200.00 0,00 TC + 39-10 9-0 L-BL Conc Load(Ibs) TL 1) 7,600.00 0.00 TC + 49-6 9-8 L-BL Conc @ any pp(Ibs) CL(1) 2,100.00 0.00 TC + Conc Load(Ibs) WL(1) 2,000.00 0,00 TC - 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 4,000.00 0.00 TC - 9-10 9-10 L-BL Conc Load(Ibs) WL(1) 4,000.00 0.00 TC - 19-10 19-10 L-BL Conc Load(Ibs) DL(1) 7,500.00 0.00 TC + 25-3 3/8 25-3 3/8 L-OAL Conc Load(Ibs) LL(1) 12.500.00 0.00 TC + 25-3 318 25-3 318 L-OAL Conc Load(Ibs) WL(1) 4,000.00 0.00 TC - 30-10 30-10 L-BL Conc Load(Ibs) WL(1) 4,000.00 0.00 TC - 39-10 39-10 L-BL Conc Load Ibs WL(1) 2,000.00 0.00 TC - 49-6 49-6 L-BL Conc @ any pp(Ibs) CL(3) 2.100.00 0.00 TC + Axial(Ibs) SM(3) 28,500.00 0,00 TC + 0-0 0-0 L-BL Conc @ an (Ibs) SM(3) 4,250.00 0.00 TC + Conc Load(Ibs) SM(3) 519.00 0.00 TC + 9-10 9-10 L-BL Conc Load(Ibs) CL(3) 4,864,00 0,00 TC + 9-10 9-10 L-BL Conc Load(Ibs) SM(3) 519,00 0.00 TC + 19-10 19-10 L-BL Conc Load(Ibs) CL(3) 4,864.00 0.00 TC + 19-10 19-10 L-BL Conc Load(Ibs) LL(3) 12,500.00 0.00 TC + 25-3 3/8 25-3 3/8 L-OAL Conc Load(Ibs) DL(3) 7,500.00 0.00 TC + 25-3 318 25-3 318 L-OAL Conc Load(Ibs) SM(3) 519.00 D.OD TC + 30-10 30-10 L-BL Conc Load(Ibs) CL(3) 4,864.00 0.00 TC + 30-10 30-10 L-BL Conc Load Ibs 5M(3) 519.00 0.00 TC + 39-10 39-10 L-BL Conc Load(Ibs) CL(3) 4,864.00 0.00 TC + 39-10 39-10 L-BL Stress Analysis Summary Int.Pane!TC: Max Panel BC: Reaction LE: Reaction RE. Minimum Shear: Max TC Comp: Max BC Tension 66.63 126.63 149,648.11 150,519.92 112,629.98 1146,794.911 1135,839.88 Member TC Tension TC Compresion BC Tension BC Cornpresion I Web Tension I Web Camp. lWebLengthl PP Dist. W2 25,240.92 46,086.35 0.001 0,001 59,548.81 14,887.20 81.91 0-2 V1S 25,240.92 46,085.35 o.001 0,00 1 6,350.951 6,565.46 57.85 4-11 Continued on Next Page.. STRESS ANALYSIS-PAGE 1 Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/25/2019 9:42:24 AM NEW MILLENNIUM Location: Joist D"criptian: Mark: Rl Ill MNI,, IY-FMS ARLINGTON,WA Girder Load @ Diag BOG5NI5.21(4.0 G7 Stress Analysis Surnmary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP[list. W3 25,240.92 46,085,35 82,269.92 11,425.04 8,067,38 58,975.14 81.91 5-0 W4 19,148 79 109,054.91 82,269.92 11,425 04 38,101.75 9,525.44 8334 9-10 V2 19,148.79 109,054.91 82,269,92 11,425.04 6,350.00 6,683.08 57.84 14-10 W5 19,148.79 109,054.91 135,839.88 14,944.87 2,811.02 37,487.35 83.34 14-10 W6 14,001.14 146,794.91 135,839.88 14,944.87 19,266.29 4,81657 8823 19-10 V3 14,001.14 146,794.91 135,839.88 14,944.87 0.00 21,907.14 57.84 25-4 518 W6 14,001.14 146,794,91 133,818.06 15,007.49 19,061.00 4,765.25 87.29 25-4 518 W5 19,208.27 108,907.57 133,818.06 15,007.49 2,669.01 36,844.59 79.13 30-10 V4 19,208.27 108,907.57 133,818.06 15,007.49 6,350.00 6,682.98 57.84 35-4 W4 19,208.27 108,907.57 83,997.07 11,639,74 37,369.61 9,342.40 79.13 35-4 W3 25,150.18 46,473.45 83,997.07 11,639.74 8,201.25 60,079.81 81.73 39-10 V1S 25,150.18 46,473.45 0.00 0.00 6,350.00 6,566,3E 57.84 44-7 314 W2 25,150.18 46,473.45 0.00 0.00 60.914.98 15,228.75 82.09 44-7 314 i STRESS ANALYSIS-PAGE 2 lid Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/25/2019 9;42:24 AM NEW MILLENNIUM Location: Joist Description: Mark: Rl Ill flINr SYSTFM9 ARLINGTON,WA Girder Load @ Diag 60G5N15.2K4.0 G7 Chord Pro rtles Chord Area Rx Rz Ryy Y Ix Q Material TC 3,3122 1,2260 0,7846 2,1152 1,1611 4.9786 1,0000 4043=4 X 4 X.438 BC 2.2897 1.0781 0.6883 1.8998 1.0018 2.6613 1.0000 3534=3 112 x 3 112 x 344 Axial and Bending Analysis K Fy.1 Fb: Mom of Inertia' LL 360: LL 240: Max Bridg 7C- Max Bridg BC: 1.00 50,000.00 30,000.00 19,072.67 12.823.02 4.234.53 29.11518 133-11114 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 57.00 59.00 66.63 57.75 58.25 1.1250 WelBending Load 0.00 0.00 0,00 0.00 0.00 Min 1.0545 Len 2X: Axial Load 46.005.35 46,065.35 146,794.91 46,473.45 46,473,45 Max Load Fitiers TC- fa 6,956.91 6,956.91 22,159.73 7,015.50 7.015.50 150,232.27 Maximum K Lh 72.65 75,20 62,41 73.60 74,24 Max Load no Ricers TC_ Fcr 33,991.96 33,068.09 37,609.69 33,646.2E 33,415.29 120,218.93 TC Fa 20,395.19 19,640.86 22,565.81 20,187.77 20.049.17 279.88 yy; 79.88 F'e 132,412.48 123,587.52 100,659,62 128,995.53 126,790.62 8COAURyy. Cm 0.9737 0.9719 0,8525 0,9728 0,9723 311.61 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC Stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0.99 IRz- Panel Point fb 0.00 0.00 0.00 0.00 0.00 sc 183.969677 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 Fillers 0 0 2 0 0 TC Shear Stress, 12,675.92 Panel Point Stress 6.956-91 6.956,91 22,159.73 7,015.50 7,015.50 Bc shear Stress, Mid Panel Stress 0.3411 0.3506 0.9820 0.34751 18,438.17 TC Bearing Capacity: Web Design 11.08K<17.92K Member Web Tension Allow Tenslon Web Comp Allow Comp Weld Qty Material W2 59.548.81 96,902.01 14,887.20 54,686.14 14.27 x 0.281 2 3028=3 X 3 X.281 V1S 6,350.95 28,624.38 6,565.46 9,568.68 2.36 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W3 8,067 38 107,333.90 58,975.14 60,242 55 12.69 x 0.313 2 3031 =3 X 3 X.313 W4 38,101.75 43,005.92 9,525.44 12,916.82 13.65 x 0.188 2 A36B=2.0780 x 0.188 V2 6,350.00 28,624.38 6,683.08 9,570.84 2.40 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W5 2,811 02 78,227.12 37,487.35 43,492.84 11.12 x 0.227 2 A48A=3.0625 x.227 W6 19,266.29 28,624.38 4,816.57 4,816.85 6.92 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V3 0.00 346,724.66 21,907.14 311,426.59 21.69 x 0.313 2 6050=6 x 6 x.500 W6 19,061 00 28,624.38 4,766.25 4,90680 6 85 x 0.188 1 CW40BA= 1.5 x 1.926 x 218 W 5 2,669,01 67,578.15 36,844.59 37,077.58 11.87 x 0.209 2 A44A=2.8750 x,209 V4 6,350.00 28,624.38 6,682.98 9,570.84 2,40 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W4 37,369 61 37,440.23 9,342.40 10,846 93 14.30 x 0.176 2 A34A= 1.9380 x 0.176 W 3 8.201.25 107.333.90 60,079.81 60,392.81 12.93 x 0.313 2 3031 =3 X 3 X.313 V1S 6,350.00 28,624,38 6,566.38 9,570.84 2.36 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W2 60,914.9E 96,902.01 15,228.751 54,550 79 14.60 x 0.281 2 3028=3 X 3 X 281 STRESS ANALYSIS-PAGE 3 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/25/2019 9:42:24 AM NEW MILLENNIUM Location: Joist Description: Mark: 19,II,t71tir, avRTnM4 ARLINGTON,WA Girder Load @ Diag 60G5N15.2K4.0 1137 TCX Design TCX Left TCX Right TCX Length 0-1 3/4 TCX Length 0-1 3/4 TCX Type R TCX Type R TCX Depth 7 112 TCX Depth 7 1/2 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-8 112 Clear Bearing 0-8 112 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def 1-180 002 Reqd TL Def 1-180 0.02 Live Load 0.00 Live Load 0.00 Reqd LL Def LI120 0.01 Reqd LL Def L1120 0.01 Section Modulus 3.5074 Section Modulus 3.5074 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 9.9572 Mom of Inertia 9.9572 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:T-Plate 1" Seat Type:T-Plate V Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0-85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case$f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 1 Job Number: Job Name: Date Run: 5819.0100 GAYTEWAY BUSINESS PARK BLDG C -SHDPDRDERS IU211201910:15.36 AM NEW MILLENNIUM Location- Joist Descriplion: Mark: -1° -1 4 ^T'^A4 ARLINGTON,WA Girder Load @ Diag 6OG5N15.2K4.0 G8 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape; 49-8 49-4 1 60.00 58.16 4 @ 10-0 Parallel Chords Variable Left End Right End BC Panel 5-0 5-0 TC Panel 4-11 4-11 / First Half 4-10 4-10 First Dia . 9-10 9-10 Depth 160.00 60.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be In Sp/End Reference Cone Load(Ibs) TL(1) 7,600.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 15,200.00 0,00 TC + 9-10 9-8 L-BL Conc Load(Ibs) TL 1) 15,200.00 0.00 TC + 19-10 10-0 L-BL Conc Load(Ibs) TL(1) 15,200.00 0.00 TC + 29-10 10-0 L-BL Conc Load(Ibs) TL(1) 15,200.00 0.00 TC + 39-10 10-0 L-BL Conc Load Ibs) TL(1) 7,600.00 0.00 TC + 49-6 9-8 L-BL Conc @ any pp(Ibs) CL(1) 200.00 0.00 TC + Cone Load(Ibs) WL(1) 2,000.00 0,00 TC 0-2 0-2 L-BL ConeLoad(Ibs) WL(1) 4,000.00 0.00 TC - 9-10 9-10 L-BL Conc Load(Ibs) WL(1) 4,000.00 0.00 TC - 19-10 19-10 L-BL Conc Load(Ibs) WL(1) 4,000.00 0,00 TC 29-10 29-10 L-BL Conc Load(Ibs) W L(1) 4,000.00 0.00 TC - 39-10 39-10 L-BL Conc Load(Ibs) WL(1) 2,000.00 0.00 TC 49-6 49-6 L-BL Conc @ any pp(Ibs) CL(3) 200.00 0.00 TC + Axial Ibs SM(3) 28,500.00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) SM(3) 519.00 0.00 TC + 9-10 9-10 L-BL Conc Load(Ibs) CL(3) 4,864.00 0.00 TC + 9-10 9-10 L-BL Conc Load(Ibs) SM(3) 519.00 0.00 TC + 19-10 19-10 L-BL Conc Load(Ibs) CL(3) 4,864.00 0.00 TC + 19-10 19-10 L-BL Conc Load(Ibs) SM(3) 519.00 OAO TC + 29-10 29-10 L-BL Conc Load(Ibs) CL(3) 4,864.00 0.00 TC + 29-10 29-10 L-BL Conc Load(Ibs) SM(3) 519.00 0.00 TC + 39-10 39-10 L-BL Conc Load(Ibs) CL(3) 4,864.00 0,00 TC + 39-10 39-10 L-BL Stress Anal sis Summary Int.Panel TC: Max Farrel BC: Reaction LE: Reaction RE. Minimum Shear. Max TC Comp.: Max BC Tension 60.00 120.00 38,197.97 38,198.98 9,549.75 192,509.97 192,406.79 Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Cornp. Web Length PP Dist. W2 28,500.00 39,336,88 0.00 0.00 43.214.11 11,298.56 82.13 0-2 V1S 28,500.00 39,336.88 0.00 0.00 200.03 786.74 58.16 4-11 W3 28,500.00 39,336,88 60,836.48 15,957.11 11,298.56 43,159.62 82.13 5-0 W4 28,500.00 76,621.64 60,836.48 15,957.11 22,068.54 5,747.24 83.56 9-10 V2 28,500.00 76,621.64 60,836.48 15,957.11 200.00 1,532.43 58.16 14-10 W5 28,500.00 76,621.64 92,406.79 24,210.79 5,747,24 22,010.1E 83-5614-10 W6 1 28,500.001 92,509.971 92,406,791 24,210.791 13,685.62 13,721.18 83.56 19-10 'Continued on Next Page... STRESS ANALYSIS-PAGE 1 G� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/201910;15:36 AM NEW MILLENNIUM Location: Joist Description: Mark: Ai iu-Nr, ri YriTFM� ARLINGTON,WA Girder Load @ Diag 60G5N15.2K4.0 G8 Stress Analysis Summary, Continued... Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. V3 28,500.00 92,509.97 92,406,79 24,210.79 200,00 1,850.20 58.16 24-10 W6 28,500 00 92,509.97 92,406.79 24,210 7E 13,685.62 13,721 18 8356 24-10 W5 28,500.00 76,621.63 92,406.79 24.210.78 5.747.24 22,011.65 83.56 29-10 V4 28,500.00 76,621.63 92,406.79 24,210.78 200.00 1,532.43 58.16 34-10 W4 28,500.00 76.621.63 60,836.48 15,957 11 22,070.00 5,747.24 83.56 34-10 W3 26,500.00 39,336.87 60,836.48 15,957.11 11,298.55 43,161.05 82.13 39-10 V15 28,500.00 39,336.87 0.00 0.00 200,03 786.74 58.16 44-9 W2 28,500.00 39,336.87 0.00 0.00 43,215.54 11,298.55 82.13 44-8 STRESS ANALYSIS -PAGE 2 Job Number. Job Natne- Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/211201910:15:36 AM NEW MILLENNIUM Location: Juist Description: Mark: 4V-rT -, ARLINGTON,WA Girder Load @ Diag 60G5N15.21(4.0 G8 Chord Properties Chord Area Rx Rz Ryy Y Ix a Material TC 2,0930 1.0824 0,6899 1,8930 0,9905 2.4522 0.9871 3531 =3 112 X 3 1/2 X.313 BC 1.6070 0.9260 0.5907 1.6920 0.8536 1.3780 1.0000 3028=3 X 3 X.281 Axial and Bending Analysis K. Fy.- Fb: Mom of Inertia LL 360: LL 240: Max Bridg TC.' Max Bridg BC: 1.00 50,000.00 30,000.00 6,156.61 1,915.67 2.873.50 26-9 314 119-11114 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Len th 57.00 59.00 60.00 59.00 57.00 1.1250 WelBending Load 0.00 0,00 0.00 0.00 0,00 Mtn 0.7500 Len 2X: Axial Load 39,336.86 39,336.88 92,509,97 39,336.87 39,336.87 Max Load Fillers TC: fa 9,397.25 9.397.25 22,099.85 9.397.25 9.397.25 93,217.08 Maximum K U 82.62 85.52 63.39 85.52 82,62 Max Load no Fillers TC: Fcr 30,155.83 29.113.36 36,930.00 29,113.36 30,155.83 72,172.45 Fa. 18,093.50 17,468.02 22,158.00 17,468.02 16,093.50 TCOALIRyy: 312.73 F'e 103,210.43 96,331.71 93,147.41 96,331.71 103,210.43 SCOALIRyy. Cm 0.9545 0.9512 0.8410 0,9512 0,9545 349.88 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 BC Stress: Mid Panel Moment 0,00 0.00 0.00 0.00 0.00 0.96 Panel Point fb 0.00 0.00 0.00 0.00 0.00 SC LIRz: Mid Panel fb 0.00 0.00 0.00 0.00 0.00 203.1488 Fillers 0 0 6 4 0 TC Shear Stress: 14,433.62 Panel Point Stress 9,397.25 9,397.25 22,099,85 9,397.25 9,397.25 BC Shear Stress: Mid Panel Stress 0.5194 0.5380 0.99741 0.5380 0.5194 18,759.53 TC Bearing Capacity: Web Design 7.701K<9.33K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 43,214.11 79,023.08 11,298.56 43,260.70 12.82 x 0.227 2 3022=3 x 3 x.227 V1S 200.03 7,826.93 786,74 1,060.42 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 11,298 56 78,227.12 43,159.62 44,142 20 12.80 x 0227 2 A48A=3.0625 x 227 W4 22,068.54 26,769.10 5,747.24 6,014.05 9.91 x 0.150 2 A28B= 1.7350 x 0.150 V2 200,00 10,742.43 1,532,43 1,749.86 2,00 x 0.129 1 C228B= 1.125 x 1.110 x.129 W 5 5,74724 57,194.49 22,010.18 22,282 74 7 91 x 0.188 2 A40B=2.3750 x 0.218 W6 13,685.62 48,746.47 13,721.18 16,614.67 4.93 x 0.168 2 A38B=2.2190 x 0.199 V3 200.00 14,381.54 1,850,20 3,112.84 2.00 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W6 13,685,62 48,746.47 13,721.18 16,614 67 4 93 x 0.188 2 A38B=2.2190 x 0.199 W 5 5,747.24 57,194.49 22,011.65 22,282.74 7.91 x 0.168 2 A40B=2.3750 x 0.218 V4 200.00 10,742.43 1,532.43 1,749.86 2.00 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W4 22,070 00 28,769.10 5,747.24 6,014.05 9.91 x 0.150 2 i A28B= 1.7350 x 0.150 W3 11,298.55 78,227.12 43,161.05 44,142,20 12.80 x 0.227 2 A48A=3.0625 x.227 V1s 200.03 7,826,93 786.74 1,060.42 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 43,N- 54 79,023.08 11,298.55 43,260.70 12.52 x 0227 2 3022=3 x 3 x.227 STRESS ANALYSIS-PAGE 3 G� Job Number Job Name: Crate Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/211201910:15.36 AM NEW MILLENNIUM Location: Joist Description: Mark: —iu nir.ir. SYSTFMri ARLINGTON,WA Girder Load @ Diag 60GSN15.2K4.0 G8 TCX Design TCX Left TCX Right TCX Length 0-1 3/4 TCX Length 0-1 314 TCX Type R TCX Type R TCX Depth 7 112 TCX Depth 7 112 BPL Length 0-6 BPL Length 0-6 Clear Bearing 0-8 5/8 Clear Bearing 0-8 314 BPL Material:2024=2 x 2 x.248 BPL Material:2024 =2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def 1-180 002 Reqd TL Def 1-180 002 Live Load 0.00 Live Load 0.00 Reqd LL Def L1120 0.01 Reqd LL Def L1120 0.01 Section Modulus 1.9543 Section Modulus 1.9543 Reqd SM 0.0000 Reqd SM 0,0000 Mom of Inertia 4.9044 Mom of Inertia 4.9044 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type!T-Plate V Seat Type:T-Plate V Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: ❑L+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: ❑L+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Ba: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 6a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case Bd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:O.B(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case Bf: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+O.B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number' Job Name: Date Run: 5819.0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111211201910:15:04 AM NEW M I L L E N N I U M Lacatian: Joist Description: Mark: .I.Ill 11-1 SYSTEMS ARLINGTON,WA Girder Load @ Diag 60G5N19.4K4.5 G9 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape, 49.7 518 49-3 518 60.00 57.87 4 @ 1D-0 Parallel Chords Variable Left End Right End BC Panel 5-0 5-0 TC Panel 4-10 314 4-11 First Half 4-9 518 4-10 First Ding. 9-9 518 9-10 X Depth 160.00 60.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Be in Sp/End Reference Conc Load(Ibs) TL(1) 9,700.00 0.00 TC + 0-2 0-2 L-BL Conc Load(Ibs) TL(1) 19,400.00 0.00 TC + 9-9 5/8 9-7 518 L-BL Conc Load(Ibs) TL 1) 19,400.00 0,00 TC + 19-9 518 10-0 L-BL Conc Load(Ibs) TL(1) 19,400.00 0.00 TC + 29-9 5/8 10-0 L-BL Conc Load(Ibs) TL(1) 19,400.00 0,00 TC + 39-9 518 10-0 L-BL Conc Load(Ibs) TL(1) 9.700.00 0.00 TC + 49-5 5/5 9-8 L-BL Conc Load(Ibs) WL(1) 2,250.00 0.00 TC 0-2 0-2 L-BL Conc Load(Ibs) WL(1) 4,500.00 0,00 TC 9-9 5/8 9-9 5/8 L-BL Conc Load(Ibs) W L(1) 4,500.00 0.00 TC - 19-9 518 19-9 518 L-BL Conc Load(Ibs) WL(1) 4,500.00 0.00 TC 29-9 5/8 29-9 518 L-BL Conc Load(Ibs} WL(1) 4,500.00 0.00 TC 39-9 518 39-9 5/8 L-BL Conc Load(Ibs) VVL(1) 2,250.00 0.00 TC - 49-5 5/8 49-5 518 L-BL Conc Load(Ibs) SM(2) 5,700.00 0.00 TC - 2-1 2-1 L-OAL Axial(Ibs) SM(3) 25,000.00 0,00 TC + 0-0 0-0 L-BL Conc Load(Ibs) SM(3) 5,700.00 0.00 TC + 2-1 2-1 L-OAL Conc Load(Ibs) SM(3) 662.00 0.00 TC + 9-9 518 9-9 518 L-BL Conc Load(Ibs} CL(3) 6,208.00 0,00 TC + 9-9 5/8 9-9 5/8 L-BL Conc Load(Ibs) 5M(3) 6fi2,00 0,00 TC + 19-9 518 19-9 5/8 L-BL Conc Load(Ibs) CL(3) 6,208.00 0.00 TC + 19-9 5/8 19-9 5/8 L-BL Conc Load(Ibs) SM (3) 662.00 0,00 TC + 29-9 5/8 29-9 5/8 L-BL Conc Load(Ibs) CL 3) 6,208.00 0.00 TC + 29-9 5J8 29-9 518 L-BL Conc Load(Ibs) SM(3) 662.00 0.00 TC + 39-9 518 39-9 518 L-BL Conc Load(Ibs) CL(3) 1 6,208.00 0,00 TC + 39-9 5/8 39-9 5/8 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: �11 TC Comp„ Max BC Pension 60.00 120.OD 48,524.59 48,475.40 12,131.15 ,874.18 117,899.67 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 25,000.00 40.201.31 0.00 0.00 54,967.40 13,741.85 81.93 0-2 V1S 25,000.00 40,167,41 0.00 0.00 1,576,86 1,770.76 57.88 4-10 314 W3 25,000.00 40,167.41 77,570.43 17,993.14 12,708.93 54,789.60 81.67 5-0 W4 25,000.00 97,709.55 77.570.43 17,993.14 27,980.34 6,995.08 83.36 9-9 518 W5 25,000.00 97,709,55 117,848.69 27,336.03 6,490.29 27,980.34 83.36 14-9 5/8 W6 27,341.95 117,874,18 117.B48.69 27,336.03 17.474.43 6.949.56 83.36 19-9 518 W6 1 27,341.951 117,874.18 117,899.67 27,347.86 6,949.56 17,474.43 83.36 24-9 5/8 "Continued on Next Page... STRESS ANALYSIS-PAGE 1 Job Number. JOb NOW: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPt3RDERS IV211201910:15:04 AM NEW MILLENNIUM Location: Joist Description: tNark: ARLINGTON,WA Girder Load a@ Diag 60GSN19.4K4.5 G9 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W5 25,000.00 97,811,55 117,899.67 27,347.86 6,473.85 27,909.49 83.36 29-9 518 W4 25,000 00 97,811.55 77,723.41 18,028 63 27,909.49 6,97737 83 36 34-9 518 W3 25,000.00 38,912.72 77,723.41 18,028.63 12,734.02 54.897.76 81.93 39-9 518 V1S 25,000.00 38,912.72 0.00 0.00 0.001 778.25 57.88 44-8 518 W2 25,000.001 38,912.72 0.00 000 54,897.76 13,724 44 81.93 44-7 515 Standard Verticals Member I Position Max Tension Max Comp. F Length V2 I Interior 1 0-001 2,357.481 57871 STRESS ANALYSIS-PAGE 2 G� Job Number. Job N.,ne: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/211201910:15:04 AM NEW MILLENNIUM Location: Joist Description: Mark: -n f 111 4vKTnr.An ARLINGTON,WA Girder Load @ Diag 60G5N19.4K4.5 139 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 2,8594 1,2346 0.7876 2.1017 1,1383 4,3586 1,0000 4037=4 x 4 x.375 BC 2.0930 1.0824 0.6899 1.8930 0.9905 2.4522 0.9871 3531 =3 1/2 X 3 112 X 313 Axial and Bending Analysis K. Fy.. Fb: Mom of Inertia: LL 360: LL 240: Max Brid4 TC: Max Bridg BC: 1.00 50,000.00 30,000.0 0 81108.00 2.527.66 3.791.49 129-9114 23-11318 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 56.75 58.68 60.00 59.00 57.00 1.1250 Bending Load 0.00 0.00 0,00 0.00 0.00 Min Wald Len 2x: 0.8467 Axial Load 40,201.31 40,167.41 117,874.18 38,912.72 38,912.72 Max Load Fillers TC: fa 7,029.68 7.023.75 20.611.70 6,804.35 6,804.35 135,852.86 Maximum K Ur 72.05 74,75 57,10 74,91 72,37 Max Load no Fillers TC: Fcr 34.206.33 33,229.88 39.395,54 33,172.21 34,091.86 112,798.81 Fa 20,523.80 19.937.93 23,637.32 19,903.33 20,455.12 281.50 y, 81.50 F'e 135,462.33 125,860.20 121,184.68 125,327.46 134,276.66 8COALARyy. Cm 0.9741 0,9721 0.8860 0.9729 0,9747 312.53 Panel Point Moment 0.00 0.00 0.00 0.00 0.00 SC stress: Mid Panel Moment 0.00 0.00 0.00 0.00 0.00 0'94 Panel Point fb 0.00 0,00 0.00 0.00 0.00 BC L/Rz 173.9383 Mid Panel fb 0.00 0.00 0.00 0.00 0.00 Fillers 4 0 2 0 0 TC Shear Stress, 13,381.22 Panel Point Stress 7,029.68 7,023,75 20,611,70 6,804.35 6,804.35 BC shear stress: Mid Panel Stress 0.3425_ 0.35231 0.8720 0.3419 0.3326 18,319.42 TC Bearing Capacity: Web Design 9.70K<13.86K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 54,967.40 86,681.16 13,741.85 48,312.62 14,81 x 0.250 2 3025=3 x 3 x.250 W3 12,708.93 96,902.01 54,789,60 54,870.24 13.13 x 0,261 2 3028=3 X 3 X.281 W4 27,980.34 31,392.15 6,995.08 7,061.38 11.93 x 0.158 2 A30B= 1.7970 x 0.158 W5 6,490.29 61,276.80 27,980.34 28,434.29 10.05 x 0.188 2 A42A=2.6250 x.209 W6 17,474.43 31,392.15 6,949,56 7,061.38 7.45 x 0.158 2 _ A30B = 1.7970 x 0.158 W6 6,949.56 57,194.49 17,474.43 22,392 75 6.28 x 0.188 2 A40B =2.3750 x 0.218 W 5 6,473.85 61.276.80 27.909.49 28,434.29 10.02 x 0.188 2 A42A=2.6250 x.209 W4 27,909.49 31,392,15 6,977.37 7,061.38 11.90 x 0.158 2 A30B= 1,7970 x 0,158 W3 12,734.02 107,333.90 54,897.76 60,222.09 11.81 x 0.313 2 3031 =3 X 3 X.313 W2 54,897.76 86,681.16 13,724.44 49,312.62 14.79 x 0.250 2 3025=3 x 3 x.250 V1 1,576.86 14,381.54 1,770.76 3,137.18 2.00 x 0.160 1 C28BB= 1.125 x 1.344 x.150 V2 0 00 14,381.54 2,357.48 3,138 40 2 00 x 0.150 1 C28BB=1.125 x 1.344 x.150 i STRESS ANALYSIS-PAGE 3 G7 Job Number: rub Name: I Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11121/201910:15:04 AM NEW MILLENNIUM Location: Juiat Descriplion: Mark: AL -r, -T- ARLINGTON,WA Girder Load @ Diag 6OG5N19.4K4.5 G9 TCX Design TCX Left TCX Right TCX Length 0-7 3/8 TCX Length 0-1 3/4 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 112 BPL Length 1-1 3/8 BPL Length 1 0-6 Clear Bearing 1-2 114 Clear Bearing0-8 112 BPL Material:407050=4 x 7 x.500 BPL Material:2024=2 x 2 x.248 Total Load 0.00 Total Load 0.00 Reqd TL Def L180 009 Reqd TL Def 1-180 0.02 Live Load 0.00 Live Load 0.00 Reqd LL Def L1120 0.06 Reqd LL Def 1-1120 0.01 Section Modulus 3.0462 Section Modulus 3.0462 Reqd SM 0.0000 Reqd SM 0,0000 Mom of Inertia 8.7172 Mom of Inertia 8.7172 Reqd MI _ 0.0000 Reqd MI 0.0000 Seat Type:Lapped Sea[Type'T-Plate 7" Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.65(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5,1:0.6(1)L)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case Bf: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0_85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0.B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS -PAGE 1 G,� Job Number_ Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 2:07:26 PM NEW MILLENNIUM Locetion: Joist Description: Mark: ARLINGTON,WA Long$pan 32LH3B7/25p J1 Geomet Base Length: Working Length: Joist Depth: E/leOve Depth: 8C Panel Length: Shape; 1 49-8 318 49-4 3/8 32.00 3D.35 9 t@ 5.0 Parallel Chords Variable Left End Right End BC Panel 2-7 318 2-5 TC Panel 2-0 2-0 First Half 2-4 2-4 First Diag. 4-11 3/8 4-9 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-8 3/8 L-BL Uniform (plf) ILL(1) 250.00 250,00 TC + 0-0 49-8 3/8 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-8 318 L-BL Axial(Ibs) SM(3) 7,400.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-8 3/8 L-BL Uniform ( If) 5M(3) 12.47 12.47 TC + 0-0 49-8 3/8 L-BL Conc @ any pp(Ibs) LL(3) 2.000.001 0.001 BC I + Stress Analysis Summary tnt_Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp: Max BC Tension 30.00 60.00 9,058.89 9,058.40 12,264.72 143,779.88 44,197.41 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7.409.92 10,377.91 0.00 0.00 12,137.89 3,307.33 42.24 0-2 V1S 7,407.33 10,302.71 0.00 0.00 2.066.45 2,359.49 31.23 2-0 W3 7,407.33 10,302,71 15,464.89 4,213.87 2,921.59 10,722.24 41.29 2-7 3/8 W4 7,406,58 22,230.49 15.464.89 4.213.87 9.726.39 2.650.24 42.68 4-11 3/8 W5 7.406.59 22,230.49 26,089.21 7,653.74 2,298.73 8,436.34 42.68 7-5 318 W6 9,003.02 33,041,07 28,089.21 7,653.74 7,146,30 1,947.22 42.68 9-11 318 W7 9,003.02 33,041.07 37,086,07 10,105.20 1,595.71 5,856.26 42.68 12-5 3/8 W8 10,960.27 40.224.20 37.086.07 10,105.20 4.566.21 1,244.20 42.68 14-11318 W9 10,960.27 40,224.20 42,455,47 11,568.25 1,127.69 3,276,17 42.68 17-5 3/8 W10 11,929.12 43,779.88 42,455.47 11,568.25 3,184.30 1,128.10 42,6E 19-11 3/8 W 1 1 11,929.12 43,779.88 44,197.41 12,042.89 1.413.18 3,184.30 42.68 22-5 318 Will 11,909.56 43,708.07 44,197.41 12,042.89 1,413.18 3,184,30 42.68 24-11 3/8 W10 11,909.56 43,708,07 42,311.89 11,529.12 3,184.30 1,128.10 42.68 27-53/8 W9 10,901.59 40,008.82 42,311.89 11,529.12 1,127.69 3,276,17 42.68 29-11 318 W8 10,901.59 40,008.82 36,798.90 10,026.95 4,566.21 1,244.20 42.68 32-5 318 W7 8,905.21 32,682.11 36,798.90 10.026.95 1,595.71 5.856.26 42,68 34-11 3/8 W6 8,905.21 32,682.11 27,658.45 7,536.36 7,146.30 1,947.22 42.68 37-5 3/8 W5 7,401.11 21,727.93 27,658.45 7,536.36 2,298.73 8,436.34 42.68 39-11 3/8 W4 7,401.11 21,727.93 14,890.54 4,057.37 9.726.39 2,650.24 42.6E 42-5 3/8 W3 7,400.35 10,088.27 14.890.54 4,057.37 2,921.59 10,722.24 41.29 44-11 318 V1S 7,400.35 10,088.27 0,00 0.00 2,026,96 2,311.06 30.76 47-8 3/8 W2 7,400.35 10,137.14 0.00 0.00 11,673,56 3,180.811 40.62 47-3 318 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 2,000.00 2,362.29 30351 STRESS ANALYSIS-PAGE 2 G� Job Number: Job Name: date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV21/2019 2:07.26 PM NEW MILLENNIUM Location: Joist Description: Mark: RLIll-Nr; SYrTFM9 ARLINGTON,WA Long$pan 32LH3671250 Ji Chord Pro rties Chard Area Rx Rz Ryy Y Ix Q MateR2:8790x.218 TC 0,9494 0,9205 0,3885 1,1660 0.9928 0.8044 0,9432 JA40618= 1,8750 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A388=2.2190 x 09 Axial and Sending Analysis K.- Fy., Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC Max Bridg BC: 0.75 50.000.00 30,000.00 1806.84 1250.58 1375.86 115-105/8 17-7 518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 50 Length 22.00 35.38 30.00 33.00 22.00 On Wald On ward ten 2x.- Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 10,377.91 10,302.71 43,779.88 10,088.27 10,137.14 Max Load FittersTC: fa 5,465.51 5,425.90 23,056.60 5,312.97 2,371.93 47,460.95 Maximum K Ur 56.63 91,06 38,61 84.94 56,63 Max Load no Fillers TC: Fcr 37,801.96 26,622.04 42,550.81 28,672.43 37,801.98 41,742.10 TC OALIRyy Fa 22,681.19 15,973.23 25.530.49 17,203.46 22.681.19 508.03 Fe 501,071.78 193,799.39 479,049.41 222,698.58 858,059,94 8COAURyy. Cm 0.9945 0.9860 0,9678 0,9881 0,9986 423.42 Panel Point Moment 2,691.54 2,956.46 2,293.75 2,722.62 2,722.62 Bc Stress-- Mid Panel Moment 552.40 1,959.96 1,146,88 1,512.18 1,240,91 0.91 Panel Point fb 3.155.63 3.466.24 2,689,25 3,192.08 731.43 BC LIRr. 146.1276 Mid Panel lb 340.89 1.209.50 707.74 933.18 333.37 TC Shear stress: Fillers 0 0 4 0 0 s,sos.z6 Panel Point Stress 8,621.14 8,892,14 25,745,85 8,505,05 3.103.36 BC Shear Stress: Mid Panel Stress 0.251 B 0.3790 0.9265 0.3390 00641 13,097.07 Web Design Member Web Tension Allow Tenslon WebComp Allow Comp Weld Qty Material W2 12,137.89 14,381.54 3,307.33 6,600.22 5.45 x 0.150 1 C28BB=1,125 x 1.344 x A50 W 3 2,921.59 28,624.38 10,722.24 11,032.67 3.85 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W4 9,72639 10,742.43 2,650.24 4,481.15 5.08 x 0.129 1 C22BB=1.125 x 1.110 x.129 W 5 2.298.73 24,373.24 8,436.34 9,223.16 3,03 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,146.30 7,826.93 11947.22 2,965.73 4.72 x 0,102 1 C16BB= 1.125 x 1.025 x.102 W7 1,595.71 16,730.22 5,856.26 6,468.81 2 50 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4,566.21 5,758.64 1,244.20 1,536.76 3.42 x 0.090 1 C121313=1 A25 x 0.799 x.090 W9 1,127.69 8,984.69 3,276,17 3,604.25 2.00 x 0.118 1 C186B= 1.125 x 1.035 x.118 W 10 3,184,30 4,802.89 1.128.10 1,164.99 2.78 x 0.077 1 C10AB=1.125 x 0.756 x.077 W 11 1,413.18 8,984.69 3,184.30 3,604.25 2.00 x 0.118 1 C1813B=1.125 x 1.035 x.118 Will 1,413.18 8,984,69 3,184.30 3,604.25 2.00 x 0.118 1 C18613= 1,126 x 1.035 x.118 W 10 3,18430 4,802.89 1.128.10 1,164.99 2 78 x 0.077 1 C10AB=1.125 x 0.756 x.077 W 9 1,127.69 8,984.69 3,276.17 3,604.25 2.00 x 0.118 1 C1813B=1.125 x 1.035 x.118 W8 4,566.21 5,758.64 1,244.20 1,536.76 3.42 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,595.71 16,730.22 5.856.26 6,46881 2 50 x 0.158 1 C32BA=1.125 x 1.620 x.158 W6 7,146.30 7,826.93 1,947.22 2,965.73 4.72 x 0.102 1 C168B=1.125 x 1.025 x.102 W5 2,298.73 24,373,24 8,436,34 9,223.16 3.03 x 0.188 1 C386A= 1,125 x 1.845 x.199 W4 9,726391 10,742.43 2,650.24 4,481.15 5.08 x 0.129 1 C22BB=1.125 x 1.110 x.129 W3 2,921,591 28.624.381 10,722.24 11,032,671 3,85 x 0.188 1 C40BA=1.125 x 2.014 x.218 Continued on Next Page.. i STRESS ANALYSIS-PAGE 2 G� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 2:07.26 PM NEW MILLENNIUM Location: Joist Description: Mark: Hl Ill MlMr, -T- ARUNGTON,WA Long Span 32LH3671250 J1 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 11,673.56 14,381,54 3,180.81 6,837.17 5.24 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,06645 5,758.64 2,359.49 2,711 72 2 00 x 0.090 1 C12BB=1.125 x 0.799 x.090 V2 2,000.00 5,758.64 2.362.29 2,818.97 2.00 x 4.090 1 C12BB=1.125 x 0.799 x.090 I I STRESS ANALYSIS-PAGE 3 Job Number: Job Name: Date Ron: vJ 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDER5 11/21/2019 2:07:26 PM NEW MILLENNIUM Location: Joist Description: Mark. 1-1 -cY--- ARLINGTON,WA Long Span 32LH3671250 J1 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 2-4 1/4 Clear Bearing 0-6 318 Clear Bearing 0-4 518 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 0.03 Reqd TL Def L180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L1120 0.00 Section Modulus 0,8529 Section Modulus 3,3812 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 6.2013 Reqd MI 0.0009 Reqd MI 0.0000 Seal Type:Lapped 'eat Type:Lapped(Reinforced) I I I - - - � - - --- - - - Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case Bg: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0-85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: ❑L+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: ❑L+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case4b: ❑L+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: ❑L+SM-AX Case Bb: DL+CL+0.85(TL)+0,75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0-6(DL)+WL+AX+IP Case Be: ❑L+CL+0-85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 G� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/2019 9:37-.03 AM NEW MILLENNIUM Location: Joist Description: Mark: Rl III M-1,. -TFMr ARLINGTON,WA Long Span 32LH367/250 J10 Geometry Base Length: Working Length: Joist Depth: E1teoltve Depth: 8C Panel Length: Shape; 49-B 49.4 32.00 30.24 9 @ 5.0 Parallel Chords Variable Left End Right End BC Panel 2-7 3/8 2-4 518 I IIII IIIIIIi II I I IIIII I If III If 1111 Ilfllllllll I II III II TC Panel 1-6 2-0 First Half 2-4 2-4 First Diag. 4-11 318 4-8 518 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be In Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-8 L-BL Uniform (plf) DL(1) 117.00 117,00 TC + 0-0 49-8 L-BL Uniform (plf) CL(1) 40.00 40.00 TC + 0-0 49-8 L-BL Conc Load(Ibs) CL(1) 420.00 0.00 TC + 15-0 21-0 L-OAL Conc Load(Ibs) CL(1) 420.00 0.00 TC + 22-0 28-0 L-OAL Conc @ any pp(Ibs) SM(2) 990.00 0.00 TC - Uniform (plf) SM(2) 45.00 45.00 TC 0-0 49-8 L-BL Gross Uplift(plf) W L(2) 100.00 100.00 TC 0-0 49-8 L-BL Conc Load Ibs) SM(2) 990.00 0.00 TC - 15-0 21-0 L-QAL Conc @ any pp(Ibs) SM(3) 990.00 O.OD TC + Axial(Ibs) SM(3) 1,700.00 0,00 TC + 0-0 0-0 L-BL Uniform ( If) SM(3) 45.00 45.00 TC + 0-0 49-8 L-BL Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0,00 BC + Axial Ibs SM(3) 51600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-8 L-BL Uniform (plf) SM(3) 12.47 12.47 TC + 0-0 49-8 L-BL Uniform (plf) CL 3) 40,00 40.00 TC + 0-0 49-8 L-BL Conc Load(Ibs) CL(3) 420.00 0.00 TC + 15-0 21-0 L-OAL Conc Load(Ibs) SM(3) 990.00 0.00 TC + 15-0 21-0 L-OAL Conc Load Ibs) CL 3 420.00 0.00 TC + 22-0 28-0 L-QAL Stress Analysis Summary Int.Pane(TC: Max Panel BC: Reaction LE. Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 30.00 60.00 10,567.12 110,449.76 12.641.78 52,434.97 52,906.98 Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W2 9,004,08 15,477.28 0.00 0.00 14,353.80 3,842.36 42.16 0-2 V1S 9,002.17 15,250.50 0.00 0.00 2,190.46 3,032.22 33.06 1-6 W3 9,002.17 15,250,50 18,061.85 4,226.66 3,473.30 12,705.76 41.21 2-7318 W4 9,001.95 26,423,47 18,061.85 4,226.66 11,427,48 3,401.44 42.60 4-11 3/8 W5 9,001.95 26,423.47 33,000.52 7,676.30 3,108.46 9,994.19 42.60 7-5318 W6 9,267.86 38,955.66 33.000.52 7.676.30 8.560.89 2.949.99 42.60 9-11 318 W7 9,267.86 38,955.66 43,901,32 10,824.00 2,642,86 7,124.59 42.60 12-5 3/8 W8 12,268.53 47,837.52 43,901.32 10,824.00 6,096.69 2,484.39 42.60 14-11318 W9 12,268.53 47,837.52 50,764,25 13,601.451 2,042.761 4,905.061 42.60 17-5 318 Continued on Next Page .. i STRESS ANALYSIS-PAGE 1 Job Number: Job Name: Date Run: 40 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/2019 9:37:03 AM NEW MILLENNIUM Location: Joist Descriplion: Mark: AL -- -T- ARLINGTON,WA Long Span 32LH3671250 J10 Stress Anah sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W10 14,241.63 52,434.97 50,764,25 13,601.45 4,200.38 1,884.29 42.6019-113/8 W 11 14,241 63 52,434.97 52,906.98 14,324 12 2,249.86 3,721.32 42.60 22-5 318 Will 13,357.83 51,971.93 52,906.98 14,324.12 2,249.86 3.721.32 42.60 24-11 3/8 W10 13,357.83 51,971.93 50,027,42 12,279.93 4,200,38 1,884.29 42.60 27-53/8 W9 11,090.42 47.073.45 50,027.42 12,279,93 2,042.76 4,905 06 42.60 29-11 318 W8 11,090.42 47,073.45 43,109.99 10,042.8E 6,096.69 2,484.39 42.60 32-5 3/8 W 7 9,000.56 38,137.08 43,109.99 10,042.88 2,642.86 7,124.59 42.60 34-11 3/8 W6 9,000.56 38,137.08 32,154.69 7,539.88 8,560.89 2,949.99 42.60 37-5 318 W 5 9,000.33 25,325.64 32,154.69 7,539.88 3,108.46 9,994.19 42.60 39-11 318 W4 9,000.33 25.325.64 17,161.52 4,044.78 11.427.46 3,401.44 42.60 42-5 3/8 W3 9,000.10 14,654,52 17,161.52 4,044.78 3,473,30 12,705.76 41.21 44-113/8 V1s 9,000.10 14,554.52 0,00 0.00 2,023.26 2,783.99 30.59 47-8 W2 9.000.10 14,629.18 0.00 0.00 13,426.091 3,288.08 40,29 47-3 3/9 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 2,904.741 4.048.97 30,24 i i i STRESS ANALYSIS-PAGE 2 G� Job Number Job Name. Date Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/2019 9:37:03 AM NEW MILLENNIUM Location: Joist Description: Mark A,IIL-17, SY-F- ARLINGTON,WA Long Span 32LH3671250 J10 Chord Pro riles Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1093 0,9560 0,3867 1,1650 1,0594 1.0139 0.9750 A45618= 1.8750 x 3.0000 x.250 BC 0.9485 0.7361 0A403 1.4631 0.7019 0.5140 1.0000 A40B=2.3750 x 0.218 Axial and Bending Analysis K.- Fy.1 Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC Max Bridg BC: 0.75 50.000.00 130,000.00 938.12 291.90 437.85 15-10112 18-3 718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 41.38 30.00 32,63 22.00 1.1250 On Wald Len 2X: Bending Load 407.00 407.00 407.00 407,00 407.00 0.5650 Axial Load 15,477,2E 15,250.50 52,434.97 14,554.52 14,629.18 Max Load Fillers TC. fa 3,793.82 6,873.93 23.634.26 6,560.23 3.585.94 57,211.48 Maximum K Llr 41.38 107,00 38,79 84.37 56,89 Max Load noFNiers TC: Fcr 43,148.49 21,554.52 43,790.89 29,349.22 38,704.41 50,037.41 Fa 25,889.09 12,932.71 26.274.54 17,609.53 23,222.65 TCOALIRyy: 508.17 F'e 1,693,858.75 152,804,97 516,711,88 245,760.72 895,925.31 SCOAL/Ryy: Cm 0.9989 0.9775 0.9694 0.9867 0,9980 404.62 Panel Point Moment 4,795.42 4,795.42 2,543.75 2,907,41 2,907.41 BC Stress: Mid Panel Moment 3,407.59 2,873.89 1,271.88 1,642.96 1,282,86 0.93 Panel Point fb 1,238.96 4,589.20 2,434.36 2,782.38 751.17 SCLIRz: 136.2707 Mid Panel fb 880,40 1,501.43 664.48 858.34 331.44 TC Shear Stress,- Fillers 0 0 4 0 0 8,743.25 Panel Point Stress 5,032,7E 11.463,13 26,068,62 9,342.61 4,337,10 BC Shear Stress: Mid Panel Stress 0.1034 0.5797 0.9207 0.3995 0.0886 13,070.90 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,353.80 14,381.54 3,842.36 6,612.09 6.44 x0.150 1 C28BB=1.125 x 1.344 x.150 W3 3,473.30 28,624.38 12,705.76 15,298.18 4.56 x 0.188 1 CW40BA= 1.5 x 1.926 x .218 W4 11,427.4B 14,381.54 3,401.44 5,827 2B 5 13 x 0.150 1 C28BB=1.125 x 1.344 x .150 W5 3,108.46 28,624.38 9,994.19 10,614.46 3.59 x 0.188 1 C40BA=1.125 x 2.014 x .218 W6 8,560.89 8,984.69 2,949,99 3,612.74 4,89 x 0.118 1 C186B= 1.125 x 1.035 x.118 W7 2,64286 18,714.09 7,124.59 7,45733 2 73 x 0.176 1 C34AA=1.125 x 1.549 x_176 W8 6,096.69 7,826.93 2,484.39 2,972.69 4.03 x0.102 1 C16BB=1.125 x 1.025 x.102 W9 2,042.76 14,381,54 4,905,06 5,827.28 2.20 x 0.160 1 C28BB= 1.125 x 1.344 x.150 W 10 4,200.3E 7,826.93 1,884.29 2,972,69 2.77 x 0.102 1 C16BB=1.125 x 1.025 x.102 Will 2,249.86 10,742.43 3,721.32 4,491.20 2.00 x 0.129 1 C228B=1.125 x 1.110 x .129 Will 2,249.86 10,742,43 3,721.32 4,491.20 2.00 x 0,129 1 C22BB= 1.125 x 1.110 x.129 W 10 4,200 315 7,826.93 1,884.29 2,97269 2 77 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 2,042.76 14,381.54 4,905.06 5,827.28 2,20 x 0.150 1 C28BB=1.125 x 1.344 x.150 W8 6,096.69 7,826,93 2,484.39 2,972.69 4,03 x 0.102 1 C16BB= 1.125 x 1,025 x.102 W7 2,642.86 18,714.09 7,124.50 7,45733 2 73 x 0.176 1 C34AA=1.125 x 1.549 x.176 W6 8,560.89 8,984.69 2,949.99 3,612.74 4.89 x 0.118 1 C1811313=1.125 x 1.035 x .118 W 5 3,108.46 28,624.38 9,994.19 10,614.46 3.59 x 0.188 1 C406A= 1,125 x 2.014 x.218 W4 11,427461 14,381.54 3,401.44 5.82726 5.13 x 0.150 1 C28BB=1.125 x 1.344 x.150 W 3 3,473.301 28,624.38 12,705,761 15,298.181 4.56 x 0.186 1 CW40BA= 1.5 x 1.926 x.218 Continued on Next Page... STRESS ANALYSIS-PAGE 2 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/2019 9:37:03 AM NEW MILLENNIUM Location: Joist Duscription: Mark: "t".11-1 -T--" ARLINGTON,WA Long Span 32LH367/250 J10 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld city Material W2 13,426.09 14,381,54 3,288,08 6,886.18 6.03 x 0.150 1 C28BB= 1,125 x 1.344 x.150 V1 2,190.46 7,826.93 3,032.22 3,84260 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,904.74 7,826.93 4,048.97 4,118.26 2.00 x 0.102 1 G16BB=1.125 x 1.025 x.102 i STRESS ANALYSIS-PAGE 3 G� Job Number: Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111/27/20199:37:03 AM NEW MILLENNIUM Location: Juist D"c6plion: Mark: Ri I L rnn,r, rYV rFM9 ARLINGTON,WA Long Span 32LH3671250 J1I1 TCX Design TCX Left TCX Right TCX Length 0-0 318 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 112 TCX Depth 3 112 BPL Length 1-10 518 BPL Length 2-4 Clear Bearing 0-4 112 Clear Bearing0-4 112 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 0.00 Reqd TL Def 11-180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L1120 0.00 Section Modulus 3.2476 Section Modulus 3.2476 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 6.1807 Mom of Inertia 6.1607 Reqd MI 0,0001 Reqd MI 0.0000 Seat Type:tapped(Reinforced) Seat Type:Lapped(Reinforced) -Y - - _ _ - - _ - - Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 6a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0,B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 1 Job Number. Job Naive: Date Run: 5819.0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11112112019 3:02:17 PM NEW MILLENNIUM Location: Joist Dascriplion: Mark: nwr, ARLINGTON,WA Long Span 32LH3671250 J11 Geometry Base Length; Working Length. Joist Depth: Elfective Depth: BC Panel Length: Shape: 49-7 518 49-3 5/S 132.01 3D.24 9 @ 5.0 Parallel Chords Variable Left End Right End BC Panel 2-7 318 2-4 114 I'IIIII IIIIIIIIIIII Illllllllfil I IIII III I I IIIIIIIIII llllllllllll Illillll II TC Panel 1-6 2-0 First Half 2-4 2-4 ,- First Diag. 4-11 318 4-8 114 Depth 132.00 132.00 Loads Load Type Category Loadl Load2 Position Direction LoclBe in Sp/End Reference Uniform (plf) ILL(1) 250,00 250.00 TC + 0-0 49-7 518 L-BL Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-7 5/8 L-BL Uniform (plf) CL(1) 40.00 40.00 TC + 0-0 49-7 518 L-BL Conc Load(Ibs) CL(1) 420.00 0.00 TC + 15-0 21-0 L-OAL Conc Load(Ibs) CL(1) 420.00 0,00 TC + 22-0 28-0 L-OAL Conc @ any pp(Ibs) SM(2) 990.00 0.00 TC - Uniform (plf) SM(2) 45.00 45.00 TC - 0-0 49-7 5/8 L-BL Gross Uplift(plf) WL(2) 100,00 100.00 TC 0-0 49-7 5/8 L-BL Conc Load Ibs SM(2) 990.00 0.00 TC - 15-0 21-0 L-OAL Conc @ any pp(Ibs) SM(3) 990.00 0.00 TC + Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM(3) 45.00 45,00 TC + 0-0 49-7 518 L-BL Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Axial(Ibs) SM(3) 5.600,00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-7 5/8 L-BL Uniform (plf) SM(3) 12.47 12,47 TC + 0-0 49-7 5/8 L-BL Uniform If CL 3) 40.00 40.00 TC + 0-0 49-7 518 L-BL Conc Load(Ibs) CL(3) 420.00 0.00 TC + 15-0 21-0 L-OAL Conc Load(Ibs) SM(3) 990,00 0,00 TC + 15-0 21-0 L-OAL Conc Load Ibs) CL(3) 420.00 0.00 TC + 22-0 28-0 L-OAL Stress Analysis Summa lot.Panel TC: Max Panel BC. Reaction LE: Reaction RE: Minimum Shear. Max TC Comp-: Max BC Tens+on 30.00 60.)0 10,560.58 110,443.60 12.640.14 152,377.75 52,840.73 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 9,004.08 15,473.66 0,00 0,00 14,344,66 3,841.12 42.16 0-2 V1S 9,002,17 15.246.88 0.00 0,00 2,190.46 3,032.21 33.06 1-6 W3 9,002.17 15,246.88 18,049.57 4,223.70 3,472.08 12,696.83 41.21 2-7 318 W4 9,001.95 26,412.71 18,049.57 4,223.70 11,418.24 3,400.18 42.60 4-11 318 W5 9,001.95 26,412.71 32,975.40 7,670.24 3.107.21 9.984.95 42.60 7-5 318 W6 9,263.14 38,924.11 32,975.40 7,670.24 8,551.66 2,948.74 42.60 9-11 318 W7 9,263.14 38,924.11 43,863.36 10,818,33 2,641,61 7,115.36 42,60 12-5 318 WS 12,261,89 47,793.13 43,863.36 10,818.33 6,091.81 2,483.13 42,60 14-11318 W9 12,261.89 47.793.13 50,713,45 13,593,851 2,041,501 4,900.181 42,60 17-5 318 ' Continued on Next Page... i STRESS ANALYSIS-PAGE 1 Job Number. Job Name: Date Rua: V� 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPOROERS 11/21/2019 3:02:17 PM NEW MILLENNIUM Location Joist Description: Mark -,II nwr, rY-M� ARLINGTON,WA Long Span 32LH3671250 Ijil Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W10 14,233.07 52,377.75 50,713,45 13,593.85 4,195,50 1,883.03 42.6019-113/8 W 11 14,233 07 52,377.75 52,840.73 14,308 46 2,254.74 3,71902 4260 22-5 3/8 Will 13,341.21 51,899.27 52,840.73 14,308.46 2,254.74 3,719.02 42.60 24-11 3/8 W10 13,341.21 51,899.27 49,948,33 12,262.35 4,195.50 1,883.03 42.60 27-5 318 W9 11,071.8B 46,987.93 49,948.33 12,262.35 2,041.50 4,90018 4260 29-11 318 W8 11,071.88 46,987.93 43,018.06 10,021.32 6,091.81 2,483.13 42,60 32-5 3/B W7 9,000.56 38,038.73 43,018.06 10,021.32 2,641.61 7,115.36 42.60 34-11 3/8 W6 9,000.56 38,038,73 32,049.92 7,515.22 8,551.66 2,948.74 42.60 37-5 318 W5 9.000.33 25,254.35 32,049.92 7,515.22 3,107.21 9,984.95 42.60 39-11 318 W4 9,000.33 25,254.35 17,043.90 4,017.01 11,418.24 3,400.18 42.60 42-5 318 W3 9,000.10 14,479,18 17,043.90 4,017.01 3,472.08 12,696.83 41.21 44-113/8 V1s 9,000.10 14,479.18 0.00 0.00 2,019.66 2,775,67 30.54 47-7 518 W2 9,000.10 14,547.32 0.00 0.001 13,335.68 3,267.26 40.04 47-3 318 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 2,904,741 4.048.861 30.24 STRESS ANALYSIS-PAGE 2 �� Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:02.17 PM NEW MILLENNIUM Location: Joist Description: Mark: RI,II-"r, SY -MR ARLINGTON,WA Long$pan 32LH3671250 ,111 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1,1093 0,9560 0,3867 1,1650 1,0594 1,0139 0,9750 A45618= 1.8750 x 3.0000 x,2 50 BC 0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 A40B=2.3750 x 0.218 Axial and Bending Analysis K Fy.1 Fb= Mom of lnerva: LL 360: LL 240: Max Bridg 7C- Max Bridg BC: 0.75 50,000.0Q 130,000.00 938.12 292.46 1438.68 115-101/2 118-4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 41.38 30.00 32.251 22.00 1.1250 Min Weld Len 2X Bending Load 407.00 407.00 407,00 407.00 407.00 0.5644 Axial Load 15,473.66 15,246,88 52,377.75 14,479.18 14,547.32 Max Load Fillers TC: fa 3,792.94 6,872.30 23,608.47 6,526.27 3,565.87 57,211.48 Maximum K Llr 41.38 107,00 38.79 83.40 56,89 Max Load no Fibers TC: Fcr 43,148.49 21,554.52 43.790.89 29.691.59 38,704.41 50,037.41 TC OAL Fa 25,889.09 12,932.71 26,274.54 17,814.96 23,222.65 507.85rhayy: 07.B5 F'e 1,693,858.75 152,804.97 516,711,88 251,509.31 713,047.38 8COAURyy. Cm 0.9989 0.9775 0,9694 0,9870 0.9975 404.37 Panel Point Moment 4.795.42 4,795.42 2,543.75 2,803.42 2,797.94 BC stress: Mid Panel Moment 3,407.59 2,873.89 1,271.88 1,608.75 1,191.64 0.93 Panel Point fb 1,238.96 4,589,20 2,434.36 2,682.86 792.29 BCLIRr. 136.2707 Mid Panel fb 880.40 1.501.43 664.48 840.47 337.44 7C Shear Stress: Fillers 0 0 4 0 0 8,737.68 Panel Point Stress 5,031,90 11,461,50 26,042,83 9,209,13 4,358,16 BC Shear Stress: Mid Panel Stress 0.1034 0.57961 0.9197 0.3927 0.0884 13,062.58 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,344.66 14,381.54 3,841.12 6,612.09 6.44 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 3,472.08 28,624,38 12,696.83 15,298.18 4.56 x 0.188 1 CW40BA= 1.5 x 1.926 x,218 W4 11,418 24 14,381.54 3,400.18 5,82728 5.13 x 0.150 1 C28BB=1.125 x 1.344 x.150 W5 3,107.21 28,624.38 9,984,95 10,614.46 3,59 x 0.188 1 C40BA=1.125 x 2.014 x.218 W6 8,551.66 8,984,69 2,948,74 3,612.74 4,88 x 0,118 1 C18BB= 1.125 x 1.035 x.118 W7 2,641 61 18,714.09 7,115.36 7,45733 2 72 x 0.176 1 C34AA=1.125 x 1.549 x.176 W8 6,091.81 7,826.93 2,483.13 2,972.69 4.02 x 0.102 1 C16BB=1,125 x 1.025 x.102 W9 2,041.50 14,381,54 4,900,18 5,827.28 2.20 x 0.150 1 C28BB= 1,126 x 1,344 x.150 W 10 4,195.50 7,826.93 1,883.03 2,97269 2 77 x 0.102 1 C16BB=1.125 x 1.025 x.102 Will 2.254.74 10.742.43 3,719.02 4,491.20 2.00 x 0.129 1 C22BB=1.125 x 1.110 x.129 Will 2,254.74 10,742,43 3,719.02 4,491.20 2.00 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W 10 4,195 50 7,826.93 1,883.03 2,972.69 2 77 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 2,041.50 14,381.54 4,900.18 5,827.28 2.20 x 0.150 1 C28BB=1.125 x 1.344 x.150 W8 6,091.81 7,826,93 2,483.13 2,972.69 4.02 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 2,641 61 18,714.09 7,115.36 7,45733 2.72 x 0.176 1 C34AA=1.125 x 1.549 x.176 W6 6,551.66 8,984.69 2,948.74 3,612.74 4.88 x 0.118 1 C186B=1.125 x 1.035 x.118 W5 3,107.21 28,624.38 9,984,95 10,614,46 3,59 x 0,188 1 C40BA= 1,125 x 2.014 x.218 W4 11 A18 24 14,381.54 3,400.18 5,827.28 5.13 x 0.150 1 IC281313=1.125 x 1.344 x.150 W3 3,472,08 28,624.381 12,696.83 15,298.181 4.56 x 0.188 1 CW40BA= 1.5 x 1.926 x,218 "Continued on Next Page.. I ti STRESS ANALYSIS-PAGE 2 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11121IM19 3:02:17 PM NEW MILLENNIUM Location: Joist Descriplion: Mark: a Rr^^^^ ARLINGTON,WA Long$pan 32LH3671250 J71 Web Desi n,Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 I 13,335.68 14,381.54 3,267.26 6,922.52 5,99 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,190 46 7,826.93 3,032.21 3,84260 2 D0 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,904.74 7,826.93 4,048,86 4,118.26 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 STRESS ANALYSIS-PAGE 3 G� Job Number: Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS W2112019 3:02.17 PM NEW MILLENNIUM Location: Joist Description: Mark: Rl Ill nINM --MS ARLINGTON,WA Long$pan 32LH367/250 1-jil TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd TCX Depth 3112 TCX Depth 3 118 BPL Length 1-11 BPL Length 2-3 3/4 Clear Bearing 04 314 Clear Bearing 0-3 718 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 0.00 Reqd TL Def 1-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L1120 0.00 Section Modulus 3,2476 Section Modulus 2,8400 Ragd SM 0.0020 Reqd SM 0.0000 Mom of Inertia 6.1807 Mom of Inertia 4.9191 Reqd MI 0,0001 Reqd MI 0.0000 .Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case W DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case Sd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be, DL+CL+0.85(TL)+0.75(WL+AX+$L+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0.B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 G� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORUERS 11/21/2019 3:0�J112 PM NEW MILLENNIUM Location: Joist Description: ark. 1-11 1YST Mn ARLINGTON,WA Long Span 32LH3671250 Geometry Base Length: Working Length. Joist Depth: Elteclive Depth: BC Panel Length: Shape: 49-7 518 49-3 518 1 32.00 13124 9 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-7 318 2-4 114 11111111 II1111U H11 IIIIIIIIIliI I l IIH III 1'1 IIIII IIII IIIIII1111IIllill I II TO Panel 1-6 2-0 First Half 2-4 2-4 First Diag. 4-11 318 4-8 114 Depth 32.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-7 5/8 L-BL Uniform (Plf) DL(1) 117.00 117,00 TC + 0-0 49-7 5/8 L-BL Uniform (plf) CL(1) 40.00 40.00 TC + 0-0 49-7 518 L-BL Conc Load(Ibs) CL(1) 420.00 0.00 TC + 15-0 21-0 L-DAL Conc Load(Ibs) CL(1) 420.00 0,00 TC + 22-0 28-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-7 5/8 L-BL Conc @ any pp(Ibs) SM(2) 990.00 0.00 TC - Uniform (plf) SM(2) 45.00 45.00 TC - 0-0 49-7 5/8 L-BL Conc Load(Ibs) SM (2) 990.00 0.00 TC - 15-0 21-0 L-OAL Uniform (plf) CL(3) 117,00 117.00 TC + 0-0 49-7 518 L-BL Uniform (plf) SM(3) 12.47 12.47 TC 0-0 49-7 5/8 L-BL Uniform (plf) CL(3) 40.00 40,00 TC + 0-0 49-7 518 L-BL Axial(Ibs) SM(3) 5.600.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) SM(3) 990.00 0,00 TC + Axial Ibs SM (3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM(3) 45,00 45.00 TC + 0-0 49-7 518 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Axial Ibs SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) CL (3) 420.00 0.00 TC + 15-0 21-0 L-OAL Conc Load(Ibs) SM (3) 990.00 0,0101 TC I + 15-0 21-0 1 L-OAL Conc Load(Ibs) CL 3) 420.00 0.001 TC I + 22-0 28-0 1 L-OAL Stress Analysis Stimmary lot_Panel'TC: Max Panel BC: Reartion LE. Reartinn RE: Minimum Shear: Max TC Comp.: Max BC Tension 30.00 60.00 10,560.56 110,443.60 12,640.14 52,377.75 52,840.73 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 9,004.08 15,473.66 0,00 0.00 14,344.66 3,841.12 42.16 0-2 V1S 9,002.17 15,246.88 0.00 0.00 2,190.46 3,032.21 33.06 1-6 W3 9,002.17 15,246.88 18,049.57 4,223.70 3,472.08 12,696,83 41.21 2-7318 W4 9,001.95 26,412,71 18,049.57 4,223.70 11,418.24 3,400.18 42.60 4-11 318 W 5 9,001.95 26,412.71 32,975.40 7,670.24 3,107.21 9.984.95 42.60 7-6 318 W6 9,263.14 38,924.11 32.975.40 7,670.24 8,551.66 2,948.74 42.60 9-11 3/8 W7 9,263.14 38,924.11 43,863.36 10,818.33 2,641.61 7,115.36 42.60 12-5 3/8 W8 12,261.89 47,793.13 43.863.36 10,818.33 6,091.81 2,483.13 42.60 14-113/8 W9 12,261.89 47,793,13 50,713.45 13,593.85 2,041.50 4,900.18 42.60 17-5 3/8 w Continued on Next Page... ,. I STRESS ANALYSIS-PAGE 7 Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:04:16 PM NEW MILLENNIUM Location: Joist Description: Mark: Rl Ill MINM r Y r T F M r ARLINGTON,WA Long Span 32LH367/250 J12 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W10 14,233.07 52,377,75 50,713.45 13,593.85 4,195.50 1,883.03 42.6019-11318 Wit 14,233 07 52,377.75 52,840.73 14,308 46 2,254.74 3,71902 42.60 22-5 310 Wit 13,341 L21 51,899.27 52,840.73 14,308.46 2,254.74 3,719.02 42.60 24-11 318 W10 13,341.21 51,899.27 49,948,33 12,262.35 4,195,50 1,883.03 42.60 27-53/8 W9 11,071.8B 46,987.93 49,948.33 12,262 35 2,041.50 4.900 1 E 4260 29-11 318 W8 11,071.88 46,987.93 43,018.06 10,021.32 6,091.81 2,483.13 42.60 32-5 318 W7 9,000.56 38,038.73 43,018.06 10,021.32 2,641.61 7,115.36 42.60 34-11 318 W6 9,000.56 38,038,73 32,049.92 7,515.22 8,551.66 2,948.74 42.60 37-5 318 W5 9,000.33 25,254.35 32,049.92 7.515.22 3.107.21 9,984.95 42.60 39-11 318 W4 9,000.33 25,254.35 17.043.90 4,017.01 11,418.24 3,400.18 42.60 42-5 318 W3 9,000.10 14,479,18 17,043.90 4,017.01 3,472.08 12,696.83 41.21 44-11318 V1s 9,000.10 14,479.18 0.00 0.00 2,019.66 2,775.67 30.54 47-7 518 W2 1 9,000.10 14,547.321 0.001 0.00 13,335.68 3,267.26 40.04 47-3 318 Standard Verticals Member Position Max Tension I Max Comp. Length V2 Interior 2,904.741 4,048.86130.24 i STRESS ANALYSIS-PAGE 2 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:04:16 PM NEW MILLENNIUM Location: Joist Description_ Mark: A,11,-- S TFMS ARLINGTON,WA Long$pan 32LH367/250 J12 Chord Pro rtles Chord Area Rx Rz Ryy Y Ix Q Material TC 1,1093 0.9560 0,3867 1,1650 1,0594 1,0139 0,9750 A45B18= 1.8750 x 3,0000 x.250 BC 0.9485 0-7361 0.4403 1.4631 0.7019 0.5140 1.0000 A40B=2.3750 x 0.218 Axial and Bending Analysis K.- Fy., Fb: Mom of lnerna: LL 360: LL 240: Max BrOg TC, Max Bridg BC: 0.75 50.000.00 30,000.00 938.12 1292.46 438.68 15-101/2 18-4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Len th 16.00 41.38 30.00 32.25 22.00 1.1250 Min Weld Len 2X: Bending Load 407.00 407.00 407,00 407.00 407,00 0.5644 Axial Load 15,473.66 15,246.88 52,377.75 14,479.18 14,547.32 Max Load Fillers TC: fa 3,792.94 6,872.30 23,608.47 6,526.27 3,565.67 57,211.48 Maximum KL/r 41.38 107,00 38,79 83.40 56,89 Max Load no Fillers TC: Fcr 43,148.49 21,554.52 43,790.89 29.691.59 38,704.41 50,037.41 Fa 25,889.09 12.932.71 26.274.54 17,814.96 23.222.65 TC;o8LiRyy: 507.85 F'e 1,693,858.75 152,804,97 516,711.88 251,509.31 896,925.31 8COAL/Ryy. Cm 0.9989 0.9775 0.9694 0.9870 0.9980 404.37 Panel Point Moment 4,795.42 4.795.42 2,543.75 2,837.42 2,837.42 sC stress: Mid Panel Moment 3,407.59 2,873,89 1,271.88 1,594.50 1,224.54 0.93 Panel Point fb 1.238.96 4,589.20 2,434.36 2,715.41 733.09 8C LURZ: 136.2107 Mid Panel fb 880.40 1,501.431 664.48 833.03 316.38 TC Shear Stress; Fillers 0 0 4 0 0 8,737.68 Panel Point Stress 5,031,90 11,461,50 26,042,83 9,241,6$ 4298.95 BC Shear Stress: Mid Panel Stress 0.110341 0.5796 0.91971 0.3925 0.0876 13,062.58 Web Design Member Web Tension Allow Tension Web Camp Allow Comp Weld city Material W2 14,344.66 14,381.54 3,841.12 6,612.09 6,44 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 3,472.08 28,624.38 12,696.83 15,298.18 4.56 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W4 11,418 24 14,381.54 3,400.18 5,827.28 5 13 x 0.150 1 C28BB=1.125 x 1.344 x.150 W5 3,107.21 28,624.38 9,984.95 10,614.46 3,59 x 0.188 1 C40BA=1.125 x 2.014 x.218 W6 8,551.66 8,984,69 2,948.74 3,612.74 4.88 x 0.118 1 C1866= 1.126 x 1.035 x.118 W7 2,641.61 18,714.09 7,115.36 7,45733 2 72 x 0.176 1 C34AA=1.125 x 1.549 x.176 W8 6,091.81 7,826.93 2,483.13 2,972.69 4.02 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 2,041.50 14,381.64 4,900,18 5,827.28 2.20 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W 10 4,195 50 7,826.93 1,883.03 2,972.69 2.77 x 0.102 1 C16BB=1.125 x 1.025 x.102 Will 2,254.74 10,742.43 3,719.02 4,491.20 2.00 x 0.129 1 C22BB=1.125 x 1.110 x.129 Will 2,254.74 10,742.43 3,719.02 4,491.20 2.00 x 0,129 1 C22BB= 1,125 x 1,110 x.129 W 10 4,195 50 7.826.93 1,883.03 2,97269 2 77 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 2,041.50 14,381.54 4,900.18 5,827.28 2.20 x 0.150 1 C28BB=1.125 x 1.344 x.150 W8 6,091.81 7,826.93 2,483.13 2,972.69 4.02 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 2,641,61 18,714.09 7,115.36 7,457.33 2.72 x 0.176 1 C34AA=1.125 x 1.549 x.176 W6 6,551.66 8,984.69 -2,948.741 3,612.74 4,88 x 0.118 1 C18BB=1.125 x 1.035 x.118 W5 3,107.21 28,624,38 9,984,95 10,614.46 3.59 x 0,188 1 C40BA= 1,125 x 2,014 x.218 W4 11,418 24 14,381.54 3,400.18 5,827.2131 5 13 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 3,472.081 28,624.381 12,696.83 15,298.181 4.56 x 0.188 1 CW40BA= 1.5 x 1.926 x,218 'Continued on Next Page.. i� - - i� Ci STRESS ANALYSIS-PAGE 2 Job Number Job Name: Date Run: 5819.0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:04:16 PM NEW MILLENNIUM Location: Joist Dascriplion: Mark: ARLINGTON,WA Long Span 32LH3671250 J12 Web Design,Continued... Member I Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material W2 13,335.681 14,381.54 3,267.26 6,922.52 5,99 x 0.150 1 C28BB= 1,125 x 1.344 x.150 V1 2,190 46 7,826.93 3,032.21 3,842.60 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,904.741 7,826.93 4,048.86 4,118.26 2,00 x 0.102 1 C16BB=1.125 x 1.025 x.102 STRESS ANALYSIS-PAGE 3 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:04:16 PM NEW MILLENNIUM Lucalion: Joist Description: Mark: A. 1-r. ARLINGTON,WA Long$pan 32LH367/250 J12 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd TCX Type R, Rnfd. TCX Depth 3 112 TCX Depth 3 112 BPL Length 1-11 BPL Length 2-3 3/4 Clear Bearing 0-4 3/4 Clear Bearing 04114 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L180 0.00 Reqd TL Def L180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 3,2476 Section Modulus 3,2476 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 6.1807 Mom of Inertia 6.1807 Reqd MI 0,0001 Reqd MI 0,0000 Seal Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: ❑L Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0,75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case Sh: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 1 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 3:22:14 PM NEW MILLENNIUM Location: Joist Description: Mark: A,II,Wins. -TFM9 ARLINGTON,WA Long Span 32LH3671250 J73 Geometry Base Length: Working Length: Joist Depth: Effective Depth; BC Panel Length: Shape: 49.10 3/4 49-6 314 132.00 1 3D.35 9 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-11 318 TC Panel 2-6 2-6 First Half 2-0 2-0 First Dia . 4-11 318 4-11 3/8 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-10 3/4 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 49-10 3/4 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-10 314 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-10 314 L-811- Uniform (plf) 5M(3) 12.47 12.47 TC + 0-0 49-10 314 L-BL Conc @ any pp(Ibs) LL(3) 1 2,000,001 0.00 BE + Stress Analysis Summary _ Int.Panel TC: Max Panel BC: Reaction LE. Reaction RE: Minimum Shear: Max TC Camp., Max BC Tension 30.00 60.00 9,094.72 9,094.72 2,273.68 �44,099.80 44,553.23 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 5,602.71 9,529.78 0.00 0.00 12,881.22 3,509.87 45.11 0-2 V1S 5,602.27 9,374.41 0.00 0.00 2.033.01 2,330.36 30.82 2-6 W3 5,602.27 9,374.41 15,533,54 4,232.57 2,705.74 9,930.08 38.69 2-11 318 W4 6,085.84 22.335.03 15,533.54 4.232.57 9.675.32 2.636.33 42.68 4-11 315 W5 6,085.84 22,335.03 28,229.65 7,692.00 2,284.82 8,385.29 42.68 7-5 318 W6 9,051.07 33,217.41 28,229,65 7,692.00 7,095.24 1,933.31 42.68 9-11 318 W7 9,051.07 33,217.41 37,298.30 10,163.03 1,581.80 5,805.19 42.68 12-5 3/8 W8 11,027.89 40.472.34 37,298.30 10,163.03 4,515.15 1,230.29 42,68 14-1 1 3/8 W9 11,027.89 40,472.34 42,739.50 11,645.64 1,121,99 3,225.11 42.68 17-5 3/8 W10 12,016-30 44,099.80 42,739.50 11,645.64 3,196,89 1,121.99 42.68 19-113/8 W11 12,016.30 44,099.80 44,553,23 12,139.85 1.406.04 3,196.99 42.68 22-53/8 W11 12,016.29 44,099.80 44,553.23 12,139.85 1,406.04 3,196.89 42.68 24-11 3/8 W10 12,016.29 44,099.80 42,739.50 11,645.64 3,196.89 1,121.99 42.68 27-53/8 W 9 11,027.89 40,472.34 42,739.50 11,645.64 1,121.99 3,225.11 42.68 29-11 3/8 W8 11,027.89 40,472.34 37,298.31 10,163.03 4,515.15 1,230,29 42.68 32-5 318 W7 9,051.07 33,217.42 37,298.31 10,163.03 1,581.80 5,805.19 42.68 34-11 318 W6 9,051,0T 33,217.42 28,229.66 7,692.00 7,095.24 1,933.31 42.68 37-5 3/8 W5 6,085.84 22,335.03 28,229.66 7,692.00 2,284.82 8,385.28 42.68 39-11 3/8 W4 6,085.84 22,335.03 15,533.54 4,232.57 9,675.32 2,636.33 42.68 42-5 3/8 W3 5,602.27 9.374.41 15.533.54 4.232.57 2,705.74 9,930.08 38.69 44-11 318 V1S 5,602.27 9,374.41 0,00 0.00 2,033,01 2,330.36 30.82 47-4 314 W2 5.602.71 9,529.79 0.00 0.00 12,881.22 3,509.87 45.11 46-113/8 Standard Verticals Member I Position Max Tension Max Comp. Length V2 I Interior 1 2,000.001 2,362.801 30.35 STRESS ANALYSIS-PAGE 2 lid Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 3:2iJ13 14 PM NEW MILLENNIUM Location: Joist Dascriptiun: Mark: ARLINGTON,WA Long Span 32LH3671250 Chord Pro riles Chard Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0.9205 0,3885 1,1660 0.9928 0,8044 0,9432 A40B18= 1.8750 x 2.8790 x.218 BC 0.8084 0-6885 0.4106 1.3990 0.6554 0.3832 1 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K. Fy., Fb: Mom of Inertia LL 360: LL 240: Max Bridg 7C, Max Bridg BC: 6.75 50,000.00 30,OOD.00 1806.84 247.59 371.38 15-10112 17-6 3f4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 28.00 29.38 30.00 29.38 28.00 1.1250 Min Weld Lan 2X: Bending Load 367.00 367,00 367.00 367.00 367,00 0.5000 Axial Load 9,529.7E 9,374.41 44,099.80 9,374.41 9,529.79 Max LoadFiNers TC: fa 2,534.65 4,937.02 23,225.09 4,937.02 2,534.65 47,460.95 Maximum K Llr 72.07 75,61 38.61 75.61 72,07 Max Load no Fiiiers 7C: Fcr 32.959.86 31,792.99 42,550.81 31,792.99 32,959.88 41,742.10 Fa 19,775.93 19,075.79 25.530.49 19,075.79 19,775.93 Tco0LIRyy: 510.07 F'e 558,359.00 281,053,88 479,049A1 281,053.88 558,359.00 8COAL/Ryy. Cm 0.9977 0.9912 0.9675 0.9912 0,9977 1425.11 Panel Point Moment 2,357.31 2,357.31 2.293.75 2.357.31 2,357.31 SC Stress: Mid Panel Moment 1,820,87 1,019.52 1,146.88 1,019.52 1,820.87 0.92 Panel Point fb 638.99 2,763.78 2,689.25 2,763.76 638.99 SC L/Rz. Mid Panel fb 614.70 629.15 707.74 629.15 614.70 146,1276 TC Shear Stress, Fillers 0 0 4 0 0 8,828.05 Panel Point Stress 3.173.64 7.700,80 25,914,35 7,700,80 3,173,64 1 BC Shear Stress; Mid Panel Stress 0.C859 0.2790 0.93311 0.27901 0.08591 13.088.82 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 12,881.22 14,381.54 3,509.87 6,182.37 5.78 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,705.74 24,373.24 9,930,08 10,323.31 3.57 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,675.32 10,742.43 2,636.33 4,481 15 5 05 x 0.129 1 C22BB=1.125 x 1.110 x.129 W5 2,284.82 24,373.24 8,385.28 9,223.16 3.01 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,095.24 7,826,93 1,933.31 2,965.73 4.68 x 0.102 1 C16613= 1.125 x 1.025 x.102 W7 1,581 80 14,381.54 5,805.19 5,81417 261 x 0.150 1 C28BB=1.125 x 1.344 x.150 W8 4,515.15 5,758.64 1,230.29 1,536,76 3,38 x 0.090 1 C12BB=1.125 x 0.799 x.090 W9 1,121,99 8,984.69 3,225,11 3,604.25 2.00 x 0.118 1 C18813= 1.125 x 1.035 x.118 W 10 3,196 89 4,802.89 1,121.99 1,16499 2.80 x 0.077 1 C1CAB=1.125 x 0.756 x.077 W 11 1,406.04 8,984.69 3,196.89 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 Wit 1,406.04 8,984.69 3,196.89 3,604.25 2.00 x 0.118 1 C 186E= 1.125 x 1.035 x.118 W 10 3,196.89 4,802.89 1,121.99 1,16499 2 80 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,121.99 8,984.69 3,225,11 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 4,515.15 5,758.64 1,230.29 1,536.76 3,38 x 0.090 1 C12BB= 1.126 x 0.799 x.090 W7 1,581 80 14,381.54 5,806.19 5,814.17 261 x 0.150 1 C28BB=1.125 x 1.344 x.150 W6 7,095.24 7,826.93 1,933.31 2,965.73 4.68 x 0.102 1 C161313=1.125 x 1.025 x.102 W5 2,284.82 24,373,24 8,385,28 9,223.16 3.01 x 0,188 1 C38BA= 1.125 x 1,845 x.199 W4 9,675.32 10,742.43 2,636.33 4,4$1 15 5 05 x 0.129 1 C22BB=1.125 x 1.110 x.129 W3 2,705.74 24,373.24 9,930.08 10,323.31 3,57 x 0.168 1 C38BA=1.125 x 1.845 x.199 'Continued on Next Page - it t:: STRESS ANALYSIS-PAGE 2 G� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:22:14 PM NEW MILLENNIUM Lucation: Jorst Description: Mark: — —, 1-1— ARLINGTON,WA Long Span 32LH3671250 J13 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld City Material W2 12,881.22 14,381,54 3,509.87 6,182,37 5,78 x 0,150 1 C286B= 1.125 x 1.344 x.150 V1 2,033.01 5,758.64 2,330.36 2,761 413 2 00 x 0-090 1 C12BB=1.125 x 0.799 x.090 V2 2,000.00 5,758.64 2.362.80 2,818.97 2,00 x 0.090 1 C12BB=1.125 x 0.799 x.090 STRESS ANALYSIS-PAGE 3 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:22:14 PM NEW MILLENNIUM Locatian: Joist Descrip&on. Mark: ACHE nl"r, 4Y-iTFM- ARUNGTON,WA Long Span 32LH3671250 J13 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 3/8 TCX Type R, Rnfd_ TCX Type R, Rnfd. TCX Depth 3112 TCX Depth 3 112 BPL Length 2-10 114 BPL Length 2-10 1/4 Clear Bearing 0-5 118 Clear Bearing 0-4 718 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 0.00 Reqd TL Def 1-180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Regd LL Def L1120 0,00 Section Modulus 2,9622 Section Modulus 2,9622 Reqd SM 0.0029 Reqd SM 0.0029 Mom of Inertia 5.7504 Mom of Inertia 5.7504 Reqd MI 0,0001 Reqd MI 0,0001 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case Sd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+$L+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP x STRESS ANALYSIS-PAGE 1 G,� Job Number: Job Name: date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORUERS 11/21/2019 3:24:21 PM NEW MILLENNIUM Location: Joist Description: Mark: A,-^1-1 ARLINGTON,WA Long Span 32LH3671250 J15 Geomet ly Base Length; Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-10 314 49-6 314 32.00 1 30.24 9 @ 5.0 Parallel Chords Variable Left End Right End BC Panel 2-11 318 2-11 318 II! III Ifl lilll I Illlll ! I IIIIII I' II II IIIlllll II III IIII III Illf TC Panel 2-6 2-6 First Half 2-0 2-0 \ First Dia . 4-11 318 4-11 318 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loa/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-10 3/4 L-BL Uniform (plf) DL(1) 117.00 117,00 TC + 0-0 49-10 3/4 L-BL Uniform (plf) CL(1) 40.00 40.00 TC + 0-0 49-10 314 L-BL Uniform (plf) SM(2) 45.00 45.00 TC 0-0 49-10 3/4 L-BL Cone @ any pp(Ibs) SM(2) 990.00 0.00 TC Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-10 314 L-BL Conc @ any pp(Ibs) SM(3) 990.00 0.00 TC + Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Uniform If SM(3) 45.00 45.00 TC + 0-0 49-10 314 L-BL Uniform (plf) CL(3) 40,00 40.00 TC + 0-0 49-10 314 L-BL Uniform (plf) CL(3) 117.00 117,00 TC + 0-0 49-10 314 L-BL Uniform (plf) SM(3) 12.47 12A7 TC + 0-0 49-10 314 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Axial(Ibs) SM(3) 1,700.00 0,00 TC + 0-0 0-0 L-BL Stress A sls Summa lot.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear Max TC Comp.: Max BC"tension 30.00 60.00 10,085.97 10,085.97 2,521.49 490089.25 49,593.98 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,302.72 13,436.25 0.00 0.00 14.314.45 3,517.06 45.04 0-2 V1S 7,302.29 13,345,12 0,00 0.00 2,033,24 2,816.97 30.71 2-6 W3 7,302,2E 13,345,12 17,291.01 4,248.40 2,709.64 11,028.24 38.61 2-11318 W4 7,302.28 24.862.02 17,291.01 4,248,40 10,749.71 2,641.21 42.60 4-11 318 V2 7,302.28 24,862,02 17,291,01 4,248.40 2,000.00 2,831.25 30.24 7-53/8 W5 7,302.28 24,862.02 31,423.56 7,720.7E 2,289.04 9,316.41 42.60 7-53/8 W6 9,084.92 36,975.63 31,423.56 7,720.78 7,883.12 1,991,47 42.60 9-11 3/8 V3 9,084.92 36,975.63 31,423.56 7,720.78 2,000,00 2,861.03 30.24 12-5 3/8 W7 9,084,92 36.975.63 41,518.25 10,201.04 1,692.13 6,449.82 42.60 12-5 318 W8 11,069.13 45,051.37 41,518.25 10,201.04 5,016.53 1,533.66 42.60 14-113/8 V4 11,069.13 45,051.37 41,518.25 10,201.04 2,000,00 2,880.88 30.24 17-5 318 W9 1 11,069.13 45,051.37 47,575.05 11,689.20 1,234.32 3,660.22 42,60 17-5 318 W 10 12,061.24 49.089.25 47,575.05 11,689.20 3.551.88 1,124.07 42.60 19-11 318 V5 12,061.24 49,089.25 47,575,05 11,689.20 2,000.00 2,890.81 30.24 22-5 318 W11 12,061,24 49,089.25 49,593.98 12,185.25 1,408.64 3,551.88 42.60 22-5318 W11 12,061,24 49,089.251 49,593,98 12,185.25 1,408.64 3,551.68 42.60 24-11 316 Continued on Next Page.. I STRESS ANALYSIS-PAGE 1 Job Number: Job NOW: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORUERS 11/21/2019 3:24.21 PM NEW MILLENNIUM Location: Jars t Description: Mark: -11L nir.ir. 4V-Ml ARLINGTON,WA Long Span 32LH3671250 J15 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. V6 12,061.24 49,089.25 49,593,98 12,185.25 2,000.00 2,890.81 30.24 27-5 318 W 10 12,061 24 49,089.25 47,575.05 11,689 20 3,551.88 1.12407 42.60 27-5 310 W9 11,069.13 45,051.38 47,575.05 11,689.20 1,234.32 3,660.22 42.60 29-11 318 V7 11,069.13 45,051.38 47,575.05 11,689.20 2,000.00 2,880.88 30.24 32-5 318 W8 11,069.13 45,051.38 41.518.23 10,201.04 5,016.53 1,533.66 42.60 32-5315 W7 9,084.92 36,975.63 41,518.23 10,201.04 1,692.13 6,449.92 42.60 34-11 3/8 V8 9,084.92 36,975.63 41,518.23 10,201.04 2,000.00 2,861.03 30.24 37-5 319 W6 9,084.92 36,975.63 31,423.56 7,720.77 7,883.12 1,991,47 42,60 37-5 318 W5 7.302.28 24,862M1 31,423.56 7,720.77 2,289.04 9,316.41 42.60 39-11 318 V9 7,302.28 24,862.01 31,423.56 7,720.77 2,000.00 2,831.25 30.24 42-5 3/8 W4 7,302.28 24,862,01 17,291.01 4,248.40 10,749.71 2,641.21 42.60 42-5 3/8 W3 7,302,2B 13,345.12 17,291,01 4,248,40 2,709.64 11,028.24 38.61 44-113/8 V1s 7,302.29 13,345.12 0.00 0.00 2,033.24 2,816.97 30.71 47-4 3/4 W2 7,302.72 13,436.25 0,00 0.00 14,314.45 3,517.06 45.04 46-11 3/8 I STRESS ANALYSIS-PAGE 2 Job Number Job Name: Date Run: 58 99-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:24:21 PM NEW MILLENNIUM Location: Jvrst Description: Mark: A, -- SYSTEMS ARLINGTON,WA Long Span 32LH3671250 J15 Chord Pro rties Chord Area Rx Rz Ryy Y Ix fl Material TC 1,1093 0,9560 0,3867 1.1650 1,0594 1,0139 0,9750 A45818= 1.8750 x 3.0000 x.250 BC 0.94B5 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 A40B=2.3750 x 0.21 a Axial and Bending Analysis K. Fy.1 Fb: Morn of inertia LL 360: LL 240: Max Bridg TC: Max Bn'dg Be.. 0.75 50,000.00 30.000.00 938.12 1287.87 1431.81 15-10 318 19-10 318 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 28.00 29.38 30.00 29.36 28.00 1.1250 Min Weld Len 2X: Bending Load 407.00 407,00 407.00 407.00 407,00 0.5289 Axial Load 13,436.25 13,345.12 49,089.25 13,345.12 13,436.25 Max Load Fillers TC: fa 3,293.52 6,015.11 22,126.23 6,015.11 3.293.52 57,211.48 Maximum K Ur 72.41 75.96 58,18 75.96 72,41 Max Load no Fnlers TC: Fcr 33,546.61 32,308.37 38,296.04 32,308.37 33,546.61 50,037.41 Fa _ 20.127.96 19.385.02 22,977.63 19,385.02 20,127.96 5co5LIr�yy: 510.53 F'e 553,096.75 303,150.13 516,711,88 303,150.13 553,096.75 8C OAURyy. Cm 0.9970 0.9901 0.9713 0.9901 0.9970 406.50 Panel Point Moment 2,641.33 2,641.33 2.543.75 2,641.33 2,641.33 BC Stress: Mid Panel Moment 2,016.56 1,120.71 1,271.88 1,120.71 2,016.56 0.87 Panel Point fb 682.42 2,527.74 2,434.36 2,527.74 682.42 BCL/Rz- Mid Panel lb 620.93 585.50 664.48 585.50 620.93 138,2707 Fillers 0 0 0 0 0 TC Shear Stress: 8,240.47 Panel Point Stress 3.975.94 8,542,851 24,560,59 8,542.85 31975.94 BC shear stress; Mid Panel Stress 0.10321 0.32851 0.98411 0.32851 12,273.86 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld City Material W2 14,314.45 14,381.54 3,517.06 6,193.35 6.43 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,033.24 7,826.93 2,816,97 4,071.36 2.00 x 0.102 1 C16BB= 1.125 x 1.026 x.102 W3 2,70964 28,624.38 11,028.24 11,914 29 3 96 x 0.188 1 C40BA=1.125 x 2.014 x.218 W4 10,749.71 14.381.54 2,641.21 5,827.28 4.83 x 0.150 1 C28BB=1.125 x 1.344 x.150 V2 2,000.00 5,758.64 2,831.25 2,832.78 2.12 x 0.090 1 C126B= 1.125 x 0.799 x.090 W5 2,289,04 28,624.38 9,316.41 10,614 46 3 35 x 0.188 1 C40BA=1.125 x 2.014 x 218 W6 7,883.12 8,984.69 1,991.47 3,612.74 4.50 x 0.118 1 C181313=1.125 x 1.035 x.118 V3 2,000.00 7,826,93 2,861.03 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1 1,69213 16,730.22 6,449.82 6,48351 2.75 x 0.158 1 C32BA=1.125 x 1.520 x.156 W8 5,016.53 5,758.64 1,533.66 1,542.57 3.75 x 0.090 1 C12BB=1.125 x 0.799 x.090 V4 2,000.00 7,826.93 2,880.88 4,118.26 2.00 x 0.102 1 C16BB= 1,125 x 1.026 x.102 W9 1,234.32 10,742.43 3,660.22 4A91 20 2 00 x 0.129 1 C22BB=1.125 x 1.110 x.129 W 10 3,551.88 4,802.89 1,124.07 1,169.39 3,11 x 0.077 1 C10AB=1.125 x 0.756 x.077 V5 2,000.00 7,826.93 2,890.81 4,118.26 2,00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 Will 1,408,64 8,9,54.69 3,551.88 3,61274 2 03 x 0.118 1 C181136=1.125 x 1.035 x.118 W 11 1.408.64 8.984.69 3,551.68 3,612.74 2.03 x 0.118 1 C1811313=1.125 x 1.035 x.118 V6 2,000.00 7,826.93 2,890,81 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1,025 x.102 W 10 3,551 815 4,802.89 1,124.07 1,1%39 3 11 x 0.077 1 C10AB=1.125 x 0.756 x_077 W9 1,234.32 10,742.43 3,660.22 4,491.20 2,00 x 0.129 1 C22BB=1.125 x 1.110 x.129 'Continued on Next Page... I 1 STRESS ANALYSIS-PAGE 2 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLOG C -SHOPOROERS 11/21/2019 3:24:21 PM NEW MILLENNIUM Location: Joist Description: Mark: ^ a�gr�Mg ARLINGTON,WA Long Span 32LH367/250 J15 Web Design Continued... Member Web Tension I Allow Tension Web Camp Allow Comp Weld Qty Materiel V7 2,000.001 7,826.93 2,880.88 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W8 5,016.53 5,758.64 1,533.66 1,54257 3 75 x 0.090 1 C12BB=1.125 x 0.799 x.090 W7 1,692.13 16,730.22 6,449.82 6,483.51 2.75 x 0.158 1 C32BA=1.125 x 1.520 x.158 V8 2,000.00 7,826.93 2,861.03 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W6 7,88312 8,984.69 1,991.47 3,612.74 4.50 x 0.118 1 C18BB=1.125 x 1.035 x.118 W5 2,289.04 28,624.38 9,316.41 10,614.46 3.35 x 0.188 1 C40SA=1,125 x 2.014 x.218 V9 2,000.00 6,758.64 2,831.25 2,832.78 2.12 x 0,090 1 C12BB= 1.126 x 0.799 x.090 W4 10,749.71 14,381.54 2,641.21 5,827.28 4.83 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W 3 2,709.64 28,624.38 11.028.24 11.914.29 3.96 x 0.188 1 C40BA= 1.125 x 2.014 x.218 V1s 2,033.24 7,826.93 2,816.97 4,071.36 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,314.45 14,381,54 3,517.06 6,193.35 6.43 x 0.150 1 C28BB= 1,125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 G� Job Number: Job Nam Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:24-.21 PM NEW MILLENNIUM Location: l ors(Description: hark: - -, ""4T - ARLINGTON,WA Long Span 32LH367/250 J15 TCX Desl n TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 3/8 TCX Type R, Rnfd TCX Type R, Rnfd TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 2-10 318 BPL Length 2-10 3/8 Clear Bearing 0-5 Clear Bearing 0-5 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L180 0.00 Reqd TL Def 11-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def LI120 0.00 Reqd ILL Def 1-1120 0.00 Section Modulus 3,2476 Section Modulus 3.2476 Reqd SM 0.0029 Reqd SM 0.0029 Mom of Inertia 6.1807 Mom of Inertia 6.1807 Reqd MI 0.0001 Reqd MI 0,0001 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: ILL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: ❑L+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: ❑L+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.65(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL), Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0-85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number_ Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IU2112019 3:33.54 PM NEW MILLENNIUM Location: Joust Description: Mark: -1. 4VKT~^ R ARLINGTON,WA Long Span 18LH3601250 J16 Geometry Base Length: Working Length: Joist Depth: Elteclive Depth: 8C Panel Length: Shape, 24-8118 24-4118 18.00 17.14 6 gym` 4.0 Parallel Chords Variable Left End Right End BC Panel 1-4 118 1-4 TC Panel 1-4 1/8 1-0 ' First Half 1-0 1-0 First Diag. 2-4 118 2-4 Depth 18.00 18.00 Loads Load Tye Category Loadl Load2 Position Direction Lac/Begin Sp/End Reference Uniform (plf) DL(1) 110.00 110.00 TC + 0-0 24-8 118 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 24-8 1/8 L-BL Gross Uplift(plf) WL 2) 100.00 100.00 TC - 0-0 24-8 118 L-BL Uniform (plf) CL(3) 110.00 110.00 TC + 0-0 24-8 118 L-BL Uniform (plf) SM(3) 11.72 11,72 TC + 0-0 24-8 1/8 L-BL Cone @ any pp(Ibs) LL 3 2,000,00 0.00 BC + Axial(Ibs) SM(3) 1 5,600,001 0.001 TC I + 0-0 0-0 1 L-BL Stress Analysis Summa int.Panel TC: Max Panel BC. Reaction LE Reaction RE: Minimum Shear: Max TC Camp. Max BC Tension 24.00 48.00 4,382,17 4,381.87 1,095.54 118,672.65 118,171.13 Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W2 5,603.76 6,762.04 0.00 0.00 5,464.39 1,517.89 22.21 0-2 W3 5.603.76 6.762,04 6,082.28 1.689.52 1,302,79 4,690.03 20.92 1-4118 W4 5,603.27 10,616.92 6,082.28 1,689.52 5,578.56 1,549.60 29.49 2-4 1/8 W5 51603.27 10,616.92 14,143.27 3,928.69 1,205.44 4,339.60 29.49 4-4 118 W6 5,602.62 16,661.34 14,143.27 3,928.69 3,501.98 887.30 29.49 6-4 118 W7 5,602.62 16,661.34 18,171,131 5,047.54 1,454.68 2,555.73 29.49 8-41/8 W8 5,601,97 18.672.65 18,171.13 5,047.54 2,177.15 1,454.98 29.49 10-4 V8 W8 5,601.97 18,672.65 18,165,88 5,046.08 2,177.15 1,454.98 29.4912-41/8 W7 5,601.33 16,650,84 18,165,88 5,046,08 1,454.68 2,555.73 29.4914-4118 W6 5.601.33 16,650.84 14,127.51 3,924.31 31501.98 887.30 29.49 16-4118 W 5 5,600.68 10.595.91 14,127.51 3,924.31 1,205.44 4,339.60 29.49 18-4 118 W4 5,600.68 10,595,91 6,056.02 1,682.23 5,578.56 1,549.60 29.49 20-4 118 W3 5,600.19 6,738.07 6,056.02 1,682.23 1,302.79 4,690,03 20.92 22-4 118 V1S 5,600.19 6,738.071 0.00 0.00 2.053.75 2,181,40 17,60 23-8 1/8 W2 5,600.19 6,768,851 0.00 0.00 5,464.39 1,517.89 22.13 23-4 1/8 Standard Verticals Member Position Max Tension Max Com . Length V1 End Panel 2,053.75 2,181.40 17.60 V2 Interior 2,000.00 2,248.53 1714 STRESS ANALYSIS-PAGE 2 G� Job Number Job Name: tlafe Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 3:33.54 PM NEW MILLENNIUM Location: Joist Description: Mark: -IR-1, ARLINGTON,WA Long Span 18LH3601250 J16 Chord Pro rtles Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4771 0.4853 0.3153 1.2926 0.4406 0.1124 0.9724 A28618= 1.8750 x 1.5950 x.150 BC 0.3277 0.4466 0.2674 1.0805 0.4213 1 0.0654 0.9958 A20B= 1.4370 x 0.124 Axial and Bending Analysis K.- Fy., Fb: Mom of inertia LL 360: LL 240: Max Bridg TC: Max Bridg SC: 0.75 50.000.00 30,000.00 114.47 296.44 444.67 16-10114 13-4 314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Clouts: Length 14.13 12.00 24.00 16.00 10.00 Min Weld Md Lan 2X.- Bending Load 360.00 360.00 360,00 360.00 360.00 0.5000 Axial Load 6,762.04 6,762,04 18,672.65 6,738.07 0,768.85 Max Load Fillers TC: fa 2,401.98 7.086.61 19,568.90 7,061.49 2,033.18 23,916.61 Maximum K Ur 44.80 38,06 57.09 50.75 31,72 Max Load no Filters TC: For 42,154.34 43,861.68 38,563.62 40,485.39 45,263.86 21,039.52 Fa 25,292.60 26.317.01 23,138.17 24,291.24 27.158.32 TC t7ALIRyy: 225.99 F'e 2,424,949.00 468,118.63 208,052,70 263,316.69 4,560,582.60 SCOAURyy: Cm 0.9995 0,9924 D.9370 0.9866 0,9998 270.37 Panel Point Moment 84.83 1,103.63 1,440.00 1,145.34 387.01 BC Stress: Mid Panel Moment 692.77 94.80 720,00 213.55 204.04 0.92 IRz- Panel Point fb 25.45 5,667.42 7,394.73 5,881.60 115.67 eC 179.5050fi4 Mid Panel fb 301.69 185.81 1,411.17 418.55 73.64 F TC Shear Stress: Fillers 0 0 0 0 0 11,942.57 Panel Point Stress 2,427.43 12,754.03 26,953,64 12,943.08 21148.85 BC Shear Stress; Mid Panel Stress 0.0578 0.2750 0.89351 0.3039 0.0400 15,382.31 Web Design Member Web Tension Allow Tenslon Web Comp Allow Comp Weld Qty Material W2 5,464.39 8,086.22 1,517.89 6,087.40 3.12 x 0.118 1 C18BB=1.125 x 1.035 x.118 W3 1,302.79 8,984,69 4,690.03 6,061.71 2.68 x 0,118 1 C18BB= 1.125 x 1.035 x.118 W4 5,578.56 7,826.93 1,549.60 4,192 84 3 68 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 1,205.44 8,984.69 4,339,60 5,056.18 2.48 x 0.118 1 C18BB=1.125 x 1.035 x.118 W6 3,501,98 4,802.89 887.30 2,292.14 3.06 x 0,077 1 C10AB= 1.125 x 0.756 x.077 W7 1.45468 5,758.64 2,555.73 2,92447 2 00 x 0.090 1 C12BB=1.125 x 0.799 x.090 W8 2,177.15 4,802.89 1,454.98 2,292.14 2.00 x 0.077 1 C10AB=1.125 x 0.756 x.077 W8 2,177.15 41802.89 1,454,98 2,292.14 2,00 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W7 1,454.68 5,758.64 2,555.73 2,92447 2.00 x 0.090 1 C12BB=1.125 x 0.799 x.090 W6 3,501.98 4,802.89 887.30 2,292.14 3.06 x 0.077 1 C10AB=1.125 x 0.756 x.077 W5 1,205.44 8,984.69 4,339.60 5,056.18 2.48 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W4 5.578.56 7,826.93 1,549.60 4,192.84 3 68 x 0.102 1 C16BB=1.125 x 1.025 x.102 W3 1,302.79 8,984,69 4,690.03 6,061.71 2.68 x 0.118 1 C18BB=1.125 x 1.035 x.118 W2 5,464.39 8,086.22 1,517.89 6,095.85 3.12 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V1 2,053.751 4,802.89 2,161.40 3,42510 2 00 x 0.077 1 1 C10AB=1.125 x 0.756 x.077 V2 2,000.001 4,802.891 2,248.53 3,425.10 2,00 x 0.077 1 1 C10AB=1.125 x 0.756 x.077 STRESS ANALYSIS-PAGE 3 G� Job Number Job Name: hate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:33-.54 PM NEW MILLENNIUM Location: Joist Description: Mark: RL 111-Nr, RY-Mr ARLINGTON,WA Long Span 1OLH3601250 IJ16 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 112 BPL Length 1-7 3/4 BPL Length 1-4 1/2 Clear Bearing 0-4 114 Clear Bearing 0-4 112 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 360.00 Total Load 360.00 Reqd TL Def 1-180 0.00 Reqd TL Def L/80 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2,2963 Section Modulus 2,7709 Red SM 0.0028 Reqd SM 0.0000 Mom of Inertia 4.7587 Mom of Inertia 5.3047 Reqd MI 0,0001 Reqd MI 0,0000 Seat Type:Lapped(Reinforced) Seal Typer Lapped(Reinforced) I — — — — — —— — — — — — — - -- - - — - - - - -- I Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: ❑L+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: ❑L+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case A DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: ❑L+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0,6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.S(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c, DL+CL+0.85(TL)+WL+C+AX+IP 1 STRESS ANALYSIS-PAGE 1 G� Job Number: Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 3:34:55 PM NEW MILLENNIUM Location: Joist Descriplion: Mark: - -1, SYST- ARLINGTON,WA Long Span 18LH360/250 J17 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 24-B 118 24-41/8 18.00 1 17.14 6 @ 4-0 Parallel Chords Variable Left End Right End BC Panel 1-4 118 1-4 TC Panel 1-4 1/8 1-0 First Half 1-0 1-0 First Diag. 2-4 118 2-4 Depth 18.00 18.00 Loads Load Tye Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) DL(1) 110.00 110.00 TC + 0-0 24-8 118 L-BL Uniform (plf) LL(1) 250,00 250,00 TC + 0-0 24-8 1/8 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 24-8 118 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 110.00 110,00 TC + 0-0 24-8 1/8 L-BL Uniform If SM(3) 11.72 11,721 TC I + 0-0 24-8 1/8 L-BL Conc @ any pp(Ibs) LL(3) 2,000.001 0.001 BC 1 + Stress Anal Sis SUmma tot_Pane!TC: Max Penei BC_ Reaction LE: Reaction RE: Minimum Shear: Max TC Camp.. Max BC Tension 24.00 148.00 4,382.17 14,381.87 1,095.54 118,672.65 118,171.13 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W2 5,603.76 6,762,04 0.00 0.00 5,464.39 1,517.89 22.21 0-2 W3 5,603.76 6,762.04 6,082.28 1.689.52 1.302.79 4.690.03 20.92 1-4118 W4 5,603,27 10,616.92 6,082.28 1,689.52 5,578.56 1,549.60 29.49 2-41/8 W5 5.603.27 10,616.92 14,143.27 3,928.69 1,205.44 4,339.60 29.49 4-4 118 W6 5,602.62 16,661.34 14,143.27 3,928.69 3,501.98 887.30 29.49 6-4118 W7 5,602.62 16,661,34 18,171.13 5,047.54 1,454.68 2,555.73 29.49 8-41/8 W8 5,601.97 18,672.65 18,171.13 5,047.54 2,177.15 1,454.98 29.49 10-4 118 W8 5.601.97 16,672.65 18,165.881 5,046.08 2,177.15 1,454.98 29.49 12-41/8 W7 5,601.33 16,650.84 18,165.88 5,046.08 1,454.68 2,555.73 29.4914-41/8 W6 5.601.33 16,650.84 14,127.51 3,924.31 3.501.98 887.30 29.4916-41/8 W5 5,600.69 10,595.91 14.127.51 3,924.31 1,205.44 4,339.60 29.49 18-4118 W4 5,600.68 10,595.91 6,056.02 1,682.23 5,578.56 1,549,60 29.49 20-4 1/8 W3 51600.19 6,738.07 6,056.02 1,682,23 1,302.79 4,690.03 20.92 22-4 1/8 V1S 5,600.19 6.738.07 0.00 0.00 2,053.75 2.181,40 17,60 23-8 1/8 W2 5,600.19 6,768.85 0.00 0,001 51464.39 1,517.891 22.13 23-4 118 Standard Verticals Member Position Max Tension Max Com . Length V1 End Panel 2,053.75 2,181,40 17.60 V2 Interior 2,000.00 2,248.53 17.14 STRESS ANALYSIS-PAGE 2 Job Number: Job Name.. Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:34:55 PM NEW MILLENNIUM Location: Joist Descripliun: Mark: -1 aV1r^ 1 ARLINGTON,WA Long Span 18LH360/250 J17 Chord Pro rties Chord Area Rx Rz Ryy Y Ix q Material TC 0,4771 0,4853 0,3153 1,2926 0,4406 0,1124 0,9724 A28B18= 1.8750 x 1.5950 x.150 BC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 1 0.9958 IA20B= 1.4370 x 0.124 Axial and Bending Analysis K. Fy., Fb: Mom of inertia: LL 360: LL 240: Max Bndg M Max Bricig BC: 0.75 50.000.0Q 30,000.00 1114.47 296.44 1444.67 116-10114 1343f4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between chords: Length 14.13 12.00 24.00 16.00 10.00 1.1250 Min Weld Len 2X: Bending Load 360.00 360.00 360.00 360.00 360,00 0.5000 Axial Load 6,762.04 6,762.04 18,672.65 6,738.07 6,768.85 Max Load Fillers TC: fa 2,401.98 7,086.61 19,568.90 7,061.49 2,404.39 23,916.61 Maximum KL/r 44.80 38,06 57,09 50.75 31,72 Max Load no FillersM, Fcr 42,154.34 43,861.68 38,563.62 40,485.39 45,263.86 21,039.52 Fa 25,292.60 26,317.01 23,138.17 24,291.24 27,158.32 225.99Ryy; 225.99 F'e 2,424,949.00 468,118.53 208,052.70 263,316.69 2,313,460.25 BCOAL/Ryy.. Cm 0.9995 0.9924 0.9370 0.9866 0.9995 270.37 Panel Point Moment 84.83 1,103.63 1,440.00 1,145.44 386.57 BC Stress: Mid Panel Moment 692.77 94.80 720.00 213.81 204.41 0.92 Panel Point fb 25.45 5,667.42 7,394.73 5.882.10 184.95 SCLIRz: 179.5064 Mid Panel fb 301.69 185.81 1,411.17 419.06 126.78 TC Shear Stress: Fillers 0 0 0 0 0 11,942.57 Panel Polnt Stress 2,427.43 12,754.03 26,963.64 12,943,58 2.589.35 BCShearStress: Mid Panel Stress 0.0578 0.27501 0.89351 0.3039 0.0486 15,382.31 Web Design Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material W2 5,464.39 6,086.22 1,517.89 6,087.40 3.12 x 0.118 1 C181313=1.125 x 1.035 x.118 W3 1,302.79 8,984.69 4,690.03 6,061.71 2.68 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W4 5,57856 7,826.93 1,549.60 4,192 84 3 68 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 1,205.44 8,984.69 4,339.60 5,056.18 2.48 x 0.118 1 C18BB=1.125 x 1.035 x.118 W6 3,501.98 4,802.89 887.30 2,292.14 3.06 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W7 1,454.68 5,758.64 2,555.73 2,92447 2 00 x 0.090 1 C121313=1.125 x 0.799 x.090 W8 2,177.15 4,802,89 1,454,98 2,292.14 2.00 x 0.077 1 C10AB=1.125 x 0.756 x.077 W8 2,177.15 4,802.89 1,454.98 2,292.14 2.00 x 0,077 1 C10AB= 1.125 x 0.756 x.077 W7 1,454.68 5,758.64 2,555.73 2,92447 2 00 x 0.090 1 C121313=1.125 x 0.799 x.090 W6 3,501.98 4,802.89 887.30 2,292.14 3.06 x 0.077 1 C10AB=1.125 x 0.756 x.077 W5 1,205.44 8,984,69 4,339.60 5,056.18 2.48 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W4 5,57856 7,826.93 1,549.60 4,192.84 3 68 x 0.102 1 C16BB=1.125 x 1.025 x.102 W3 1,302,79 8,984.69 4,690.03 6,061.71 2,68 x 0.118 1 C18BB=1.125 x 1.035 x.118 W2 6,464.39 8,086.22 1,517,89 6,095.85 3.12 x 0.118 1 C18BB= 1.125 x 1.035 x.118 V1 2,053.75 4,802.89 2,161.40 3,42510 2 00 x 0.077 1 C10AB=1.125 x 0.756 x.077 V2 2,000.00 4,802.89 2,248.53 3,425.10 2.00 x 0.077 1 C10AB=1.125 x 0.756 x.077 STRESS ANALYSIS-PAGE 3 Jcb Number- Job Name: Date Run. 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11f21/2019 3:34:56 PM NEW MILLENNIUM Location: Joist Description: Mark: Aiiu Mlr r, 'YrTPMl ARLINGTON,WA Long Span 18LH360/250 J17 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3118 BPL Length 1-7 3/4 BPL Length 1-4 3/8 Clear Bearing 0-4 114 Clear Bearing 0-4 114 BPL Material:2024=2 x 2 x.248 BPL Material:2525=2 1/2 x 21/2 x.250 Total Load 360.00 Total Load 360.00 Reqd TL Def L180 000 Reqd TL Def 1-180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def 1-1120 0.00 Sectlon Modulus 2,2963 Section Modulus 2,3131 Reqd SM 0.0028 Reqd SM 0.0000 Mom of Inertia 4.7587 Mom of Inertia 4.2655 Reqd MI 0.0001 Reqd MI 0.0000 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) - - -� - - - - - - - - - -- Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case W DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case Sd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: ❑L+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0,75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 G� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORUERS 11/21/2019 3:38:13 PM NEW MILLENNIUM Location: Joist Description: Mark: Rl 111 -1, SY=:TF Mri ARLINGTON,WA Long Span 18LH3601250 IJ19 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 24.7 518 124-3 518 1 18.00 16.95 1604.0 I Parallel Chords Variable Left End Right End BC Panel 1-4 118 1-3 112 _ TC Panel 1-4 118 1-0 First Half 1-0 1-0 First Diag. 2-4 118 2-3 112 Depth 118.00 118.00 Loads Load Type Category Loadl Load2 Position Direction Lac/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 24-7 518 L-BL Uniform (plf) DL(1) 110.00 110,00 TC + 0-0 24-7 5/8 L-BL Uniform (plf) CL 1 40.00 40.00 TC + 0-0 24-7 5/8 L-BL Uniform (plf) SM(2) 45.00 45.00 TC 0-0 24-7 518 L-BL Cone @ any pp(Ibs) SM(2) 990.00 0.00 TC Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 24-7 518 L-BL Conc @ any pp(Ibs) SM(3) 990.00 0.00 TC + Conc @ any pp(Ibs) LL(3) 2,000.00 0,00 BC + Uniform (plf) SM(3) 45,00 45.00 TC + 0-0 24-7 518 L-BL Uniform (plf) CL(3) 40.00 40.00 TC + 0-0 24-7 516 L-BL Uniform (plf) CL(3) 110.00 110,00 TC + 0-0 24-7 5/8 L-BL Uniform (plf) SM(3) 11.72 11.72 TC + 0-0 24-7 518 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Axial(Ibs) SM(3) 1,700.00 0,00 TC + 0-0 0-0 L-BL Stress Analysis Summary int.Panel TG: Max Panel BC: Reaction LE Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 4,860.71 14,860.42 1,215.18 25,161.49 20,352.72 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,303.80 9,704.16 0.00 0.00 6,020.23 1,945.67 22.06 0-2 W3 7,303.80 9,704.16 6,819,76 1,704.94 1,689,11 5,230.12 20.771-41/8 W4 7,303.31 14,914.67 6,819.76 1,704.94 6,538.81 2,261.29 29.38 2-411B W5 7,303.31 14,914.67 15,851,57 3,962.89 1.822.23 5,230.15 29.38 4-4 118 W6 7,302.65 20,951.63 15,851,57 3,962.89 4,562.67 1,666.23 29.38 6-41/8 W7 7,302.65 20,951.63 20,352.72 5,858.3E 1,465.32 3,254.01 29.38 8-4 118 W8 7.301.99 25,161.49 20,352.72 5,858.38 2,586.52 1,465.63 29.38 10-4118 W8 7,301.99 25,161.49 20,323.23 5,836.11 2,586,52 1,465.63 29.3812-4118 W7 7,301.33 20,881.89 20,323.23 5,836.11 1,465.32 3,254.01 29.3814-4115 W6 7,301.33 20,881.89 15,763.08 3,940.77 4,562.67 1,666.23 29.39 16-4118 W5 7,300.68 14,835.45 15,763.08 3,940.77 1,822.23 5,230,15 29.3818-4118 W4 7,300.68 14,835.45 6,672.28 1,668.07 6,538.81 2,261.29 29,38 20-4 118 W3 7,300.19 9,580.73 6,672.28 1,668.07 1.689.11 5,230.12 20,77 22-4 1/8 V1S 7,300.19 9,580,73 0.00 0.00 2,080.91 2,535.06 17.31 23-7 5/8 W2 7,300.19 9,626.081 0.00 0.00 6,DOO.401 1.927.91 21.67 23-4 118 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 2,080.91 2,535.06 17.31 V2 Interior 2,000.00 2,705.27 16.95 i STRESS ANALYSIS-PAGE 2 4150 -lob Number. Job Name: Gate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:38:13 PM NEW MILLENNIUM Location: Jois f Description: Mark: A1,11 M"I,, 1VgTrM9 ARLINGTON,WA Long$pan 18LH3601250 .I19 Chord Pro rues Chord Area Rx Rz Ryy Y Ix Q Material TC 0,6209 0,6249 0,3548 1,2477 0,6098 0,2425 1,0000 jA34A18= 1.8750 X 2.0010 X A76 BC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 1 A2213= 1.5000 x 0.129 Axial and Bendina Analysis K Fy., Fb: Mom of Ineytla: LL 360: LL 240: Max Bridg TC Max Bridg Sc 0.75 50,000.00 30,000.00 1130.77 340.38 1510.57 116-3114 13-3118 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 14.13 12.00 24.00 15.50 10.00 1.1250 Min Weld Lan 2X: Bending Load 400.00 400.00 400,00 400.00 400,00 0.5000 Axial Load 9,704.16 9,704.16 25,161.49 9,580.73 9,626.06 Max Load Fillers TC: fa 3,127.55 7,814.59 20,262.12 7,715.20 3,102.39 33,223.59 Maximum K Llr 39.81 33,82 50,73 43.69 28,18 Max Load no Fillers M, Fcr 44,528.86 45,988.11 41,422.84 43,487.67 47,178.56 29,931.02 Fa 26,717,31 27.592.86 24.853.70 26.092.60 28,307.13 233.73 yy: 33.73 F'e 2,363,925.50 776,169.00 344,964,00 465,216.78 4,716,401.00 SCOAURyy Cm 0.9993 0.9950 0.9606 0,9017 0,9997 263.98 Panel Point Moment 84.66 1,218.51 1,600.00 1,262.61 372.44 BC Stress: Mid Panel Moment 753.52 79.88 800.00 220.65 246,14 0.95 Panel Point fb 25.02 3.495.25 4.589.53 3,621.73 110 08 RC L/Rz: 171.6124 Mid Panel fb 293.11 100.44 1,005.86 277,43 95.74 TC Shear Stress; Fillers 0 0 0 0 0 8,943.77 Panel Point Stress 3,152-57 11,309,85 24,851.64 11,336.92 3,212,47 BC Sheer Stress; Mid Panel Stress 0.0683 0.2862 0.8470 0.3041 0.0580 15,587.70 Web Design Member Web Tension Allow Tenslon Web Comp Allow Comp Weld Qty Material W2 6,020,23 8,984.69 1,945.67 6,102.75 3.44 x0.118 1 C18BB=1.125 x 1.035 x.118 W3 1,689.11 8,984,69 5,230.12 6,080.51 2.98 x 0,118 1 C186B= 1.125 x 1.035 x.118 W4 6,538.81 7,826.93 2,261.29 4,203.70 4.32 x 0.102 1 C16BB=1.125 x 1.025 x.102 W 5 1,822.23 10.742.43 5.230.15 6,193.08 2.73 x 0.129 1 C228B=1.125 x 1.110 x.129 W6 4,562.67 4,802.89 1,666,23 2,303.63 3.99 x 0,077 1 C10AB= 1.125 x 0.756 x.077 W7 1,46532 7,826.93 3,254.01 4,203.70 2 15 x 0.102 1 C16BB=1.125 x 1.025 x.102 W8 2,586.52 4,802.89 1,465.63 2,303.63 2.26 x 0.077 1 C1CAB=1.125 x 0.756 x.077 W8 2,586.62 4,802.89 1,465,63 2,303.63 2.26 x 0.077 1 C1CAB= 1,125 x 0.756 x.077 W7 1,465.32 7,826.93 3,254.01 4,203 70 2.15 x 0.102 1 C16BB=1.125 x 1.025 x.102 W6 4,562.67 4,802.89 1,666.23 2,303.63 3.99 x 0.077 1 C1CAB=1.125 x 0.756 x.077 W5 1,822.23 10,742.43 5,230.15 6,193.08 2.73 x 0,129 1 C22BB= 1.125 x 1.110 x.129 W4 6,538.81 7,826.93 2,261.29 4,203 70 4 32 x 0.102 1 C16BB=1.125 x 1.025 x.102 W 3 1,689.11 8,984.69 5,230.12 6,080.51 2.98 x 0.118 1 C18BB=1.125 x 1.035 x.118 W2 6,000.40 8,984.69 1,927,91 6,145.07 3.42 x 0.118 1 C18BB= 1.126 x 1.035 x.118 V1 2,080.91 4,802.89 2,535.06 3,43996 2.18 x 0.077 1 C10AB=1.125 x 0.750 x.077 v 2,000.00 5.758.64 2.705.27 4,190.35 2,01 x 0.090 1 C128B=1.125 x 0.799 x.090 STRESS ANALYSIS-PAGE 3 �,7 Job Number: Job Name: date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 3:38:13 PM NEW MILLENNIUM Location: Joist Description: Mark: Rl HL W ins. -T- ARLINGTON,WA Long$pan 1OLH3601250 J19 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3112 TCX Depth 3 112 BPL Length 1-7 718 BPL Length 1-4 Clear Bearing 0-4 518 Clear Bearing 0-4 118 BPL Material:2024=2 x 2 x.246 BPL Material:2024 =2 x 2 x.248 Total Load 360.00 Total Load 360.00 Reqd TL Def 1-180 0.00 Reqd TL Def L180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def 1-1120 0.00 Reqd LL Def L1120 0.00 Section Modulus 2,5708 Section Modulus 2.5708 Reqd SM 0.0028 Reqd SM 0.0000 Mom of Inertia 5.1129 Mom of Inertia 5.1129 Reqd MI 0.0001 Reqd MI 0.0000 Seal Type:tapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: ❑L+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: ❑L+CL+0.85(TL)+0,75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0,75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case4a: DL+WL+AX Case 7e: ❑L+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Sa: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case Sc: DL+CL+0.85(TL)+0,75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case Sc:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.86(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+O.S(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0,8(TL)+SM-AX+FEM Case 6c, DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 Job Number: Job Name. date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 2:08:04 PM NEW MILLENNIUM Location: Joist Description: Mark: -I - " 4TPA^G ARLINGTON,WA Long Span 32LH367/250 J2 Geometry Base Length: Working Length: J oist Depth, Effective Depth: BC Panel Length: Shape, 49-8 318 49-4 3/8 132.00 30.35 f 9 @ 5-0 Parallel Chords _J Variable Left End Right End BC Panel 2-7 318 2-5 TC Panel 2-0 2-0 First Half 2-4 2-4 First Diag. 4-11 31S 4-9 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-8 3/8 L-BL Uniform (plf) LL(1) 250,00 250.00 TC + 0-0 49-8 3/8 L-BL Gross Uplift plf WL(2) 100.00 100.00 TC - 0-0 49-8 318 L-BL Axial(Ibs) SM(3) 7,400.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117A0 TC + 0-0 49-8 3/8 L-BL Uniform (plf) SM(3) 12,47 12.47 TC + 0-0 49-8 318 L-BL Conc @ any pp(Ibs} LL(3) 2,000,00 0.00 BC + Stress Analysis Summary tot.Panel TC: Max Panel BC. Reaction LE: Reaction RE: Minimum Shear: Max TC Comp. Max BC Tension 30.00 60.00 9,058.89 9,058.40 12,264.72 43,779.88 144,197.41 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,409.92 10,377,91 0.00 0,00 12,137.89 3,307.33 42.24 0-2 V1S 7,407.33 10,302.71 0.00 0.00 2,066.45 2,359.49 31,23 2-0 W3 7,407.33 10,302.71 15,464.89 4,213.87 2,921,59 10,722.24 41.29 2-7 3/8 W4 7,406.58 22,230.49 15,464.89 4,213.87 9.726.39 2,650.24 42.68 4-11 3/8 W5 7,406.58 22,230.49 28,089.21 7,653.74 2,298.73 8,436.34 42,68 7-5 318 W6 9,003.02 33,041.07 28,089.21 7,653.74 7,146.30 1,947.22 42.68 9-11 3/8 W7 9.003.02 33,041.07 37,086.07 10,105.20 1,595.71 5,856.26 42,6E 12-5 318 W8 10,960.27 40,224.20 37,086,07 10.105.20 4.566.21 1,244.20 42.68 14-11 3/8 W9 10,960.27 40,224.20 42,455,47 11,568.25 1,127,69 3,276.17 42.68 17-5 318 W10 11,929.12 43,779.88 42,455.47 11,568.25 3,184.30 1,128.10 42,68 19-11318 W 1 1 11,929.12 43,779.88 44,197.41 12,042.89 1,413.18 3,184.30 42.68 22-5 3/8 W11 11,909.56 43,708.07 44,197,41 12,042.89 1,413.18 3,184.30 42,68 24-11 3/8 W10 11,909.56 43,708.07 42,311.89 11,529.12 3,184.30 1,128.10 42.68 27-5318 W9 10,901.59 40,008.82 42,311.89 11,529.12 1,127.69 3,276.17 42.68 29-11 3/8 W8 10,901.59 40,008.82 36,798,90 10,026.95 4,566.21 1,244.20 42,68 32-5 3/8 W7 8,905.21 32,682.11 36,798.90 10,026-95 1.595.71 5.856.26 42,68 34-11 318 W6 6,905.21 32,682.11 27,658.45 7,536.36 7,146.30 1,947.22 42.68 37-5 318 W5 7,401.11 21,727.93 27,658.45 7,536.36 2,298,73 8,436.34 42.68 39-11 3/8 W4 7,401,11 21,727M 14,890.54 4,057.37 9,726.39 2,650.24 42.6E 42-5 318 W3 7,400.35 10,088.27 14,890.54 4.057.37 2.921.59 10,722.24 41,29 44-11 3/8 V1S 7,400.35 10,088.27 0.00 0,00 2,026.96 2,311,06 30,76 47-8 3/8 W2 7400.351 10.137.14 o.001 0.001 11,673.561 3,180,811 40.62 47-3 3/8 Standard Verticals Member Position Max Tension I Max Comp. Length V2 Interior 2,000.001 2,362.291 3035 STRESS ANALYSIS -PAGE 2 G� Job Number Job Name, bate Run: 5819.0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPDRDERS 11/21/2019 2:08.04 PM NEW MILLENNIUM Localion: Joist Description: Mark: -„„1-1. --. ARLINGTON,WA Long Span 32LH3671250 J2 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0.9205 0,3885 1.1660 0,9928 0.8044 1 0.9432 A40B18= 1.8750 x 2.8790 x.218 BC 0.8084 0.68B5 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K. Fy.. Fb: Mom of laertia: LL 360: LL 240: Max Brldg TC- Max BrOg BC: 0.75 50.000.00 30,000.00 806.84 250.58 1375.86 11.5-105/8 117-7S/8 Top Chard Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.00 35.38 30.00 33.00 22.00 1.1250 Min Weld Len 2X: Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 10,377.91 10,302.71 43,779.88 10,088.27 10,137.14 Max Load Fillers TC: fa 5,465.51 5,425.90 23,056.60 5,312.97 2,696.19 47,460.95 Maximum K Ur 56.63 91,06 38.61 84.94 56,63 Max Load no Fillers TC: Fcr 37,801.98 26,622.04 42,550.81 28,672.43 37,801,98 41,742.10 - TCFa 22,681.19 15,973.23 25.530.49 17,203.46 22.681.19 50 .0urzyy; 8.03 F'e 501,071.78 193,799.39 479,049.41 222,698.58 712,790.25 BCOAL/Ryy: Cm 0.9945 0.9860 0.9678 0.9881 0.9981 423.42 Panel Point Moment 2,691.54 2,956.46 2.293.75 2,671.92 2,671.92 BC Stress: Mid Panel Moment 552.40 1,959,96 1,146.88 1,530.41 1,198.66 0.91 Panel Point fb 3,155.63 3,466.24 2,689.25 3,132.63 807,35 SC LURr. 146.1276 Mid Panel fb 340.89 1,209.50 707.74 944.43 362.19 TC Shear Stress: Fillers 0 0 4 0 0 8,803.26 Panel Point Stress 8,621,14 8,892,14 25,745,85 8,445.60 3.503,54 BC Shear Stress; Mid Panel Stress 0.25181 0.3790 0.9265 0.3394 0.0723 13,097.07 Web Design Member Web Tension Allow Tenslon Web Comp Allow Comp Weld Qty Material W2 12,137.89 14,381.54 3,307.33 6,600.22 5.45 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,921.59 28,624,38 10,722.24 11,032.67 3.85 x 0.188 1 C406A= 1,125 x 2.014 x.218 W4 9,726 39 10,742.43 2,650.24 4,481.15 5 08 x 0.129 1 C22BB=1.125 x 1.110 x.129 W5 2,298.73 24,373.24 8,436,34 9,223.16 3.03 x 0.188 1 C386A=1.125 x 1.845 x.199 W6 7,146.30 7,826.93 1,947,22 2,965.73 4.72 x 0.102 1 C16BB= 1.125 x 1.026 x.102 W7 1,59571 16,730.22 5,856.26 6,46881 2.50 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4,566.21 5,758.64 1,244.20 1,536.76 3.42 x 0.090 1 C12BB=1.125 x 0.799 x.090 W9 1,127.69 8,984.69 3,276,17 3,604.25 2.00 x 0.118 1 C18613= 1,125 x 1.035 x.118 W 10 3,184.30 4,802.89 1,128.10 1,16499 2.78 x 0.077 1 C10AB=1.125 x 0.756 x.077 Will 1,413.18 8,984.69 3,184.30 3,604.25 2.00 x 0.118 1 C188B=1.125 x 1.035 x.118 Will 1,413.18 8,984.69 3,184.30 3,604.25 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W10 3,184.30 4,802.89 1,128.10 1,164.99 2 78 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,127.69 6,984.69 3,276.17 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 4,566.21 6,758.64 1,244.20 1,536.76 3,42 x 0,090 1 C121313= 1.126 x 0.799 x.090 W7 1,59571 16,730.22 5,856.26 6,468.81 2 50 x 0.158 1 C3213A=1.125 x 1.520 x.158 W6 7,146.30 7,826.93 1,947.22 2,965.73 4.72 x 0.102 1 C16138=1.125 x 1.025 x.102 W5 2,298.73 24,373,24 8,436.34 9,223.16 3.03 x 0,188 1 C38BA= 1.125 x 1.845 x.199 W4 9,726.39 10,742.43 2,650.24 4,481.15 5 08 x 0.129 1 C22BB=1.125 x 1.110 x.129 W3 2,921.591 28,624.38 10,722,241 11,032.671 3.65 x 0.168 1 1 IC40BA=1.125 x 2.014 x.218 *Continued on Next Page... i STRESS ANALYSIS-PAGE 2 Job Number: Job Nsme: Date Run: 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 2:08:04 PM NEW MILLENNIUM Location: Joist Description: Mark: .-I 1 -r. -V TPM. ARLINGTON,WA Long Span 32LH3671250 J2 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Q Material W2 11,673.56 14,381.54 3,180.81 6,837.17 5.24 x 0,150 1 C28BB= 1.125 x 1.344 x.150 V1 2,066.45 5,758.64 2,359.49 2,711.72 2.00 x 0.090 1 C12BB=1.125 x 0.799 x.090 V2 2,000.00 5,758.64 2,362.29 2,818.97 2.00 x 0.090 1 C12136=1.125 x 0.799 x.090 i STRESS ANALYSIS-PAGE 3 G� Job Number: Job Name: date Run: 5819-0100 GAVTEWAY BUSINESS PARK BLDG C -SHOPORDERS 1112112019 2:08:04 PM NEW MILLENNIUM Location: Jwst Description: Mark A Ill MI Mr S Y• TFM9 ARLINGTON,WA Long Span 32LH3671250 J2 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 118 BPL Length 0-8 3/8 BPL Length 2-4 1/8 Clear Bearing 0-6 318 Clear Bearing 0-4 114 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.03 Reqd TL Def 1-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def LI120 0,02 Reqd LL Def L/120 0.00 Sectlon Modulus 0,8529 Section Modulus 2,5813 Reqd SM 0,0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 4.5318 Reqd MI 0,0009 Reqd MI 0,0000 Seat Type:Lapped Seat Type:Lapped(Reinforced) I I - - - - - - - - - - - - - Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0-85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0-85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: ❑L+CL+0-85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) ase 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0-85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP II STRESS ANALYSIS-PAGE 1 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:39:08 PM NEW MILLENNIUM Lucation: Juist Description: Mark: ACHE-- SYSTFMS ARLINGTON,WA Long Span 1OLH3601250 J20 Geometry Base Length: Working Length: Joist Depth: Eltectfve Depth. BC Panel Length: Shape, 24-7 518 24-3 518 118.00 17.14 6 @ 4-0 1 Parallel Chords Variable Left End Right End BC Panel 1-4 118 1-3 112 TC Panel 1-4 118 1-0 First Half 1-0 1-0 First Diag. 2-4 118 2-3 112 Depth 118.00 118.00 Loads Load Type Category Loadl Load2 Position Direction LoclBe in Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 24-7 518 L-BL Uniform (plf) DL(1) 110.00 110,00 TC + 0-0 24-7 5/8 L-BL Cone @ any p (Ibs) CL 1) 200.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC 0-0 24-7 5/6 L-131- Axial(Ibs) SM(3) 6,600.00 0.00 TC + 0-0 0-0 L-BL Cone @ any p Ibs) LL(3) 2,000.00 0.00 BC + Uniform (plf) SM(3) 11.72 11.72 TC + 0-0 24-7 5/8 L-BL Conc @ any pp(Ibs) CL(3) 200.00 0.00 TC + Uniform (plf) CL(3) 110.00 110.00 TC + 0-0 24-7 518 L-BL Stress Analysis Summary Int.Panef TC: Max Panel BC: Reaction LE: Reactinn RE: Minimum Shear: Max TO Comp.: Max BC Tenwn 24.00 48.00 4,570.54 4.572.31 11.143.08 19,457.69 118,830.29 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 5,603.76 6,842,37 0.00 0.00 5,647.90 1,498.35 22.21 0-2 W3 5.603.76 6,842.37 6,223.29 11686.35 1.302.79 4,911.53 20.92 1-4 118 W4 5,603.27 10,887.46 6,223.29 1,686.35 5,903.69 1,553.18 29.49 2-4 118 W5 5,603.27 10,887.46 14,543.35 3,919.68 1,209,03 4,607.96 29.49 4-4 1/8 W6 5,602.62 17,190.96 14,543.35 3,919,68 3,761.38 887.30 29.49 6-4 118 W7 5,602.62 17,190.96 18,830.29 5,032.69 1,454.68 2,758.36 29.49 8-4 118 W8 5,601.97 19,457.69 18,830,29 5,032.69 2,379.79 1,454.98 29.4910-4118 W6 5,601.97 19,457.69 18,800.38 5,025.40 2,379.79 1,454.98 29.4912-4118 W7 5,601.32 17.134.79 18,800.38 5,025.40 1,454,68 2,758.36 29.49 14-4118 W6 5,601.32 17,134,79 14,460,93 3,897.79 3,761.38 887.30 29.4916-41/8 W5 5,600.67 10,778.78 14,460.93 3,897.79 1,209.03 4,607.96 29.49 18-4115 W4 5,600.67 10,778.78 6,088.35 1,649.88 5,903.69 1,553.18 29.49 20-4 118 W3 5,600.18 6,777.46 6,088,35 1,649.88 1,302.79 4,911.53 20.92 22-4118 V1S 5,600.16 6,777.46 0,00 0.00 2,126.12 2,369.78 17.49 23-7 518 W2 5,600.18 6,803.88 0.001 0.00 5,629.56 1,493.77 21,82 23-4 118 Standard Verticals Member Position Max Tension Max Comp. Len th V1 End Panel 2,126,12 2,369.7E 17.49 V2 Interior 2,000,00 2,448,43 17.14 STRESS ANALYSIS-PAGE 2 Job Number_ Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 3:39:08 PM NEW MILLENNIUM Location: Joist Description: Mark: A,11,--, -TFMS ARLINGTON,WA Long Span 18LH3601250 J20 Chord Pro roes Chord Area Rx Rz Ryy Y Ix Q Material TC 0,4771 0,4853 0,3153 1,2926 0,4406 0.1124 0.9724 A28B18= 1.8750 x 1.5950 x.150 BC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B= 1.4370 x 0.124 Axial and Bending Analysis K Fy.. Fb Mom of inertia' LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 1114.47 297.97 1446.96 116-10318 113-5 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 14.13 12.00 24.00 15.50 10.00 1.1250 Min Weld Lan 2X: Bending Load 360.00 360,00 360.00 360.00 360.00 0.5000 Axial Load 6,842.37 0,842.37 19,457.69 6,777.46 6,803.88 Max Load Fillers TC: fa 2,055.26 7.170.79 20.391.63 7,102.77 2,043.70 23,916.61 Maximum K Ur 44.80 38,06 57,09 49.16 31,72 Max Load no Fiilers TC: Fcr 42.154.34 43.861.68 38,563.62 40,944.00 45,263.86 21,039.52 Fa 25,292.60 26.317.01 23,138.17 24,566.40 27,158.32 225.61TC Ryy; 225.61 F'e 2,285,827.00 468,118.53 208,052.70 280,578.84 3,667,174.50 1 8C OAURyyy Cm 0.9996 0.9923 0.9343 0.9873 0,9997 1269.90 Panel Point Moment 84.84 1,104.38 1,440.00 1,136.60 334.03 BC Stress: Mid Panel Moment 694.80 97.67 720,00 199.28 221.91 0.96 Panel Point fb 25.36 5,671.26 7,394.73 5,836.68 100.31 SC LURz: 179.5064 Mid Panel lb 250.75 191.43 1,411.17 390.58 95.93 F 0 TC Shear Stress; Fillers 0 0 0 0 12,469.92 Panel Point Stress 2,080.62 12,842,05 27,786,36 12,939.46 2,144.01 BC Shear Stress: Mid Panel Stress 0.04921 0.2784 0.9293 0.3014 0.0409 16,057.95 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld city Material W2 5,647.90 6,086.22 1,498.35 6,087.40 3.22 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 3 1,302.79 8,984.69 4,911.53 6,061.71 2.80 x 0.118 1 C18BB= 1,125 x 1.035 x.118 W4 5,903.69 8,984.69 1,553.18 5,056,18 3.37 x 0.118 1 C18BB=1.125 x 1.035 x.118 W5 1,209.03 8,984.69 4,607.96 5,056.18 2,63 x0.118 1 C18BB=1.125 x 1.035 x.118 W6 3,761.38 4,802.89 887,30 2,292.14 3,29 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W7 1,45468 5,758.64 2.758.36 2,92447 2.06 x 0.090 1 C12BB=1.125 x 9.799 x.090 W8 2,379.79 4,802.89 1,454.98 2,292.14 2,08 x 0.077 1 C1 CAB=1.125 x 0.756 x.077 W8 2,379.79 4,802.89 1,454.98 2,292.14 2.08 x 0.077 1 C1CAB= 1.126 x 0.756 x.077 W7 1,454.68 5,758.64 2,758.36 2,92447 2 06 x 0.090 1 C12BB=1.125 x 0.799 x.090 W6 3,761.38 4.802.89 887.30 2,292.14 3.29 x 0.C77 1 C1CAB=1.125 x 0.756 x.077 W5 1,209.03 8,984.69 4,607.96 5,056.18 2.63 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W4 5,90369 71826.93 1,553.18 4,192.84 3 90 x 0.102 1 C16BB=1.125 x 1.025 x.102 W3 1,302.79 6,984.69 4,911.53 6,061.71 2,80 x 0.118 1 C18BB=1.125 x 1.035 x.118 W2 5,629.66 8,086.22 1,493.77 6,129.33 3.21 x 0.118 1 C18BB= 1,125 x 1.035 x.118 V1 2,126.12 4,802.89 2,369.78 3,42510 2 03 x 0.077 1 C10AB=1.125 x 0.756 x.077 V2 2,000.00 4,802.89 2,448,43 3,425.10 2.13 x 0.077 1 C1CAB=1.125 x 0.756 x.077 I I STRESS ANALYSIS-PAGE 3 Job Number Job Name: Date Run-' 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:39:08 PM NEW MILLENNIUM Location: Joist Description: Mark: RL Ill nINr, rVY TFM9 ARLINGTON,WA Long Span 18LH3601250 J20 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/8 BPL Length 1-7 7/8 BPL Length 1-3 718 Clear Bearing 0-4 518 Clear Bearing 0-3 718 BPL Material:203025=2 x 3 x.250 BPL Material:2525=2 1/2 x 2112 x.250 Total Load 360.00 Total Load 360.00 Reqd TL Def 1-180 0.00 Reqd TL Def 1-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2.7709 Section Modulus 2.3131 Reqd SM 0.0028 Reqd SM 0.0000 Mom of Inertia 5.3047 Mom of Inertia 4.2655 Reqd MI 0,0001 Reqd MI 0,0000 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: ❑L+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0,75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a. 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 G� Job Number.. Job Name: Date Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 3:39:43 PM NEW MILLENNIUM Location: Joist Description: Mark: - ARLINGTON,WA Long Span 18LH3601250 J21 Geometry Base Length; Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 247 518 24-3 518 18.00 17.14 6 @ 4-0 Parallel Chords Variable Left End Ri ht End BC Panel 1-4 118 1-3 112 TC Panel 1-4 1/8 1-0 First Half 1-0 1-0 First Dia 2-4 118 2-3 112 Depth 118.00 118.00 Loads Load Type Category Loadl Load2 Position Direction Lac/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 24-7 518 L-BL Uniform (plf) DL(1) 110.00 110,00 TC + 0-0 24-7 5/8 L-BL Cone @ any p (Ibs) CL 1) 200.00 0.00 TC + Gross Uplift(plf) WL(2) 100,00 100.00 TC - 0-0 24-7 5/8 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Conc @ an (Ibs) LL{3) 2,000.00 0.00 BC + Uniform (plf) SM(3) 11.72 11.72 TC + 0-0 24-7 5/8 L-BL Conc @ any pp(Ibs) CL(3) 200,00 0.00 TC + Uniform (plf) CL(3) 110,00 110.00 TC + 0-0 24-7 518 L-BL Stress Analysis Surnmary tnt.Panef TC.. Max Panei BC: Reaction LE: Reaction RE: Minimum Shear. Max TC Comp: Max BC Tension l 24.00 48.00 4,570.54 14,572.31 11,143.08 19,457,69 118,830.29 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 5,603.76 6,842.37 0.00 0.00 5,647,90 1,498.35 22.21 0-2 W3 5,603.76 6,842.37 6,223.29 1,686.35 1,302.79 4.911.53 20.921-4118 W4 5,603.27 10.887.46 6,223.29 1,686.35 5,903.69 1,553.18 29.49 2-4 118 W5 5,603.27 10,887.46 14,543.35 3,919.68 1,209.03 4,607.96 29.49 4-4 1/8 W6 5,602.62 17,190.96 14,543.35 3,919.68 3,761.38 887.30 29.49 6-4 118 W7 5,602.62 17,190.96 18.830.29 5,032.69 1,454.68 2,758.36 29.49 8-4 118 W8 5,601.97 19,457.69 18,830.29 6,032.69 2,379.79 1,454.98 29.4910-4118 W8 5,601.97 19.457.69 18.800.38 5,025.40 2,379.79 1,454.9E 29,49 12-4118 W7 5,601.32 17,134.79 18,800.38 5,025.40 1,454,68 2,758.36 29.49 14-41/8 W6 5,601.32 17,134,79 14,460.93 3,897.79 3,761.38 887.30 29.4916-41/8 W5 51600.67 10,778.7E 14,460.93 3,897.79 1,209.03 4,607.96 29.49 18-4110 W4 5,600.67 10,778.78 6,088.35 1,649.88 5,903.69 1,553.18 29.49 20-41/8 W3 5,600.18 6,777.46 6,088.35 1,649.88 1,302.79 4,911.53 20.92 22-4118 V1S 5,600.18 6,777.46 0.00 0,00 21126.12 2,369.78 17,49 23-7 518 W2 5,600.18 6,803.88 0.00 0.00 5,629.561 1,493.77 21,82 23-41/8 Standard Verticals Member Position Max Tension Max Comp. I Length V1 End Panel 2,126,12 2,369.78 17.49 V2 Interior 2,000.00 2,448,43 17.14 STRESS ANALYSIS-PAGE 2 G� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPOROERS 11121/2019 3,39:43 PM NEW MILLENNIUM Location: Joist Description: Mark: ..,,,,1-r. gVRTRM`i ARLINGTON,WA Long Span 18LH3601250 J21 Chord Pro rties Chard Area Rx Rz Ryy Y Ix Q Material TC 0.4771 0,4853 0,3153 1,2926 0,4406 0.1124 0,9724 A281311 8= 1.8750 x 1.5950 x.150 BC 0-3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B= 1.4370 x 0.124 Axial and Bending Analysis K.- Fy., Fb- Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Sridg SC: 0.75 50,000.00 30,000.00 1114.47 1297.97 1446.96 16-10 318 13-5 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 14.13 12.00 24.00 15.50 10.00 1.1250 Min Weld Lan 2X: Bending Load 360.00 360.00 360.00 360.00 360,00 0.5000 Axial Load 6,842.37 6,842.37 19,457.09 6,777.46 6,803.88 Max Load Fillers TC: fa 2,055.26 7,170.79 20.391.63 7,102.77 2,043.70 23,916.61 Maximum KLIr 44.80 38.06 57,09 49.16 31,72 Max Load no Fillers TC: Fcr 42,154.34 43.861.68 38,563.62 40,944.00 45,263.86 21,039.52 Fa 25,292.60 26,317.01 23.138.17 24,566.40 27,158.32 225.61 yy; 25.61 F'e 2,285,827.00 468,118,53 208,052.70 280,578,84 4,560,582.60 BCOAL/Ryy. Cm 0.9996 0.9923 0,9343 0.9873 0.9998 269.90 Panel Point Moment 84.84 1,104.38 1,440.00 1,136.66 333.74 BC Stress: Mid Panel Moment 694.80 97.67 720,00 199.461 222.01 0.96 Panel Point fb 25.36 5,671.26 7,394.73 5,837.011 911.75 B C L/Rz. 179.5064 Mid Panel fb 250.75 191.43 1,411.17 390.93 80.12 TC shear Stress; Fillers 0 0 0 0 0 12,469.92 Panel Point Stress 2,080.62 12,842.05 27,786.36 12,939,76 2.143.45 BC Shear Stress: Mid Panel Stress 0.04921 0.27841 0.9293 0.3014 0.0404 16,057.95 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld aty Material W2 5,647.90 8,086,22 1,498.35 6,087.40 3.22 x 0.118 1 C18BB=1.125 x 1.035 x.118 W3 1,302.79 8,984.69 4,911.53 6,061.71 2.80 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W4 5,90369 8,984.69 1,553.18 5,056.1 B 3 37 x 0.118 1 C18BB=1.125 x 1.035 x.118 W5 1,209.03 8,984.69 4,607.96 5,056.18 2.63 x 0.118 1 C18BB=1.125 x 1.035 x.118 W6 3,761.38 4,802.89 887.30 2,292.14 3.29 x 0.077 1 C10AB= 1.125 x 0.756 x.077 W7 1.45468 5,758.64 2,758.36 2,92447 2 06 x 0.090 1 C12BB=1.125 x 0.799 x.090 W8 2,379.79 4,802.89 1,454.98 2,292.14 2.08 x 0.077 1 C10AB=1.125 x 0.756 x.077 W8 2,379.79 4,802.89 1,454.98 2,292.14 2.08 x 0.077 1 C10AB= 1.125 x 0.756 x.077 _ W7 1,454 68 5,758.64 21758.36 2,924.47 2 06 x 0.090 1 C12BB=1.125 x 0.799 x.090 W6 3,761.38 4,802.89 887.30 2,292,14 3.29 x 0.077 1 C10AB=1.125 x 0.756 x.077 W5 1,209.03 8,984.69 4,607,96 5,056.18 2.63 x 0.118 1 C18BB= 1,125 x 1.035 x.118 W4 5,903.69 7,826.93 1,553.18 4,192 84 3 90 x 0.102 1 C1611313=1.125 x 1.025 x.102 W3 1,302.79 8,984.69 4,911.53 6,061.71 2.80 x 0.118 1 C18BB=1.125 x 1.035 x.118 W2 6,629.56 8,086.22 1,493.77 6,129.33 3.21 x 0.118 1 C18BB= 1.126 x 1.035 x.118 V1 2,12012 4,802.89 2,369.78 3,42510 2 03 x 0.077 1 C10AB=1.125 x 0.756 x.077 V2 2,000.00 4,802.89 2,448.43 3,425.10 2.13 x 0.077 1 C10AB=1.125 x 0.756 x.077 i STRESS ANALYSIS-PAGE 3 Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:39:43 PM NEW MILLENNIUM Location: Joist Descrip[ion: Mark: Win nwr. Av-%rrm" ARVNGTON,WA Long Span 18LH3601250 J21 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 112 BPL Length 1-7 7/8 BPL Length 1-4 Clear Bearing 0-4 518 Clear Bearing 0-4 118 BPL Material:203025=2 x 3 x.250 BPL Material:203025=2 x 3 x.250 Total Load 360.00 Total Load 360.00 Reqd TL Def 1-180 000 Reqd TL Def 1-180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2.7709 Section Modulus 2,7709 Reqd SM 0.0028 Reqd SM 0.0000 Mom of Inertia 5.3047 Mom of Inertia 5.3047 Reqd MI 0.0001 Reqd MI 0.0000 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: ❑L Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: ❑L+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: ❑L+WL+AX Case 7e: ❑L+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e: 0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP iTi I STRESS ANALYSIS -PAGE 1 Job Number Job Naine: Date Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IU22/2019 4:50:52 AM NEW MILLENNIUM Location: Joist Description: Mark: RL III rllNr riY 7- ARLINGTON,WA Long Span 32LH3641250 J22 Geometry ease Length: Working Length: Joist Depth, Effective Depth: 6C Panel Length: Shape; 39-3 518 138-115/8 1 32.00 1 WAS 7 @ 5.0 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-4 114 TC Panel 1-2 1-2 First Half 2-0 2-0 First Diag. 4-11 318 4-4 114 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-3 518 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 39-3 5/8 L-BL Conc Load Ibs) CL(1) 420.00 0.00 TC + 27-0 33-0 L-DAL Gross Uplift(plf) W L(2) 100.00 100.00 TC 0-0 39-3 518 L-BL Conc Load(Ibs) SM(2) 990.00 0.00 TC 27-0 33-0 L-DAL Uniform (plf) 5M(3) 12,15 12.15 TC + 0-0 39-3 518 L-BL Axial (Ibs) SM(3) 7,400.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114,00 TC + 0-0 39-3 5/8 L-BL Axial(Ibs) SM(3) 1,700.00 0,00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Conc Load(Ibs) CL(3) 420.00 0.00 TC + 27-0 33-0 L-DAL Conc Load(Ibs) 5M(3) 990.00 O.QD TC + 1 27-Q 33-0 L-DAL Stress Analysis Summary Int.Panet TC: Max Panel SC: Reaction LE. Reartion RE: Minimum Shear: Max TC Comp: Max SC 7ens+on 30.00 60.Oo 7,226.51 17,440.65 1.860.16 127,448.30 27,866.19 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 9,120.38 12,170,73 0,00 0.00 10,371.88 2,795.38 45.47 0-2 V1S 9,106.98 11,961.97 0.00 0.00 2,450.13 2,775.55 37.56 1-2 W 3 9,106.98 11.961.97 11,807.83 3,176.06 2.139.22 8.227.95 39.11 2-11 318 W4 9,106.12 16,694.42 11,807,83 3,176.06 7,614,38 1,958.44 43.05 4-11 318 V2 9.106.12 16,694.42 11,807.83 3,176.06 2,000.00 2,310.55 30.88 7-5 31B W5 9,106.12 16,694,42 20,696.93 5,547.16 1,609.89 6,308.11 43.05 7-5 318 W6 9,105.15 23,815.36 20,696.93 5,547.16 5,039.37 1,261.33 43.05 9-11 3/8 V3 9.105-15 23,815.36 20,696.93 5,547.16 2,000.00 2,321.30 30,88 12-5 318 W7 9,105.15 23,815.36 26,049.72 6,946.75 1,054.60 3,322.51 43,05 12-5 318 W8 9,104.19 27,399.99 26,049.72 6,946.75 2,593,47 1,055.12 43.05 14-11318 V4 9,104.19 27,399.99 26,049.72 6,946.75 2,D00.00 2,326.51 30.88 17-5 318 W9 9,104.19 27.399,99 27,866.19 7,374.82 1,412.09 2,593.47 43.05 17-5 3/8 W9 9,103.22 27,448,30 27,866,19 7,374.82 1,412.09 2,593.47 43.05 19-11 3/8 V5 9,103.22 27,448.30 27,866.19 7,374.82 2,000.00 2,326.18 30.8E 22-5 318 W8 9,103.22 27.448.30 26,146.34 6,831,38 2.593.47 1,055.12 43.05 22-5 3/8 W7 9,102.26 23,854.89 26,146,34 6,831.38 1,054,60 3,322.51 43.05 24-11 3/8 V6 9.102.26 23.854.89 26,146.34 6,831.381 2,354.72 3,042.54 30.8E 27-5 318 W6 1 9,102.26 23,854.89 20,376,73 5,316431 5,039.37 1,261.33 43.05 27-5 318 w Continued on Next Page.. I STRESS ANALYSIS-PAGE 1 G7 Job Number m Job Na no Date Pon: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS I V2212019 4:50:52 AM NEW MILLENNIUM Locelion: Jws t Des criplion: Mark: Rl Ill PINr, r Y R TF M9 ARLINGTON,WA Long Span 32LH364/250 J22 Stress Anal Ms Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 9,101.29 16,896.11 20,376.73 5,316.43 1,609.89 6,308.11 43.05 29-11 318 V7 9,10129 16,896.11 20,376.73 5,31643 2,354.72 3,030.23 3088 32-5 318 W4 9,101.29 16,896.11 10,768.19 2,829.96 7,614.38 1,958.44 43.05 32-5 318 W3 9,100,42 11,833,20 10,768.19 2,829.96 2,139.22 8,227.95 39.11 34-11318 V1 S 9,100421 11,833.20 0.00 000 2,202.68 2,474 76 3401 38-1 518 W2 9,100.421 11,955.08 0.00 0.00 9,526.91 2,491.6BI 40,53 36-11 318 STRESS ANALYSIS-PAGE 2 Job Number_ Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 4:50:52 AM NEW MILLENNIUM Location' Just Description: Mark: A,1.1 ­1 1Y1T1.1 ARLINGTON,WA Long Span 32LH3641250 J22 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,6209 0,6249 0,3548 1,2477 0,6098 0.2425 1,0000 A34A18= 1,8750 X 2.0010 X.176 BC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 1 A28B= 1.7350 x 0.150 Axial and Bending Analysis K., Fy., Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg SC: 6.75 50,000.00 30,000.00 515.28 1325.31 487.96 17-5 718 114-10318 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chorris: Length 12.00 45.38 30.00 38.25 12.00 1.1250 Min Weld Lan 2X: Bending Load 364.00 364.00 364,00 364.00 364,00 0.5000 Axial Load 12,170.73 11,961.97 27,448.30 11,833.20 11,955.08 Max Load Fillers TC: fa 9.800.88 9,632.77 22,103.64 9,529.07 3,653.00 31,167.40 Maximum K Ur 33.82 72,61 42,28 107.81 33,82 Max Load no Fillers TC: Fcr 45,988.11 34,00529 43,874.58 21,375.06 45.988.11 26,486.93 Fa 27,592.86 20,403.17 26.324.75 12,825.04 27.592.$6 7 .7URyy: 34.78 Fe 776,169.00 54,285.71 220,776,97 76,393.41 3,275,278,25 8CDAURyy: Cm 0.9937 0.9113 0.9329 0,9376 0,9994 389.38 Panel Point Moment 4,534.17 4,534.17 2.275.00 3,916.73 3,916.73 Bc Stress: Mid Panel Moment 3,523.52 3,360.19 1,137.50 2,058.68 2,960.59 0.97 Panel Point fb 13,006-05 13,006,06 6.525.73 11,234.97 1,157.64 SCL/Rz: 186.6833 Mid Panel lb 10,107.05 4,224.84 1.430.20 2,588.41 875.04 TC Shear Stress: Fillers 0 1 4 0 0 13,858.36 Panel Point Stress 22,806.93 22,638.83 28,629.37 20,764,04 5,010.64 BC Shear Stress: Mid Panel Stress 0.6592 0.63421 0.88711 0.8338 0,0990 18,410.13 Web Design Member Web Tension Allow Tension Web.Cornp Allow Comp Weld Qty Material W2 10,371.88 14,381.54 2,795.38 6,130.86 4.66 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,450.13 7,826,93 2,775,55 3,421.85 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,139.22 24,373.24 8,227.95 10,206.69 3 05 x 0.188 1 C38BA=1.125 x 1.845 x.199 W4 7,614.38 10,742.43 1,958.44 4,434.08 3.98 x 0.129 1 C22BB=1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,310,55 2,754.74 2.00 x 0.090 1 C12BB= 1.125 x 0,799 x.090 W5 1,609.89 16,73022 6,308.11 6,40002 2 69 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 5,039.37 5,758.64 1,261.33 1,509.97 3.77 x 0.090 1 C12BB=1.125 x 0.799 x.090 V3 2,000.00 6,758,64 2,321.30 2,754.74 2.00 x 0.090 1 C12BB= 1.126 x 0.799 x.090 W7 1,05460 8,984.69 3,322.51 3,56452 2 00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 2,593.47 4,802.89 1,055.12 1,144.68 2.27 x 0.077 1 C10AB=1.125 x 0.756 x.077 V4 2,000.00 6,758.64 2,326,51 2,754.74 2.00 x 0.090 1 C12BB= 1.125 x 0,799 x.090 W9 1,412.09 7,826.93 2,593.47 2,933.15 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W 9 1,412.09 7,826.93 2,593.47 2,933.15 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V5 2,000.00 5,758.64 2,326,18 2,754.74 2.00 x 0.090 1 C12BB= 1.126 x 0.799 x.090 W8 2,59347 4,802.80 1,055.12 1,14466 2 27 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 1,054.60 8,984.69 3,322.51 3,564.52 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 V6 2,354.72 7,826,93 3,042,54 4,054.92 2.01 x 0,102 1 C166B= 1,125 x 1.025 x.102 W6 5,039.37 5,758.64 1,261.33 1,509.97 3 77 x 0-090 1 C12BB=1.125 x 0.799 x.090 W5 1,609.891 16,730.221 6,308,11 6,400.02 2.69 x 0.158 1 C32BA=1.125 x 1.520 x.158 *Continued on Next Page... STRESS ANALYSIS-PAGE 2 �,7 Jcpt Number ot;Name:J 1 Date Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHQPCRDERS 11/22/2019 4:50:52 AM NEW MILLENNIUM Location: Joist description: Mark: —H,11Nr �YV TFul ARLINGTON,WA Long Span 32LH3641250 ,122 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material V7 2,354.72 7,826,93 3,030.23 4,054.92 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 7,61438 8,984.69 1,958.44 3,56452 4 35 x 0.118 1 C18BB=1.125 x 1.035 x.118 W3 2,139.22 24,373.24 8,227.95 10,206.69 3.05 x 0.188 1 C38BA=1.125 x 1.845 x.199 V1S 2,202.68 7,826,93 2,474.761 3,752.46 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 9,526 91 14,381.541 2,491.681 6,850.97 4 28 x 0.150 1 C28BB=1.125 x 1.344 x.150 } 1 I STRESS ANALYSIS-PAGE 3 Job Number Jots Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 4:50:52 AM NEW MILLENNIUM Location: Joist Description: Mark: M, 1-1 gY4T"M 5 ARLINGTON,WA Long Span 32LH3641250 J22 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R, Rnfd_ TCX Depth 31/2 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 1-6 7/8 Clear Bearing 0-7 Clear Bearing0-4 118 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 364.00 Total Load 364,00 Reqd TL Def L180 003 Reqd TL Def 1-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def 1-1120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.3486 Section Modulus 2,5708 Reqd SM 0.0097 Reqd SM 0,0000 Mom of Inertia 0.4850 Mom of Inertia 5.1129 Reqd MI 0,0009 Reqd MI 0.0000 Seat Type:Lapped ;eat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: ❑L+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 1 G� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 4:57:20 AM NEW MILLENNIUM Location: Joist Description: Mark: A,II,ni-, -TFM9 ARLINGTON,WA Long$pan 32LH3641250 J23 Geometry Base Length: Working Length. Joist Depth: Elfective Depth: BC Panel Length: Shape: 39-8 318 139-43/8 132.00 3C 7®5-0 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-9 TC Panel 1-2 1-2 First Half 2-0 2-0 / First Diag. 4-11 318 4-9 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in S lEnd Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-8 3/8 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 39-8 3/8 L-131- Cone Load Ibs CL 1 420.00 0.00 TC + 27-0 33-0 L-OAL Grass Uplift(plf) W L(2) 100.00 100.00 TC - 0-0 39-8 318 L-BL Cone Load(Ibs) SM(2) 990.00 0,00 TC - 27-0 33-0 L-OAL Uniform (plf) 5M(3) 12,15 12A5 TC + 0-0 39-8 318 L-BL Axial(Ibs) SM(3) 7,400.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 39-8 3/8 L-BL Axial(Ibs) SM(3) 1.700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Conc Load{Ibs) CL(3) 420.00 0,00 TC + 27-0 33-0 L-OAL Cone Load(Ibs) SM(3) 990.00 0.00 TC + 27-0 33-0 L-OAL Stress Anal sis Surnmary Int.Panel TC: Max Panel BC: Rearlion LE: Rearfion RE: Minimum Shear. Max TO Comp: Max BC Tension 30.00 60.00 7,301.01 7,509.45 1,877.38 28,097.08 28,442.17 Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W2 9,120.73 12,208.19 0,00 0.00 10,482.17 2,824.52 45.47 0-2 V1S 9.107.33 11,999.43 0.00 0,00 2,450.13 2,775.67 37.56 1-2 W3 9,107.33 11,999.43 11.947.05 3,212.83 2,139.22 8.223.83 39.11 2-113/8 W4 9,107.02 16,906.43 11,947.05 3,212.83 7,509,41 1,930.85 43.05 4-11 318 V2 1 9,107.02 16.906.43 11,947.05 3,212.83 2,000.00 2,310.87 30.88 7-5 318 W5 9,107.02 16,906.43 20,981.73 5,622.39 1,582.29 6,199.65 43.05 7-5 318 W6 9,106.68 24,172.96 20,981.73 5,622.39 4,930.91 1,233.74 43.05 9-11 318 V3 9,106.68 24,172.96 20,981.73 5.622-39 2,000.00 2,321.84 30,8E 12-5 3/0 W7 9,106.68 24,172.96 26,480.11 7,060.43 1,047.88 3,312.15 43.05 12-5 3/8 W8 9,106.33 27,903.17 26,480.11 7,060.43 2,617,45 1,048.07 43.05 14-11 3/8 V4 9,106.33 27,903.17 26,480.11 7,060.43 2,000.00 2,327.27 30.88 17-5 3/8 W9 9,106.33 27,903.17 28,442.17 7,526.96 1,403.10 2,617.45 43.05 17-5 3/8 W9 9,105.99 28,097.08 28,442,17 7,526.96 1,403.10 2,617.45 43.05 19-11 3/8 V5 91105.99 28,097.08 28,442.17 7,526.96 2,000.00 2,327.16 30.88 22-5 31B W8 9,105.99 28,097.08 26.867.91 7,021.98 2,617,45 1,048.07 43.05 22-5 3/8 W7 9,105,64 24,649.26 26,867.91 7,021.98 1,047,88 3,312.15 43.05 24-11 3/8 V6 9,105.64 24,1649.261 26.867.91 7,021,98 2,354.72 3,043-83 30.88 27-5 3/8 W6 9,105.64 24.649.261 21,243.89 5,545,48 4.930.911 1,233.74 43.05 27-5 318 "Continued on Next Page.. STRESS ANALYSIS-PAGE 1 G� Job Number Job Name: Data Run 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 4:57:20 AM NEW MILLENNIUM Location: Joist Description: Mark. RI Ill 1-11 SY4TFMri ARLINGTON,WA Long$pan 32LH3641250 J23 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 9,106.30 17,330,89 21,243,89 5,545.48 1,582.29 6,199.65 43.05 29-11 318 V7 9,105.30 17,330.89 21,243.89 5,545 4B 2,354.72 3,031.76 30.8E 32-5 31B W4 9,105.30 17,330.89 11,780.93 3,097.46 7,509.41 1,930.85 43.05 32-5 318 W3 9,104.99 12,309.18 11,780.93 3,097.46 2,139,22 8,223,83 39.11 34-113/8 V1S 9,104 99 12,309.18 0.00 0.00 2,359.221 2,665981 36.26 36-6 315 W2 9,112.611 12,487.05 0.001 0.00 10,382.791 2,718.081 43.76 36-11 318 �� �1 STRESS ANALYSIS-PAGE 2 Job Number: Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 4:57:20 AM NEW MILLENNIUM Location: Joist Description: Mark: Rl 111 rn r.i r. SYSTEMS ARLINGTON,WA Long Span 32LH3641250 J23 Chord Pro rtles Chard Area Rx Rz Ryy Y Ix Q Material TC 0.6209 0,6249 0,3548 1,2477 0,6098 0,2425 1.0000 A34A18= 1,8750 X 2.0010 X.176 BC 0.4771 0.5392 0.3214 12009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 Axial and Bending Analysis K.- Fy., Fb: Mom of inertia: LL 360: LL 240: Max Bridg 7C: Max Bridg BC: 0.75 50,000.00 30,000.00 515.28 315.59 1473.39 117-5518 14-8112 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Cfwrds: Length 12.00 45.38 30.00 43.00 12.00 1.1250 Bending Load 364.00 364,00 364,00 364.00 364.00 Min Weld Len 2X: 0.5000 Axial Load 12,208.19 11,999.43 28,097.08 12,309,1E 12,487.05 Max Load FillersTC: fa 9,831.04 9,662.94 22,626.09 9,912.37 3.452.51 31,167.40 Maximum K Ur 33.82 72,61 42,28 68.81 33,82 Max Load no Fillers M Fcr 45.988.11 34,005.29 43,874.58 35,368,30 45,988.11 26.486.93 Fa 27,592.86 20,403.17 26,324.75 21,220.98 27,592.86 378.59 yy: 78.59 Fie 776,169.00 54,285,71 220,776,97 60,447.99 3,073,780,75 SCOAURyy. Cm 0.9937 0.9110 0.9313 0.9180 0.9994 393.34 Panel Point Moment 4.534.17 4,534.17 2,275.00 5,073,42 5,073.42 BC stress: Mid Panel Moment 3,523.52 3,360.19 1,137.50 2,648.51 3,955.45 0.99 Panel Point fb 13,006.05 13,006.06 6,525.73 14,552.86 1,491.81 sC URz: 186.6833 Mid Panel fb 10,107.05 4,224.84 1,430.20 3.330.03 1,163.07 TC Shear Stress: Fillers 0 1 4 1 0 14 ,078.14 Panel Point Stress 22,837.09 22,669,00 29,151,82 24,465.23 4,944.32 BC Shear Stress: Mid Panel Stress 0.6603 0.6359 0.9071 0.5918 0.1014 1$,697.37 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 10,482.17 14,381.54 2,824.52 6,130.86 4.71 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,450.13 7,826,93 2,775.67 3,421.85 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,139.22 24,373.24 8,223.83 10,206 69 3 05 x 0.188 1 C38BA=1.125 x 1.845 x.199 W4 7,509.41 10,742.43 1,930.85 4,434.08 3.92 x 0.129 1 C2211313=1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,310,87 2,754.74 2.00 x 0.090 1 C12613= 1.125 x 0.799 x.090 W 5 1,58229 16,730.22 6,199.65 6,40002 2 64 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 4,930.91 5,758.64 1,233.74 1,509.97 3.69 x 0.090 1 C12BB=1.125 x 0.799 x.090 V3 2,000.00 6,758,64 2,321.84 2,754.74 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,047.8E 8,984.69 3,312.15 3,564.52 2.00 x 0.118 1 IC181313=1.125 x 1.035 x.118 W8 2,617.45 4,802.89 1,048.07 1,144,68 2.29 x 0.077 1 C1CAB=1.125 x 0.756 x.077 V4 2,000.00 5,758.64 2,327.27 2,754.74 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,40310 7,826.93 2,617.45 2,93315 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 1,403.10 7,826,93 2,617.45 2,933.15 2.00 x0.102 1 C16613=1.125 x 1.025 x.102 V5 2,000.00 5,758,64 2,327.16 2,754.74 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 2,617.45 4,802.89 1,048.07 1,144 68 2 29 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 1,047.88 8,984.69 3,312.15 3,564.52 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 V6 2,354.72 7,826,93 3,043,83 4,054.92 2,01 x 0.102 1 C16BB= 1.125 x 1,025 x.102 W6 41930 91 5,758.64 1,2,33.741 1.509.97 3 69 x 0.090 1 C12BB=1.125 x 0.799 x.090 W5 1,582,291 16,730.221 6,199,651 6,400.02 2.64 x 0.158 1 1 C3213A=1.125 x 1.520 x.158 `Continued on Next Page.. STRESS ANALYSIS-PAGE 2 Job Number: Job Name: Date Run: 0 I5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111/2212019 4:57:20 AM NEW MILLENNIUM Location: RmY Description: Mark: .."1-1. JARLINGTON,WA Long Span 32LH3641250 J23 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material V7 2,354.72 7,826.93 3,031.76 4,054.92 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 7,50941 8,984.69 1,930.85 3,56452 4 29 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 3 2,139.22 24,373.24 8,223.83 10,206.69 3.05 x 0.188 1 C38BA=1.125 x 1.845 x.199 V1S 2,359.22 7,826,931 2,665,981 3,541.53 2.00 x 0,102 1 C16BB= 1,125 x 1.026 x.102 W2 10,382 79 14,381.541 2,718.081 6,379.04 4.66 x 0.150 1 C28BB=1.125 x 1.344 x.150 i I I STRESS ANALYSIS-PAGE 3 G� Job Number. Job Nai»e Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 4:57.20 AM NEW MILLENNIUM Location: Joist Description: Mark: ACHE--, SY-7- ARLINGTON,WA Long Span 32LH3641250 IJ23- TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-1 1/2 TCX Type R TCX Tye R, Rnfd TCX Depth 3 112 TCX Depth 3 1/2 BPL Length 0-8 3/8 BPL Length 1-91/2 Clear Bearing 0-6 5/8 Clear Bearing 0-6 114 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-180 003 Reqd TL Def L180 002 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L1120 0.01 Section Modulus 0,3486 Section Modulus 3.0146 Reqd SM 0.0097 Reqd SM 0.0062 Mom of Inertia 0.4850 Mom of Inertia 5.5932 Reqd MI 0,0009 Reqd MI 0,0005 Seat Type:Lapped Seat Type:Lapped(Reinforced) I L Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0,75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: ❑L+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0,75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Sg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: ❑L+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 1 40 Job Number: Job Name. Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 4;59:16 AM NEW MILLENNIUM Locbtion: Joist Descripliun: Mark: Rl Ill P I1 r SYrTFM9 ARLINGTON,WA Long Span 32LH364/250 .125 Geometry Base Length: Working Length; Joist Depth: Effective Depth: BC Panel Length: Shape: 39-8 112 139-4112 32.00 30.88 7 5-0 Parallel Chords Variable Left End Ri ht End BC Panel 2-11 318 2-9 118 TC Panel 1-2 1-2 First Half 2-0 2-0 First Diag. 4-11 318 4-9 118 Depth 32.00 32.00 Loads Load Type Category Load1 Load2 Position Direction LoclBe in Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-8 1/2 L-BL Uniform (plf) LL(1) 250,00 250,00 TC + 0-0 39-8 1/2 L-BL Conc Load Ibs) CL 1 420.00 0.00 TC + 27-0 33-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC 0-0 39-8 112 L-BL Conc Load(Ibs) SM(2) 990.00 0,00 TC 27-0 33-0 L-OAL Uniform (plf) SM(3) 12.15 12.15 TC + 0-0 39-8 112 L-BL Axial(Ibs) SM(3) 7,400.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114,00 TC + 0-0 39-8 1/2 L-BL Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2.000.00 0.00 BC + Conc Load(Ibs) CL(3) 420.00 0,00 TC + 27-0 33-0 L-OAL Cone Load(Ibs) SM(3) 990.00 0,00 TC + 27-0 33-0 L-OAL Stress Analysis Summary Int.Pane!TC: Max Panel BC: Reartinn LE: Reaction RE: Minimum Shear: Max TC Comp,: Max SC Tension l 30.00 60.00 7,301.16 17,513.03 11,878.26 28,098.75 128,443.85 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 9,106.01 12,202,72 0.00 0.00 10,482.47 2,825.29 45.47 0-2 V1S 9,102.06 11,993.96 0.00 0.00 2,437,63 2,775.68 37.56 1-2 W 3 9,102.06 11,993.96 11,947.41 3,213.80 2,139.22 8,225.97 39.11 2-11 3/8 W4 9,101.81 16,906.98 11,947.41 3,213.80 7,509.12 1,930.12 43.05 4-11 318 V2 91101.81 16,906.98 11,947.41 3,213.80 2,000.00 2,310.88 30.8E 7-5 318 W5 9,101.81 16,906.98 20,982.47 5,624.37 1,581.57 6,195.63 43.05 7-5 318 W6 9,101.53 24,173,88 20,982,47 5,624.37 4,926.89 1,233.01 43.05 9-11 318 V3 91101-53 24,173.88 20,982.47 5,624.37 2,000.00 2,321.85 30.88 12-5 318 W7 9,101.53 24,173.88 26,481.22 7,063.43 1,047.88 3,312.39 43.05 12-5 318 W8 9,101.24 27,904.47 26,481.22 7,063.43 2,618.70 1,048.03 43.0514-11318 V4 9,101,24 27,904.47 26,481.22 7,063.43 2,000.00 2,327.29 30.88 17-5 318 W 9 9,101.24 27,904.47 28.443.65 7,530.97 1,403.10 2,618.70 43.05 17-5 318 W9 9,100.96 28,098.75 28,443,65 7,530.97 1,403.10 2,618.70 43.0519-11318 V5 91100.06 28,098.75 28,443.65 7,530.97 2,000.00 2,327.1 B 30.88 22-5 318 W8 9.100.96 28,098,75 26,869.77 7,027.00 2,618.70 1,048.03 43.05 22-5 318 W7 9,100.68 24,678.51 26,869.77 7,027.00 1,047,88 3,312.39 43.05 24-11 318 V6 9,100,6E 24,678.51 26,869.77 7,027.00 2,354,72 3,043.87 30.88 27-5 318 W6 9,100.69 24,678.51 21,273.33 5,551.51 4,926,891 1,233.01 43.05 27-5 318 -Continued on Next Page... s STRESS ANALYSIS-PAGE 1 Job Number: Job Name: hate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 4:59.16 AM NEW MILLENNIUM Location: Juist aescriplion: Mark: —111 nINr 4YrT— ARLINGTON,WA Long Span 32LH3641250 J25 Stress Anah sis Summary,Continued... Member TC Tension TC Campresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 9,100.40 17,358.75 21,273.33 5,551.51 1,581,57 6,195.63 43.05 29-11 3/8 V7 9,10040 17,358.75 21,273.33 5,551.51 2,354.72 3,031.80 30 8B 32-5 31B W4 9,100.40 17,358.75 11,810.75 3,104.50 7,509.12 1,930.12 43.05 32-5 3/8 W3 9,100.15 12,327.68 11,810.75 3,104.501 2,139,221 8,225,97 39.11 34-113/8 V1S 9,100 15 12,327.68 0.00 0.0ol 2,352.521 2,671 541 36.32 3B-6 1/2 W2 1 9,100.151 12,507.14 0,00 0,001 10,408.921 2,724,331 43.84 36-11 3/8 STRESS ANALYSIS-PAGE 2 G� Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 4:59:16 AM NEW MILLENNIUM Location: Joist Description: Mark: Rl Ill Ml- -TFV9 ARLINGTON,WA Long Span 32LH3641250 J25 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.6209 0,6249 0,3548 1.24T7 0,6098 0,2425 1,0000 A34A18= 1.8750 X 2.0010 X .176 BC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B= 1.7350 x 0.160 Axial and Bending Analysis K. Fy.. Fb: Morn of inertia: LL 360: LL 240: Max Bridg TC- Max Bridg BC: 0.75 50.000.00 30,000.00 1515.28 315.34 473.01 17-5 518 14-8112 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 12.00 45.38 30.00 43,13 12.00 1.1250 Min Weld Len 2X..- Bending Load 364.00 364,00 364,00 364,00 364.00 0.5000 Axial Load 12,202.72 11,993.96 28,09815 12,327.68 12,507.14 Max Load Fillers TC: fa 3,932.81 9.658.53 22,627.44 9,927.27 3,458.07 31,167.40 Maximum K Ur 33.82 72,61 42,28 69.01 33,82 Max Load no Fillers TC: Fcr 45,988.11 34,005.29 43,874.58 35,297.06 45,988.11 26,486.93 TC Fa 27,592.86 20.403.17 26.324.75 21.178.25 27,592.86 378.69 y: 78.69 Fe 3,275,278.25 54,285,71 220,776.97 60,098.07 3,073,780.75 BCOAURyy. Cm 0.9994 0,9110 0.9313 0,9174 0,9994 393.44 Panel Point Moment 5,680.29 5,680.29 2,275.00 5,107.83 5,107.83 8C Stress: Mid Panel Moment 4,444.46 2,970.02 1,137.50 2,663.98 3,953.16 0.99 Panel Point fb 1,678.89 16,293.66 6,525.73 14,651-57 1,501.92 BCL/Rz: 186.6833 Mid Panel fb 1,313.62 3.734.26 1.430.20 3,349.48 1,162.40 TC Shear Stress; Fillers 0 1 4 1 0 14,087.54 Panel Point Stress 5,611.70 25,952A9 29,153,17 24,578.84 4,959.99 BC shear stress; Mid Panel Stress 0.1151 0.6168 0.9072 0.5945 0.1015 18,709.73 Web Design Member Web Tension Allow Tenslon Web Comp Allow Comp Weld Qty Material W2 10,482.47 14,381.54 2,825.29 6,130.86 4.71 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,437.63 7,826.93 2,775.68 3,421.85 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,139,22 24,373.24 8,225.97 10,206 69 3 05 x 0.188 1 C38BA=1.125 x 1.845 x.199 W4 7,509.12 10,742.43 1,930,12 4.434.08 3.92 x 0.129 1 C22BB=1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,310,88 2,754.74 2,00 x 0,090 1 C12813= 1.126 x 0.799 x.090 W 5 1,581.57 16,730.22 6,195.63 6,40002 2.64 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 4,926.891 5,758.64 1,233.01 1,509.97 3.69 x 0.090 1 C12BB=1.125 x 0.799 x.090 V3 2,000.001 6,758,64 2,321.85 2,754.74 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,047 88 8,984.69 3,312.39 3,56452 2 00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 2,618.70 4,802.89 1,048.03 1,144.68 2.29 x 0.077 1 C10AB=1.125 x 0.756 x.077 V4 2,000.00 6,758.64 2,327,29 2,754.74 2.00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W9 1,403.10 7,826.93 2,618.70 2,933.15 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W 9 1,403.10 7.826,93 21618.70 2,933.15 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V5 2,000.00 6,758.64 2,327.18 2,75474 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 2,618 70 4,802.80 1,048.03 1,14466 2 29 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 1,047.88 8,984.69 3,312.39 3.564.52 2.00 x 0.118 1 C1888=1.125 x 1.035 x.118 V6 2,354.72 7,826,93 3,043,87 4,054.92 2.01 x 0.102 1 C16BB= 1,125 x 1,025 x.102 W6 4,92689 5.758.64 1,233.01 1,509,97 3.69 x 0.090 1 C12BB=1.125 x 0.799 x.090 W 5 1,581.57 16,730.22 6,195.63 6,400.021 2.64 x 0.158 1 C32BA=1.125 x 1.520 x.158 Continued on Next Page... I STRESS ANALYSIS-PAGE 2 �� Job Number_ Job Name: Date Ran: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 4:59:16 AM NEW MILLENNIUM Lvcalivn: Joist Dasoriplion: Mark: Rl Ill nINr -TF"9 ARLINGTON,WA Long Span 32LH3641250 .J25 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,354.72 7,826.93 3,031.80 4,054.92 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 7,50912 8,984.69 1,930.12 3,564 52 4 29 x 0.118 1 C18BB=1.125 x 1.035 x.118 W3 2,139.22 24,373.24 8,225.97 10.206.69 3.05 x 0.168 1 C38BA=1.125 x 1.845 x.199 V1S 2,352,52 7,826.93 2,671.54 3,535.44 2.00 x 4.102 1 C166B= 1.125 x 1.025 x.102 _d W2 10,408.92 14.381.54 2,724.33 6,366 15 4.67 x 0.150 1 C28BB=1.125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 40 Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 4:59:16 AM NEW MILLENNIUM Location: Joist Description: Mark: RL Ill MNr, 4YrT- ARLINGTON,WA Long Span 32LH3641250 J25 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd, TCX Type R, Rnfd. TCX Depth 3 112 TCX Depth 31/2 BPL Length 1-7 1/8 BPL Length 1-8 1/4 Clear Bearing 0-4 112 Clear Bearing 0-5 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-180 000 Reqd TL Def 11-180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L1120 0.00 Section Modulus 2,5708 Section Modulus 3.0146 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 5.1129 Mom of Inertia 5.5932 Reqd MI 0,0001 Reqd MI 0.0000 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinfoced) I — ——— - ' - - —— — — — — — — — - — Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0-85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0-85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Sa: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case Be: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0-85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case eg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,8(TL)+SM-AX+FEM Case Be- DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Nuinber Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 4:06:18 PM NEW MILLENNIUM Location: Joist Description: Mark. 1.11 1-1 -- 4 ARLINGTON,WA Long Span 32LH3641250 J26 Geometry Base Length: Working Length: Joist Depth: Eltectfve Depth: BC Panel Length: Shape: 39-8 112 39-4112 32.00 30.88 7 @ 5.0 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-9 118 TC Panel 1-2 1-2 First Half 2-0 2-0 First Dia . 4-11 318 4-9 118 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Positlon Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-8 112 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 39-81/2 L-BL Cone Load(Ibs) CL 1) 420.00 0.00 TC + 27-0 33-0 L-OAL Gross Uplift(plf) W L(2) 100.00 100.00 TC - 0-0 39-8 112 L-BL Conc Load(Ibs) SM(2) 990.00 0,00 TC 27-0 33-0 L-OAL Uniform (plf) SM(3) 12.15 12.15 TC + 0-0 39-8 112 L-BL Axial (Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 39-8 1/2 L-BL Axial Ibs SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Conc Load(Ibs) CL(3) 420.00 0,00 TC + 27-0 33-0 L-OAL Conc Load(Ibs) SM(3) 990.001 0,00 TC + 27-0 33-0 L-OAL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reartian LE.- Reartinn RE Minimum Shear. Max TO Comp.: Max BC Tension 30.00 60.00 7,301.18 17,513.03 1.878.26 28,098.75 128,443.65 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W2 7,306.01 10,402,72 0.00 0.00 10,482.47 2,825.29 45.47 0-2 V1S 7,302.06 10.193.96 0.00 0.00 2,437.63 2,775,6E 37,56 1-2 W3 7,302.06 10,193.96 11,947.41 3,213.60 2,139.22 8.225.97 39.11 2-113/8 W4 7,301.81 16,906,98 11,947.41 3,213.80 7,509,12 1,930,12 43.05 4-11 3/8 V2 7,301.81 16,906.98 11,947.41 3,213.80 2,000.00 2,310.88 30.88 7-5 318 W5 7,301.81 16,906,98 20,982.47 5,624.37 1,581.57 6,195.63 43.05 7-5 318 W6 7,301.52 24,173,88 20,982.47 5,624.37 4,926.89 1,233.01 43.05 9-11 318 V3 7,301.52 24,173.88 20,982.47 5,624.37 2,000.00 2,321.B5 30.8E 12-5 3/8 W7 7,301.52 24.173.88 26,481.22 7,063.43 1,047.88 3,312.39 43.05 12-5 318 W8 7,418.64 27,904.47 26,481,22 7,063.43 2,618.70 1,048.03 43.05 14-11 3/8 V4 7,418.64 27,904A7 26,481.22 7,063.43 2,000.00 2,327,29 30.68 17-5 3/B W9 7,418.64 27,904.47 28,443.65 7,530.97 1,403.10 2,618.70 43.05 17-5 3/8 W9 7,400.42 28,098,75 28,443.65 7,530.97 1,403.10 2,618.70 43.05 19-11 3/8 V5 7,400.42 28,098.75 28,443,65 7,530,97 2,000.00 2,327.1 B 30.8B 22-5 3/B W8 7,400.42 28,098.75 26,869.77 7,027.00 2,618.70 1,048.03 43.05 22-5 3/8 W7 7,300.68 24,678.51 26,869.77 7,027.00 1,047.88 3,312.39 43.05 24-11 3/8 V6 7,300.68 24,678.51 26,869.77 7,027.00 2,354,72 3,037.12 30,88 27-5 3/8 W6 7,300.681 24,678.51 21,273.331 5,551,511 4,926.891 1,233,01 43,05 27-5 318 Continued on Next Page... STRESS ANALYSIS-PAGE 1 40 Job Number. Job Narne' Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 4:06:18 PM NEW MILLENNIUM Location: Joiit Description: Mark: Rl Ill Ming, -TFMQ ARUNGTON,WA Long$pan 32LH3641250 J26 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W5 7,300.40 16,984.08 21,273.33 5,551.51 1,581.57 6,195.63 43.05 29-11 3/8 V7 7,30040 16,984.08 21,273.33 5,551.51 2,354.72 3,02505 30 88 32-5 310 W4 7,300.40 16,984.08 11,810.75 3,104.50 7,509.12 1,930.12 43.05 32-5 3/8 W3 7,300.15 10,527.68 11,810.75 3,104.501 2,139,22 8,225.971 39.11 34-113/8 V1$ 7,300.15 10,527.68 0.00 0 ool 2,352.52 2,671 541 36.32 38-6 1/2 W2 7,300.15 10,707.14 0.00 0.00 10,408.921 2,724.331 43.84 36-11 3/8 STRESS ANALYSIS-PAGE 2 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 4;06:18 PM NEW MILLENNIUM Location: Joist Descriplion: (Nark: Rl II,MINI �YST ARLINGTON,WA Long Span 32LH3641250 J26 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,6209 0,6249 0,3548 1,2477 0,6098 0.2425 1,0000 A34A18= 1,8750 X 2.0010 X.176 BC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B= 1.7350 x 0.150 Axial and Bending Analysis K' Fy.' Fb: Mom of lneffix ILL 360: ILL 240: Max BrOg TC- Max Bridg BC: 0.75 50.000.00 30,000.00 515.28 1315.34 1473.01 17-5 518 14-8112 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap between Chords; Len th 12.00 45.38 30.00 43.13 12.00 1.1250 Min Weld Len 2X: Bending Load 364.00 364.00 364,00 364.00 364.00 0.5000 Axial Load 10,402.72 10,193.96 28,098.75 10,527.68 10,707.14 Max Load Fillers TC: fa 3,352.69 8,209.02 22,627.44 8,477.76 2,960.39 31,167.40 Maximum K Llr 33.82 72,61 42,28 69.01 33,82 Max toad no Fillers TC: Fcr 45,988.11 34,005.29 43,874.58 35,297.08 45,988,11 26,486.93 TG Fa 27,592.86 20,403.17 26.324.75 21,178.25 27.592.86 378.69 yy: 78,69 F'e 3,275,278.25 54,285,71 220,776.97 60,098.07 3,073,780.75 aCOAURyy.• Cm 0.9995 0.9244 0.9313 0.9295 0,9995 393.44 Panel Point Moment 5,680.29 5,680.29 2,275.00 5,107.83 5,107.83 bC stress: Mid Panel Moment 4,444.46 2,970.02 1,137.60 2,663.98 3,953.16 0.99 Panel Point fb 1,678.89 16,293.66 6,525.73 14,651.57 1,501.92 BCL/Rr. 186.6833 Mid Panel fb 1,313.62 3.734.26 1,430.20 3,349.48 1.162.40 TC Shear Stress: Fillers 0 1 4 1 0 14,087.54 Panel Point Stress 5,031-57 24,502,68 29153A7 23,129.33 4,462,31 bC Shear Strass: Mid Panel Stress 0.1046 0.53921 0.9072 0.5210 0.0924 18,709.73 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 10,482.47 14,381.54 2,825.29 6,130.86 4.71 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,437.63 7,826,93 2,775.68 3,421.85 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,139.22 24,373.24 8,225.97 10,206.69 3 05 x 0.188 1 C38BA=1.125 x 1.845 x.199 W4 7,509.12 10,742.43 1,930.12 4,434.08 3,92 x 0.129 1 C226B=1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,310,88 2,754.74 2.00 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W5 1,581 57 16,730.22 6,196-63 6,400.02 2 64 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 4,926.89 5,758.64 1,233.01 1,509.97 3.69 x 0.090 1 C12BB=1.125 x 0.799 x.090 V3 2,000.00 6,758,64 2,321,85 2,754.74 2.00 x 0.090 1 C126B= 1.125 x 0.799 x.090 W7 1,047 813 8,9B4.69 3,312.39 3,564,52 2 00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 2,618.70 4,802.89 1,048.03 1,144.68 2.29 x 0.077 1 C10AB=1.125 x 0.756 x.077 V4 2,000.00 6,758.64 2,327.29 2,754.74 2,00 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W9 1,403.10 7,826.93 2,618.70 2,933.15 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 1,403.10 7,826.93 2,618.70 2,933.15 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V5 2,000.00 6,758.64 2,327.18 2,754.74 2.00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 WS 2,618.70 4,802.89 1,048.03 1,14466 2 29 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 1,047.88 8,984.69 3,312.39 3,564.52 2.00 x 0.118 1 C181313=1.125 x 1.035 x.118 V6 2,354.72 7,826,93 3,037,12 4,054.92 2,01 x 0.102 1 C16BB= 1,125 x 1.025 x.102 W6 4,92689 5,758.64 1,233.01 1,509.97 3.69 x 0.090 1 C12BB=1.125 x 0.799 x.090 W5 1,581.57 16.730. 22 6,195.63 6,400,02 2,64 x0.158 1 C32BA=1.125 x 1.520 x.158 Continued on Next Page... STRESS ANALYSIS-PAGE 2 Job Number Job Name: )ate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 4:06:18 PM NEW MILLENNIUM Location: lwsr Description: Mark: Rl 111 Minh, SY-M9 ARLINGTON,WA Long Span 32LH3641250 IJ26 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,354.72 7,826,93 3,025.05 4,054.92 2.00 x 0.102 1 C166B= 1.125 x 1,025 x.102 W4 7,509.12 8,984.69 1,930.12 3,56452 4 29 x 0.118 1 C1811313=1.125 x 1.035 x.118 W3 2,139.22 24,373.24 8,225.97 10.206.69 3.05 x 0.188 1 C38SA=1.125 x 1.845 x.199 V1S 2,352.52 7,826.93 2,671.541 3,535.44 2,00 x 0,102 1 C16BB= 1.125 x 1.025 x.102 W2 10,408.92 14.381.54 2,724.331 6,366.15 4.67 x 0.150 1 C28BB=1.125 x 1.344 x.150 i STRESS ANALYSIS-PAGE 3 G� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 4:06.18 PM NEW MILLENNIUM Location: Joist Description: Mark: A ti� 4Y9TFM9 ARLINGTON,WA Long Span 32LH3641250 J26 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 112 TCX Depth 3112 BPL Length 1-7 1/8 BPL Length 1-8 1/4 Clear Bearing 0-4 112 Clear Bearing 0-5 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L180 000 Reqd TL Def 1-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L1120 0.00 Sectlon Modulus 2,5708 Section Modulus 3,0146 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 5.1129 Mom of Inertia 5.5932 Reqd MI 0.0001 Reqd MI 0,0000 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) i _.. - - - - - - - t - - -- - - - -- - - - - Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: ❑L+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0,75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Sa: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case Sc: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: ❑L+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Sg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case Sh: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 Job Number_ Name Date Run: 5819-0100 GAYTE WAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:10.50 AM NEW MILLENNIUM Location: Joist Description: Mark: - ARLINGTON,WA Long Span 32LH3641250 J28 Geometry base Length: Working Length. Joist Depth; Elfectfve Depth: OC Panel Length: Shape. 39-8 112 39-4112 32.00 30.88 7 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-11 318 2-9 118 TC Panel 1-2 1-2 First Half 2-0 2-0 First Diag. 4-11 318 4-9 118 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin $ /End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-8 1/2 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 39-8 1/2 L-BL Gross Uplift(plf) W L(2) 100.00 100,00 TC - 0-0 39-8 112 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114,00 TC + 0-0 39-8 1/2 L-BL Uniform (pif) 5M(3) 1 12.15 12.15 TC + 0-0 39-8 112 L-BL Conc @ any pp(Ibs) LL(3) 2,000.0ol 0.00 BC I + Stress Analysis 8 rnmary InL Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Camp: Max BC Tension 30.00 160.00 7,166.43 7,166.25 1,791.61 27,003.84 27,412.73 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W2 5,606.01 8,216.11 0.00 0.00 10,284.06 2,825.29 45.47 0-2 V1S 5,602.06 8,007.35 0.00 0.00 _ 2,437,63 2,775.68 37.56 1-2 W3 5,602.06 8,007.35 11,698.23 3,213,80 2,139.22 7,786.77 39.11 2-113/8 W4 5.601.81 16.527.50 11,698.23 3,213,80 7,025.63 1,930.12 43.05 4-11 3/8 W5 5,601.811 16,527,50 20,472,71 5,624.37 1,581.57 5,756.90 43.05 7-5 3/8 W6 6,465.341 23,533.83 20,472.71 5,624.37 4,488,16 1,233.01 43.05 9-11 318 W7 6,465.34' 23,533.83 25,710.87 7,063.43 1,047.88 3,219.42 43.05 12-5 310 W8 7,418,64� 27,003.84 25,710.87 7,063.43 2,497.89 1,048.03 43.05 14-11 3/8 W9 7,418.64 27,003,84 27,412.73 7,530.97 1,403.10 2,497.89 43.05 17-5 3/8 W9 7,400.42 26,937.53 27,412.73 7,530.97 1,403.10 2,497.89 43.0519-11318 W8 7,400.42 26.937.53 25,578.26 7,027.00 2,497.89 1,048.03 43.05 22-5 319 W7 6,410.69 23,334.91 25,578.26 7,027.00 1,047,88 3,219.42 43.05 24-11 3/8 W6 6,410.69 23,334.91 20,207.48 5,551.51 4,488.16 1,233-01 43.05 27-5 318 W5 5,600.40 16,195.98 20,207.48 5,551.51 1.581.57 5,756.90 43.05 29-11 3/8 W4 5,600.40 16,195.98 11,300.39 3,104.50 7,025.63 1,930.12 43.05 32-5 318 W 3 5.600-15 7.860.28 11.300.39 3.104.50 2.139.22 7.786.77 39.11 34-11 3/8 V15 5,600.15 7,860.28 0.00 0,00 2,352.52 2,671.54 36.32 38-61/2 W2 5,600.15 8,039.74 0.00 0,00 9,916.54 2,724.33 43.84 36-11 3/8 Standard Verticals Member I Position Max Tension I Max Comp. I Length V2 I Interior 1 2,000,001 2,327,291 30.68 STRESS ANALYSIS-PAGE 2 G� Job Number Job Name: Crate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:10:50 AM NEW MILLENNIUM Locilion: Joist Description: Mark: Rl Ill 1 Mr, �YrT- ARLINGTON,WA Long Span 32LH3641250 J28 Chord Pro roes Chord Area Rx Rz Ryy Y Ix Q Material TC 0,6209 0,6249 0,3548 1,2477 0,6098 0.2425 1,0000 A34A18= 1.8750 X 2.0010 X.176 BC 0.4771 0.5392 0.3214 1.2009 0.510E 0.1307 1.0000 A28B= 1.7350 x 0.150 Axial and Bending Analysis K. Fy., Fb' Mom of Inertia: LL 360: LL 240: Max Bridg 7C: Max Bridg BC: 0.75 50.000.00 130,000.00 515.28 1315.34 473.01 17-5 518 14-8112 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Len th 12.00 45.38 30.00 43.13 12.00 1.1250 Min Weld Lon 2X: Bending Load 364.00 364.00 364,00 364.00 364.00 0.5000 Axial Load 8,216.11 8,007.35 27,003.84 7,860.2E 8,039.74 Max Load Fillers TC- fa 2,647.97 6,448.18 21,745.72 6,329.75 2,222.89 31,167.40 Maximum K Ur 33.82 72,61 42.28 69.01 33,82 Max toad no Fillers TC: Fcr 45,988.11 34,005.29 43,874.58 35,297.08 45,988.11 26,486.93 Fa 27.592.86 20.403.17 26.324.75 21,178.25 27.592.86 38.69 37 yy: _ 8.69 F'e 3,275,278.25 54,285.71 220,776,97 60,098.07 3,073,780.75 SC OAlRyy. Cm 0.9996 0.9406 0.9340 0,9473 0.9996 393.44 Panel Point Moment 5,680.29 5,680.29 2.275.00 5,107.83 5,107,83 BC stress: Mid Panel Moment 4,444,46 2,970.02 1,137.60 2,663.98 3,953.16 0.96 .86 Panel Point fb 1.678.89 16,293.66 6,526.73 14,651,57 1,501.92 168 $66$33 Mid Panel fb 1,313.62 3.734.26 1,430.20 3,349.48 1,162.40 TC Shear Stress; Fillers 0 1 4 1 0 13 ,465.92 Panel Point Stress 4,326.85 22,741.84 28.271.45 20,981.32 1724.81 BC shear stress: Mid Panel Stress 0.09181 0.44591 0.8734 0.4130 0.0791 17,881.79 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld aty Material W2 10,284.06 14,381,54 2,825.29 6,130.86 4.62 x 0.150 1 C28BB=1.125 x 1.344-x.150 W3 2,139.22 18,714.09 7,786.77 8,211.80 2.98 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 7,02563 8,984.69 1,930.12 3,56452 4.01 x 0.118 1 C18BB=1.125 x 1.035 x.118 W5 1,581.57 16,730.22 5,756.90 6,400.02 2.45 x 0.158 1 C32BA=1.125 x 1.b20 x.158 W6 4,488.16 6,758.64 1,233.01 1,509.9T 3.36 x 0.090 1 C1286= 1.125 x 0.799 x.090 W7 1,047 815 8,984.69 3,219.42 3,564.52 2 00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 2,497.89 4,802.89 1,048,03 1,144.68 2.18 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,403.10 7,826.93 2,497.89 2,933,15 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W9 1,40310 7,826.93 2,497.89 2,93315 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W8 2,497.89 4,802.89 1,048.03 1,144.68 2.18 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 1,047.88 8,984,69 3,219.42 3,564.52 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W6 4.488.16 5,758.64 1,233.01 1,509.97 3 36 x 0.090 1 C12BB=1.125 x 0.799 x.090 W5 1,581.57 16,730.22 5,756.90 6,400.02 2.45 x 0.158 1 C32BA=1.125 x 1.520 x.158 W4 7,025.63 8,984.69 1,930,12 3,564.52 4.01 x 0.118 1 C18B6= 1.125 x 1.035 x.118 W3 2,13922 18,714.09 7,786.77 8,21180 2 98 x 0.176 1 C34AA=1.125 x 1.549 x.176 W2 9,916.54 14,381.54 2,724.33 6,366.15 4.45 x 0.150 1 C288B=1.125 x 1.344 x.150 V1 2,437.63 7,826,93 2,775,68 3,421.851 2.00 x 0,102 1 C1666= 1,125 x 1,025 x.102 V2 2,00000 5,758.64 2,327.29 2,754 741 2.00 x 0.090 1 C12BB=1.125 x 0.799 x.090 r i� I STRESS ANALYSIS-PAGE 3 Job Number Job Name: Date Run. 40 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:10:50 AM NEW MILLENNIUM Location: Joist Description: Mark. milli MN�AY%r.MM ARLINGTON,WA Lang Span 32LH3641250 J28 TCX Design TCX Left TCX Right TCX Length 0-0 318 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 112 BPL Length 1-7 1/8 BPL Length 1-8 1/4 Clear Bearing 0-4 112 Clear Bearing 0-5 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def 1-1120 0.00 Section Modulus 2.5708 Section Modulus 3,0146 Reqd SM 0.0029 Reqd SM 0,0000 Mom of Inertia 5.1129 Mom of Inertia 5.5932 Reqd MI 0.0001 Reqd MI 0.0000 Seat Type,Lapped(Reinforced) Seat Type*Lapped(Reinforced) i - ----- - - --i - - - - - - - - - - -- - - - Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0-85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case Be: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a. 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: ❑L+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c, ❑L+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 G7 Job Number: Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C •SHOPORDERS 11/22/2019 5:11:41 AM NEW MILLENNIUM Location: Jai�t Descriptive: Mark: RI,II r11Nr SYrTFMS ARLINGTON,WA Long Span 32LH3641250 J29 Geornetry eese Length: Working Length: Joist Depth: Elfective Depth. BC Panel Length: Shape: 39-8112 39-4 1/2 1 32.00 30.74 7 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-9 118 IIIL IILIII� IIIII_I111111 III II IIII IIIIIIIII;IIIIICII II Il I IIIIIIIII� TO Panel 1-2 1-2 First Half 2-0 2-0 First Diag. 4-11 318 4-9 118 Depth 32.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Lac/Begin SplEnd Reference Uniform (pif) LL(1) 250.00 250.00 TC + 0-0 39-8 112 L-BL Uniform (pif) DL(1) 114.00 114,00 TO + 0-0 39-8 1/2 L-BL Uniform (plf) CL 1) 40.00 40.00 TO + 0-0 39-8 112 L-BL Uniform (pif) SM(2) 45.00 45.00 TC - 0-0 39-8 112 L-BL Cone @ any pp(Ibs) SM(2) 990.00 0.00 TO - Gross Uplift(plf) WL(2) 100.00 100.00 TO 0-0 39-8 112 L-BL Cone @ any pp(Ibs) SM(3) 990,00 0.00 TO + Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Uniform (plf) SM(3) 45.00 45.00 TC + 0-0 39-8 112 L-BL Uniform (pif) CL(3) 40.00 40.00 TC + 0-0 39-8 112 L-BL Uniform (plf) CL(3) 114.00 114.00 TO + 0-0 39-8 1/2 L-BL Uniform (pif) SM(3) 12.15 12A5 TC + 0-0 39-8 112 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-FL Axial(Ibs) I SM(3) 1 1,700.00 0.00 TC + 0-0 0-0 L-BL Stress Anal sis Summary int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimu Shear: Max'TC Comp.: Max BC'tension 30.00 60.00 7,953.93 17,953.75 11,988.48 30,104.17 130,560.00 Member TC Tension TC Compresion BC Tenslon BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W2 7,306.03 12,235.63 0.00 0.00 11,441.47 2,832.05 45.38 0-2 V1S 7,302.07 11,884.67 0.00 0.00 2,441,14 3,352.33 37.44 1-2 W3 7,302.07 11.884.67 13,041.31 3.228,05 2,142,80 8,656.91 39.00 2-11 318 W4 7,201.81 18,425.04 13,041.31 3,228.05 7,814.49 2,086.49 42.96 4-11 3/8 W5 7,301.81 18,425.04 22,823.20 5,649.31 1,753.09 6,403.29 42.96 7-53/8 W6 7,301,53 26,235.77 22,823.20 5,649.31 4,992,10 1,595.91 42.96 9-11 318 W7 7,301.53 26,235.77 28,662.76 7,094.74 1,271.32 3.720.67 42.96 12-5 3/8 W8 7,451.53 30,104.17 28,662,76 7,094.74 3,033.02 1,114.13 42.96 14-11 3/8 W9 7,451.53 30,104.17 30,560.00 7,564.36 1,406.12 2,778.35 42,96 17-5 318 W9 7,433.23 30.030,26 30,560.00 7,564.36 1.406.12 2,778.35 42.96 19-113/8 W8 7,433.23 30,030.26 28,514.92 7,058.15 3,033.02 1,114.13 42.96 22-5 3/8 W7 7,300.68 26,014.01 28,514.92 7,058.15 1,271,32 3,720.67 42.96 24-11 318 W6 7,300.68 26,014.01 22,527.53 5,576.12 4,992,10 1,595.91 42.96 27-5 3/8 W5 7,300.40 18,107.26 22,527.53 5,576.12 1,753,09 6,403.29 42.96 29-11 3/8 W4 7.300,40 18.107.26 12.597.801 3.118.27 7,814.49 2,086.49 42,96 32-5 310 W 3 7,300.15 11,601.18 12,597.80 3,118.27 2,142.80 8,656.911 39.00 34-11 316 " Continued on Next Page.. i STRESS ANALYSIS-PAGE 1 G� Job Number. Job Name hate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS ll12212019 6:11.41 AM NEW MILLENNIUM Location: Just Descriptiun: Mark: Rl III MINr, -T- ARLINGTON,WA Long Span 32LH364/250 IJ29 Stress Analysis Surnmary,Continued... Member TC Tension I TIC Campresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. VIIS 7,300.151 11,601.18 0.00 0.00 2,355,41 3,220.a2 36.21 38-61/2 W2 1 7,300.151 11,902.89 0.00 000 11,030.89 2,73042 43 75 36-11 3/8 Standard Verticals Member Position Max Tension I Max Comp. Length V2 I Interior 1 2,000.001 2,835.38 30.74 i STRESS ANALYSIS-PAGE 2 Job Number: Job Name: Date Run: 6819.0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 5:11:41 AM NEW MILLENNIUM Locatian: Joist Descriplion: Mark: fliN 9V4TPM4 ARLINGTON,WA Long Span 32LH3641250 J29 Chord Pro es Chord Area Rx Rz Ryy Y Ix Q Material TC 0.7132 0,7206 0,3726 1.2175 0,7275 0,3704 0,9837 A36B18= 1.8750 x 2.2810 x.188 BC 0.5206 0.5580 0.3331 1.2260 0.5292 0.1621 1.0000 A30B= 1.7970 x 0.158 Axial and Bending Analysis K.. Fy., Fb: Mom of lnertla.. LL 360: LL 240: Max Bridg 7C' Max Bridg BC: 0.75 50,000.00 30,000.00 569.92 348.78 1523.17 117-0112 15-7 314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Ojords; Length 12.00 45.38 30.00 43.13 12.00 1.1250 Min Weld Len 2X.• Bending Load 404.00 404.00 404.00 404.00 404,00 0.5000 Axial Load 12,235.63 11,884,67 30,104.17 11,601.1E 11,902.89 Max Load FillersTC: fa 3,721.98 8,331.93 21.105.00 8,133.19 3,131.19 35,978.67 Maximum K Llr 32.21 62,97 60,39 115.74 32,21 Max Load no Fillers TC: Fcr 45,648.00 36,980.23 37,837.11 18,738.07 45,648,00 31,111.59 Fa 27,388.80 22.188.14 22,702.26 11,242.84 27,388.80 388.10Ryy: 88.10 F'e 3.188,876.50 72,186,00 293,576.47 79,914.95 2,999,133.50 8coAuRyy: Cm 0,9994 0.9423 0.9518 0.9491 0.9995 385.39 Panel Point Moment 6,225.74 6,225.74 2,525.00 5,601.13 5.601.13 BcStmss: Mid Panel Moment 4,865.67 3,323.21 1,262.50 2,980.08 4,330.91 0'98 Panel Point fb 1,814.95 13,055.74 5,295.07 11,745.90 1,621.94 SCLIRr. 180,1261 Mid Panel fb 1,418.46 3,263.54 1.239.83 2,926.57 1,254.11 Fillers 0 1 0 0 0 11 ,948.81 Shear Stress: ,948.81 Panel Point Stress 5,536,93 21,387.67 26,400,07 19,879.09 4,753,12 BC Shear Stress: Mid Panel Stress 0.11611 0.4903 0.9700 0.8242 0A997 18,117.25 Web Design Member Web Tension Allow Tension WebComp Allow Comp Weld Qty Material W2 11,441.47 14,381.54 2,832.05 6,144.20 5.14 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,142.80 24,373.24 8,656,91 10,236.84 3.11 x 0,188 1 C38BA= 1,125 x 1.845 x.199 W4 7,814.49 8,984.69 2,Oe6.49 3,574.80 4 46 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 5 1,753.09 16,730.22 6,403.29 6.417.82 2.73 x 0.158 1 C326A=1.125 x 1.520 x.158 W6 4,992.10 7,826.93 1,595,91 2,941.58 3.30 x 0.102 1 C166B= 1.125 x 1.025 x.102 W7 1,271 32 10.742.43 3,720.67 4,44626 2 00 x 0.129 1 C22BB=1.125 x 1.110 x.129 W8 3,033.02 4,802.69 1,114.13 1,149.89 2.65 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,406.12 7,826.93 2,778,35 2,941.58 2.00 x 0.102 1 C166B= 1 A25 x 1.025 x.102 W9 1,406.12 7,626.93 2,778.35 2,941.5E 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W8 3,033.02 4,802.89 1,114.13 1,149.89 2.65 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 1,271.32 10,742.43 3,720,67 4,446.26 2.00 x 0.129 1 C22BB= 1.126 x 1.110 x.129 W6 4,99210 7,826.93 1,595.91 2,941 5B 3 30 x 0.102 1 C161313=1.125 x 1.025 x.102 W 5 1,753.09 16,730.22 6,403.29 6,417.82 2.73 x 0.158 1 C32BA=1.125 x 1.520 x.158 W4 7,814.49 8,984.69 2,086,49 3,574.80 4.46 x 0.118 1 C188B= 1.125 x 1.035 x.118 W3 2,142.80 24,373.24 8,656.91 10,236 84 3.11 x 0.188 1 C38BA=1.125 x 1.845 x.199 W2 11,030.89 14,381.54 2,730.42 6,380.09 4.95 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1 2,441.14 7,826,93 3,352,33 3,432.10 2.21 x 0,102 1 C166B= 1,125 x 1.026 x.102 V2 1 2,000.00 7.826.93 2,835.38 4,068351 2.00 x 0.102 1 C16136=1.125 x 1.025 x.102 i STRESS ANALYSIS -PAGE 3 G� Job Number Jc b Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 5:11:41 AM NEW MILLENNIUM Location: Joist Description Mark: ni nir. SYrT- ARLINGTON,WA Long Span 32LH3641250 IJ29 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-7 BPL Length 1-8 1/4 Clear Bearing 0-4 318 Clear Bearing 0-4 718 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-180 000 Regid TL Def L180 0.00 Live Load 250.00 Live Load 250,00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2.6876 Section Modulus 3.1190 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 5.2742 Mom of Inertia 5.7359 Reqd MI 0.0001 Reqd MI 0,0000 Seat Type Lapped(Reinforced) feat Type:Lapped(Reinforced) --——- - — — — — — — ——————— — — — — — - - - Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0-85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: ❑L+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0-85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0,75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0-85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,8(TL)+SM-AX+FEM Case 6c: DL+CL+0-85(TL)+WL+C+AX+IP i' 1 STRESS ANALYSIS-PAGE 1 G,� Job Number: Job Nafnee t711.te Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/20191:59:47 PM NEW MILLENNIUM Location Jnwt Description: Mark: -^, -11 ARLINGTON,WA Long Span 32LH3671250 J3 Geornetry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-8 318 49-4 31 1 32.00 30.35 9 @ 5.0 Parallel Chords Variable Left End Right End BC Panel 2-7 318 2-5 TC Panel 2-0 2-0 First Half 2-4 2-4 First Dia . 4-11 318 4-9 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-8 318 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 49-8 3/8 L-BL Grass Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-8 318 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117,00 TC + 0-0 49-8 3/8 L-BL Uniform (plf) SM(3) 12,47 12.47 TC + 0-0 49-8 318 L-BL Conc @ any pp(Ibs) LL(3) 2,000.001 0.00 BC I + Stress Analysis Summary Int.Pane!TC: Max Panel BC: Reaction LE Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 30.00 60.00 91058.89 9,058.40 2,264.72 43,779.88 44,197.41 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W2 5,609.92 8,577.91 0.00 0.00 12,137.89 3,307.33 42.24 0-2 V1S 5,607.33 8,502.71 0.00 0.00 2.066.45 2.359.49 31.23 2-0 W3 5,607.33 8,502.71 15,464.89 4,213.87 2,921.59 10,722.24 41.29 2-7 3/8 W4 6,057.35 22,230.49 15,464.89 4,213.87 9,726.39 2,650.24 42.68 4-11 315 W5 6,057.35 22,230.49 28,089.21 7,653.74 2,298.73 8,436.34 42.68 7-5 318 W6 9,003.02 33,041.07 28,089,21 7,653.74 7,146.30 1,947.22 42.68 9-11 318 W7 9,003.02 33,041.07 37,086.07 10.105.20 1,595,71 5,856.26 42.68 12-5 318 W8 10,960.27 40,224.20 37,086.07 10,105.20 4,566,21 1,244.20 42.68 14-11318 W9 10,960.27 40,224.20 42,455.47 11,568.25 1,127,69 3,276.17 42.68 17-5 318 W10 11,929.12 43,779,88 42,455.47 11,568.25 3,184.30 1,128.10 42.68 19-11318 W 1 1 11,929.12 43,779.88 44,197.41 12,042.89 1,413.18 3,184.30 42.68 22-5 3/8 W11 11,909.56 43,708,07 44,197,41 12,042.89 1,413.18 3,184.30 42.68 24-11 3/8 W 10 11,909.56 43,708.07 42,311.89 11,529.12 3,184.30 1,128.10 42.68 27-5 318 W 9 10,901.59 40.008.82 42.311.89 11,529.12 1,127.69 3,276.17 42.68 29-11 3/8 W8 10,901.59 40,008.82 36,798.90 10,026.95 4,566.21 1,244.20 42.68 32-5 318 W7 8.905.21 32,682.11 36,798.90 10,026.95 1,595.71 5,856.26 42.68 34-11 318 W6 6,905.21 32,682.11 27,658.45 7,536.36 7,146.30 1,947.22 42.69 37-5 318 W5 5,920.42 21,727,93 27,658.45 7,536.36 2,298,73 8,436.34 42.68 39-11 318 W4 5,920.42 21,727.93 14,890.54 4,057.37 9,726.39 2,650.24 42.68 42-5 3/8 W3 5,600.35 8,288.27 14,890.54 4,057.37 2,921.59 10,722.24 41.29 44-11 3/8 V1S 5,600.35 8,288.27 0.00 0.00 2,026,96 2,311,061 30.76 47-8 3/8 W2 51600.35 8,337,14 0.00 0.00 11,673.56 3,180-811 40.62 47-3 318 Standard Verticals Member I Position Max Tension Max Comp. Length t V2 I Interior 1 2,000.001 2,362.291 30351 i STRESS ANALYSIS-PAGE 2 G,� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/20191:59:47 PM NEW MILLENNIUM Location: Joist Description: Mark A„1L Ml- -T- ARLINGTON,WA Long Span 32LH3671250 J3 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0,3885 1.1660 0,9928 0,8044 0,9432 A401318= 1.8750 x 2.8790 x.218 BC 0.8084 0-6885 0.4106 1 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bendin Anal sis K.- Fy.1 r Fb Mom of Inertia' LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50.000.00 130'.000.00 1806.84 1250.58 375.86 115-10518 17-7 518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Len th 22.00 35.38 30.00 33.00 22.00 Min Weld Md Len 2X: Bending Load 367.00 367,00 367.00 367.00 367.00 0.5000 Axial Load 8,577.91 8,502.71 43,779.88 8,288.27 8,337.14 Max Load Fillers TC: fa 4,517.54 4,477.94 23,056.60 4,365.00 1,950.76 47,460.95 _ Maximum K L/r 56.63 91,06 38,61 84.94 56,63 Max Load no Fillers TC: Fcr 37,801.98 26,622.04 42,550.81 28,672.43 37,801.98 41,742.10 OALFa 22,681.19 15,973.23 25,530.49 17,203.46 22,681.19 508.03 yy: 08.03 F'e 501,071.78 193,799,39 479,049,41 222,698.58 858,059.94 SCOAURyy: Cm 0.9955 0,9884 0.9678 0.9902 0,9989 423.42 Panel Point Moment 2,691.54 2,956.46 2,293.75 2,722.62 2,722.62 BC Stress: Mid Panel Moment 552.40 1,959,96 1,146,88 1,512.18 1,240,91 0.91 Panel Point fb 3.155.63 3.466.24 2.689.25 3,192.08 731.43 Bc 146.121276 Mid Panel fb 340.89 1,209.50 707.74 933,18 333.37 TC Shear Stress: Fillers 0 0 4 0 0 8,803.26 Panel Point Stress 7,673,18 7,944,17 25,745.85 7,557,08 2,682,19 BC Shear Stress: Mid Panel Stress 0.1118 Q.3194 0.9265 0.2837 0.0548 13,097.07 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 12,137.89 14,381.54 3,307.33 6,600.22 5.45 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,921.69 28,624.38 10,722,24 11,032.67 3,85 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W4 9,726.39 10,742.43 2,650.24 4,481 15 5.08 x 0.129 1 C22BB=1.125 x 1.110 x.129 W5 2,298.73 24,373.24 8,436.34 9,223,16 3.03 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,146.30 7,826.93 1,947.22 2,965.73 4.72 x 0,102 1 C16BB= 1.126 x 1.025 x.102 W7 1,59571 16,730.22 5,856.26 6,468.81 2 50 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4,566.21 5,758.64 1,244.20 1,536.76 3.42 x 0.090 1 C12BB=1.125 x 0.799 x.090 W9 1,127.69 8,984,69 3,276,17 3,604.25 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W10 3,18430 4,802.89 1,128.10 1,16499 2.78 x 0.077 1 C10AB=1.125 x 0.756 x.077 Will 1,413.18 8,984.69 3,184,30 3,604.25 2,00 x 0.118 1 C18BB=1.125 x 1.035 x.118 Will 1,413.18 8,984.69 3,184.30 3,604.25 2.00 x 0,118 1 C18BB= 1.125 x 1.035 x.118 W 10 3,184.30 4,802.89 1.128.10 1.164.99 2 78 x 0.077 1 C1CAB=1.125 x 0.756 x.077 W9 1,127.69 6,984.69 3,276.17 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 4,566.21 6,758.64 1,244.20 1,536.76 3.42 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,595.71 16,730.22 5,856.26 6,46881 2.50 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 7,146.30 7,826.93 1,947.22 2,965.73 4,72 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 2,298.73 24,373,24 8,436.34 9,223.16 3,03 x 0,188 1 C388A= 1,126 x 1.846 x.199 W4 9,726 39 10,742.43 2,650.24 4,481 15 5 08 x 0.129 1 1 C22BB=1.125 x 1.110 x.129 W 3 2.921.591 26.624.38 10.722.241 11,032.671 3,85 x 0.188 1 C40BA=1.125 x 2.014 x.21 a Continued on Next Page... STRESS ANALYSIS-PAGE 2 G� ft Number lnG Name: gate Run: — 6819.0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/20191:59:47 PM NEW MILLENNIUM Location: Joist Description: Mark: — 11— —1-1 ARLINGTON,WA Long Span 32LH367/250 IJ3 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material W2 11,673.56 14,381.54 3,180,81 6,837,17 5,24 x 0.150 1 C286B= 1,125 x 1.344 x.150 V1 2,066.45 5,758.64 2,359.49 2,711 72 2 00 x 0.090 1 C12BB=1.125 x 0.799 x.090 V2 2,000.00 5,758.64 2,302.29 2,818.97 2.00 x 0.090 1 C12BB=1.125 x 0.799 x.090 i i STRESS ANALYSIS -PAGE 3 G7 Job Number Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11121120191:59:47 PM NEW MILLENNIUM Location: Joist Description: Mark: Rl Ill f Nr, rY�TFV9 ARLINGTON,WA Long Span 32LH3671250 J3 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R. TCX Type R, Rnfd. TCX Depth 3 112 TCX Depth 3112 BPL Length 0-8 3/8 BPL Length 2-4 1/4 Clear Bearing 0-6 3/8 Clear Bearing 0-4 518 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 367.001 Total Load 367.00 Reqd TL Def 1-180 003 Reqd TL Def 1-180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def LI120 0.02 Reqd LL Def L1120 0.00 Section Modulus 0,8529 Section Modulus 3,3812 Reqd SM 0.0098 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 6.2013 Reqd MI 0.0009 Reqd MI 0,0000 Seat Type:Lapped Seat Type:Lapped(Reinforced) - -- - - - - - - - - - - L -- I L - - Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+O.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0-85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0-85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case Be: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case Bd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 6g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: ❑L+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+O.B(TL)+SM+AX+FEM Case 6b: ❑L+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 1 Job Number: Job Name: Date Run: VJ 5819.0100 GAYTEWAY BUSINESS PARK BLDG C -SHDPORDERS IV2212019 5:14:01 AM NEW MILLENNIUM Location: Joist Description: Mark: ARLINGTON,WA Long Span 32LH3641250 J31 Geometry Base Length: Working Length: Joist Depth: Elfeclive Depth: BC Panel Length: Shape: 39.7 314 39-3 3/4 32.00 1 30.88 7 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-8 318 TC Panel 1-2 1-2 -�� First Half 2-0 2-0 First Dia . 4-11 318 4-8 318 Depth 32.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-7 314 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 39-7 3/4 L-BL Grass Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 39-7 314 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114,00 TC + 0-0 39-7 3/4 L-BL Uniform (plf) SM(3) 12.15 12.15 TC + 0-0 39-7 314 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Stress Analysis Summary tnt.Panel TC: Max Panel BC: Reaction LE' Reaction RE: Minimum Shear: Max TC Comp: Max BC Tension 30.00 60.00 7,154.87 7,155.27 1,788.82 26,927.45 27,325.29 Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W2 51606.51 8,211.84 0.00 0.00 10,267.31 2,820.69 45.47 0-2 V1S 5,602.56 8,003.09 0.00 0.00 2.437.63 2,775.66 37.56 1-2 W3 5,602.56 8,003.09 11,677.09 3,207.99 2,139.22 7,787.27 39.11 2-113/8 W4 5,603.12 16,495.32 11.677.09 3.207.99 7,042.05 1,934.48 43.05 4-11 3/5 W5 5,603.12 16,495.32 20,429.47 5,612.49 1,585,92 5,773.31 43.05 7-5 318 W6 6,450.42 23,479.54 20,429.47 5,612.49 4,504.58 1,237.37 43.05 9-11 318 W7 6,450.42 23,479.54 25,645.53 7,045.48 1,047,88 3,235.84 43,05 12-5 3/8 W8 7,397.65 26,927.45 25,645.53 7,045.48 2,494.00 1,048.22 43,05 14-113/8 W9 7,397.65 26,927.45 27,325.29 7,506.95 1,403.10 2,494.00 43.05 17-5 318 W9 7,373.36 26,839.04 27,325.29 7,506.95 1,403.10 2,494,00 43.05 19-11318 W8 7,373.36 26.839.04 25.468.72 6,996.90 2,494.00 1,048.22 43.05 22-5 3/8 W7 6,377.56 23,214.32 25,468.72 6,996.90 1,047.88 3,235.84 43.05 24-11 3/8 W6 6,377.56 23,214.32 20,075.84 5,515.34 4,504.58 1,237.37 43.05 27-5 310 W5 5,606.22 16,053.28 20,075.84 5,515.34 1,585.92 5,773.31 43.05 29-11 3/8 W4 5,606.22 16,053.28 11,146.64 3,062.26 7,042,05 1,934.48 43.05 32-5 318 W3 5.606.78 7.807.00 11,146.64 3.062.26 2.139.22 7,787.27 39.11 34-113/8 V1S 1 5,606.781 7,807.00 0.00 0.00 1 2,343.31 2,638.60 35.93 38-5 3/4 W2 1 5,617.651 7,977.07 0.00 O.Ool 9,780.901 2,687.061 43.32 36-11 3/8 Standard Verticals Member Position Max Tension IMax Comp. ILen th V2 Interior 1 2,000,001 2,327,17 30.88 V STRESS ANALYSIS-PAGE 2 110 Job Number. Job Name: Mate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS /22/2019 5:14:01 AM NEW MILLENNIUM Location: Joint aescriplion: Mark: ARLINGTON,WA Long Span 32LH3641250 J31 Chord Properties Chord Area Rx Rz Ryy V Ix Q Material TC 0,6209 0,6249 0,3548 1,2477 0,6098 0,2425 1.0000 A34A18= 1,8750 X 2.0010 X.176 BC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B= 1.7350 x 0.150 Axial and Bending Analysis K. Fy.1 Fb- Mom of Inertia' LL 360: LL 240: Max Bridg TC.- Max Bridg BC: 0.75 50,000.00 30,000.00 1515.28 1316.85 1475.27 117-5518 14-8 314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 12.00 45.38 30.00 42.38 12.00 1.1250 Min Weld Len 2X: Bending Load _ 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 8,211.84 8,003.09 26,927.45 7,807.00 7,977.07 Max Load Fillers TC: fa 2,646.59 6.444.75 21.684.21 6,286.84 2,205.56 31,167.40 Maximum K Ur 33.82 72,61 42,28 119,43 33,82 Max Load no Fillers TC: Fcr 45.988.11 34.005.29 43,874.58 17.597.26 45,988.11 26,486.93 Fa 27,592.86 20,403.17 26.324.75 10,558.36 27.592.86 378.09 y: 78.09 Fe 3,275,278.25 54,285.71 220,776,97 62,244.27 3,073,780.75 BCOAURyy.- Cm 0,9996 0.9406 0.9342 0,9495 0.9996 392.82 Panel Point Moment 5,680.29 5,680.29 2,275.00 4,914.24 4,914.24 BC Stress: Mid Panel Moment 4,444.46 2,970.02 1,137.50 2,567.75 3,837.49 0.95 Panel Pointfb 1,678.89 16,293.66 6,525.73 14,096.27 1,445.00 SCLIRz: 186.6833 Mid Panel fb 1.313.62 3,734.26 1,430.20 3,228.48 1.128.39 TC Shear Stress: Fillers 0 1 4 0 0 13,443.99 Panel Point Stress 4,325.48 22,738,41 28,209.94 20,383-12 3,650,56 BC Shear Stress: Mid Panel Stress 0.09181 0.4457 0.87111 0.70471 0.0776 17,652.67 Web Design Member Web Tension Allow Tension Web Comp Allow Camp Weld Qty Material W2 10,267.31 14.381.54 2,820,69 6,130.86 4.61 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,139.22 18,714.09 7,787.27 8,211.80 2.98 x 0.176 1 C34AA= 1.126 x 1.549 x.176 W4 7,042.05 8,984.69 1,934.48 3,564.52 4 02 x 0.118 1 C18136=1.125 x 1.035 x.118 W5 1,585,92 16,730.22 5,773.31 6,400.02 2,46 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 4,504.58 5,758.64 1,237.37 1,509.97 3.37 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W7 1,047.88 8,984.69 3,235.84 3,56452 2 00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 2,494.00 4,802.89 1,048.22 1,144.68 2.18 x0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,403.10 7,826.93 2,494.00 2,933.15 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x A02 W9 1,40310 7,826.93 2,494.00 2,93315 2 00 x 0.102 1 C16BB=1.125 x 1.025 x_102 W8 2,494.00 4,802,89 1,048.22 1,144.68 2,18 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 1,047.88 8,984,69 3,235,84 3,564.52 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W6 4,504.5B 5,758.64 1,237.37 1,50997 3 37 x 0.090 1 C121313=1.125 x 0.799 x.090 W5 1,585.92 16,730.22 5,773.31 6,400.02 2.46 x 0.158 1 C32BA=1.125 x 1.520 x.158 W4 7,042.05 8,984.69 1,934.48 3,564.52 4.02 x 0.118 1 C18BB= 1.125 x 1.035 x A 18 W3 2,139.22 18,714.09 7,787.27 8,211 80 2.96 x 0.176 1 C34AA=1.125 x 1.549 x.176 W2 9,780.90 14,381.54 2,687.06 6,443.15 4.39 x 0.150 1 C2813B=1.125 x 1.344 x.150 V1 2,437.63 7,826.93 2,775,66 3,421.85 2.00 x 0,102 1 C16113113= 1,125 x 1.025 x.102 V2 2,000.00 5,758.64 2,327.17 2,75474 2 00 x 0.090 1 C12BB=1.125 x 0.799 x.090 I STRESS ANALYSIS-PAGE 3 410 Job Number. Job tv me: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPOROERS 11/22/2019 5:14:01 AM NEW MILLENNIUM Location: Join r Description: Mark: . 1-1,, -TFM9 ARLINGTON,WA Long Span 32LH3641250 J31 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-2 114 TCX Type R, Rnfd, TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-7 318 BPL Length 1-10 1/4 Clear Bearing 0-4 5/8 Clear Bearing0-7 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-180 0.00 Reqd TL Def L/80 003 Live Load 250.00 Live Load 250.00 Reqd LL Def 1-1120 0.00 Reqd LL Def L/120 0.02 Section Modulus 2.5708 Section Modulus 3,0146 Reqd SM 0.0029 Reqd SM 0,0091 Mom of Inertia 5.1129 Mom of Inertia 5.5932 Reqd MI 0.0001 Reqd MI 0.0008 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: ❑L+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Sa: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Sb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case Sc: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0,6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Sg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) ;ase 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0.8(TL)+SM-AX+FEM Case 6c: ❑L+CL+0.85(TL)+WL+C+AX+IP i i i STRESS ANALYSIS-PAGE 1 G� Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:15:38 AM NEW MILLENNIUM Location: Joist Description: Mark: Fl 111„INM -TFM9 ARLINGTON,WA Long$pan 32LH3641250 J32 Geometry Base Length: Working Length: Jost Depth: Effective Depth: BC Panel Length: Shape: 39-7 112 39-3 1/2 32.00 30.88 7 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-8 118 TC Panel 1-2 1-2 First Half 2-0 2-0 First Ding. 4-11 318 4-8 118 Depth 32.00 32.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-7 112 L-131- Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 39-7 1/2 L-BL Gross Uplift If WL(2) 100,00 100.00 TC - 0-0 39-7 112 L-BL Axial(lbs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-131- Uniform (plf) CL(3) 114.00 114,00 TC + 0-0 39-7 1/2 L-BL Uniform (plf) SM(3) 12,15 12.15 TC + 0-0 39-7 112 L-BL Conc @ any pp(Ibs) I LL(3) 2,000.001 0.001 BC I + Stress Analysis Summary Int.Panel TC: Max Panei BC. Reaction LE: Reaction RE: Minimum Shear: Max TC Camp: Max BC Tension 30.00 60.00 7,151.08 7,151.48 1,787.87 26,901.99 27,296.14 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 51606.51 8,210.42 0.00 0.00 10,261.73 2,819.16 45.47 0-2 V1S 5,602.56 8,001.67 0.00 0.00 2,437.63 2,775.65 37.56 1-2 W3 5,602.56 8,001,67 11,670.05 3,206.06 2,139,22 7,787.27 39.11 2-113/8 W4 5,603.12 16,484.59 11,670.05 3,206.06 7,047.34 1,935.93 43-05 4-11 3/8 W5 5,603.12 16,484.59 20,415.05 5,608.53 1,587.37 5,778.60 43,05 7-5 318 W6 6,445.45 23,461,45 20,415.05 5,608.53 4,509.86 1,238.82 43.05 9-11 318 W7 6.445.45 23.461.45 25,623.76 7.039.49 1,047.88 3,241.12 43,05 12-5 3/8 W8 7,390.66 26,901.99 25,623.76 7,039.49 2,492.68 1,048.22 43,05 14-11 3/8 W9 7,390.66 26,901.99 27,296.14 7,498.94 1,403.10 2,492.68 43.05 17-5 318 W9 7,364.34 26,806.21 27,296.14 7,498.94 1,403.10 2,492.68 43.0519-11318 W8 7,364.34 26,806.21 25,432.21 6,986.87 2,492.68 1,048.22 43,05 22-5 3/8 W7 6,366.52 23,174.12 25,432,21 6,986.87 1,047.88 3,241.12 43,05 24-11 3/8 W6 6,366.52 23,174.12 20,031.96 5,503.29 4,509.86 1,238.82 43.05 27-5 318 W5 5,606.23 16,005.72 20,031,96 5,503.29 1,587.37 5,778.60 43.05 29-11 3/8 W4 5,606.23 16,005.72 11,095.40 3,048.19 7,047.34 1,935.93 43.05 32-5 318 W3 5,606.79 7,789.24 11,095.40 3,048.19 2,139.22 7,787.27 39,11 34-11318 V1S 5,606.79 7,789.24 0.00 0.00 2,335.02 2,627.82 35,81 38-51/2 W2 5,617.501 7,956.23 0.00 0.00 9,736.10 2,674,751 43.14 36-11 3/8 Standard Verticals Member I Position Max Tension Max Comp. I Length V2 I Interior 1 2,000,001 2,327.131 30.88 I I .y ti STRESS ANALYSIS-PAGE 2 !� Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:15.38 AM NEW MILLENNIUM Location: Joist Description: (Nark: AL IIL M-r, SY-:TFMr ARLINGTON,WA Long Span 32LH3641250 J32 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.6209 0,6249 0,3548 1,2477 0,6098 0,2425 1,0000 A34A18= 1.8750 X 2.0010 X.176 BC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B= 1.7350 x 0.150 Axial and Bending Analysis K. Fy., Fb: Mom of Inert+a: LL 360: LL 240: Max Bridg TC: Max Bridg SC: 0.75 50.000.00 130,000.00 1515.28 1317.35 1476.03 17-5 518 14-8 718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Befween Chords: Length 12.00 45.38 30.00 42.13 12.00 1.1250 Min Weld Len 2X: Bending Load 364.00 364,00 364,00 364.00 364,00 0.5000 Axial Load 8,210.42 8,001.67 26,901.99 7,789.24 7,956.23 Max Load Fillers TC: fa 2,646.13 6,443.61 21,663.70 6,272.54 2,199.60 31,167.40 Maximum K Ur _ _ 33.82 72,61 42,28 118.73 33,82 Max Load no Filters TC- Fcr 45,988.11 34,005.29 43,874.58 17,806.75 45,988.11 26,486.93 Fa 27,592.86 20,403.17 26,324.75 10,684.05 27,592.86 377.89 Ryy: 77.89 F'e 3,275,278.25 54,285,71 220,776.97 62,985.26 3,073,780.75 BCDALJRyy.. Cm 0.9996 0.9407 0.9343 0.9502 0.9996 392.61 Panel Point Moment 5,680.29 5.680.29 2.275.00 4.851.63 4.851.62 SC Stress: Mid Panel Moment 4,444.46 2,970.02 1,137.50 2,535.55 3,785.31 0.95 Panel Point fb 1,678.89 16,293.66 6,525.73 13,916.66 1,426.59 SCLIRz: 186.6833 Mid Panel fb 1,313.62 3,734.26 1,430.20 3,188.00 1,113.05 TC Shear Stress,- Fillers 0 1 4 0 0 13,436.68 Panel Point Stress 1 4.325.02 22,737.26 28,189A3 20,189.20 3,626,39 BC Shear Stress: Mid Panel Stress 0.09181 0.44561 0.8703 0.6948 0.0770 17.842.96 Web Design Member Web Tension Allow Tension Web Comp Allow Camp Weld Qty Material W2 10,261.73 14,381.54 2,819.16 6,130.86 4.61 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,139.22 18,714,09 7,787,27 8,211.80 2.98 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 7,047,34 8,984.69 1,936-93 3,56452 4 02 x 0.118 1 C18BB=1.125 x 1.035 x.118 W5 1,587.37 16,730.22 5,778.60 6,400.02 2.46 x 0.158 1 C326A=1.125 x 1.520 x.158 W6 4,509.86 6,758.64 1,238.82 1,509.97 3,37 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,04788 8,984.69 3,241.12 3,56452 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 2,492.68 4,802.69 1,048.22 1,144.68 2.18 x0.077 1 C10A13=1.125 x 0.756 x.077 W9 1,403.10 7,826,93 2,492,68 2,933.15 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W9 1,40310 7,826.93 2,492.68 2,93315 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W8 2,492.68 4,802.89 1,048.22 1.144.68 2.18 x 0.077 1 C10A13=1.125 x 0.756 x.077 W7 1,047.88 8,984.69 3,241,12 3,564.52 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W6 4,509.86 5,758.64 1.238.82 1,50997 3.37 x 0.090 1 C12BB=1.125 x 0.799 x.090 W 5 1,587.37 16,730.22 5,778.60 6,400.02 2.46 x 0.158 1 C32BA=1.125 x 1.520 x.158 W4 7,047.34 8,984.69 1,935.93 3,564.52 4.02 x 0.118 1 C18613= 1.126 x 1.035 x.118 W3 2,13922 18,714.09 7,767.27 8,211 80 2 98 x 0.176 1 C34AA=1.125 x 1.549 x.176 W2 9,736.10 14,381.54 2,674.75 6,468.64 4.37 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1 2,437.63 7,826,93 2,775,65 3,421.851 2,00 x 0.102 1 C16BB= 1,125 x 1.025 x.102 V2 2,000.00 5,758-641 2, 227.13 2,754.741 2 00 x 0.090 1 C12BB=1.125 x 0.799 x.090 1 STRESS ANALYSIS-PAGE 3 Job Number: Job Name: Date Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 5:15:38 AM NEW MILLENNIUM Location: Joist Description: Mark: AL --, -Y T- ARLINGTON,WA Long Span 32LH3641250 J32 TCX Design TCX Left TCX Right TCX Length 0-0 318 TCX Length 0-2 114 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 112 TCX Depth 3 112 BPL Length 1-7 1/2 BPL Length 1-10 Clear Bearing 0-4 518 Clear Bearing 0-6 718 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-180 0.00 Reqd TL Def 1-180 003 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L1120 0.02 Section Modulus 2,5708 Section Modulus 3,0146 Reqd SM 0,0029 Reqd SM 0.0091 Mom of Inertia 5.1129 Mom of Inertia 5.5932 Reqd Ml 0.0001 Reqd MI 0,0008 Seal Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.65(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c. DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0 75(WL+AX+$L+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8r: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c, DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 7 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:42:18 AM NEW MILLENNIUM Location: Joist Description: Mark: -.1 ARLINGTON,WA Long Span 37LH3641250 J34 Geomet Base Length: Working Length: Joist Depth: Eltecttve Depth: BC Panel Length: Shape: 39-10 3/4 39-6 314 1 37.00 35.90 7 @ 5-0 1 Double Pitch with Ridge @ 19-11 318 Variable Left End Right End BC Panel 2-11 3/8 2-11 3/8 TC Panel 2-0 2-0 �; \ I T,, T T, T T /, ` First Half 2-0 2-0 First Diag. 4-11 318 4-11 318 Depth 132.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 114,00 114.00 TC + 0-0 39-10 314 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 39-10 314 L-BL Gross Uplift(plf) W L 2) 100.00 100.00 TC - 0-0 39-10 314 L-BL Axial(Ibs) SM(3) 7,400.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 39-10 314 L-BL Uniform ( If) SM(3) 12,15 12.15 TC + 0-0 39-10 314 1 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Stress Analysis Summary lnt.Panel TC: Max Panel BC: Reaction LE Reaction RE: Minimum Shear: Max TC Comp: Max BC Tension 30.01 60.00 7,200.38 7,200.38 1,800.09 23,844.29 23,803.21 Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W2 7,241.82 9,749.24 0,00 0.00 9,877.09 2,713.49 45.51 0-2 V1 S 7,240.70 9,640.80 0,00 0,00 2,121.73 2,418.29 33.40 2-0 W3 7,240.70 9,640.80 11,299.44 3,104.24 2,006.33 7,303.10 40.11 2-11318 W4 6,991.48 15,668.81 11,299.44 3,104.24 6,398.76 1,757,88 43.97 4-11 3/8 V2 6,991,48 15,668.81 11,299.44 3,104.24 2.000.11 2.309.65 32,77 7-5 319 W5 6,991.48 15,668.81 19,050,04 5,233.53 1,391.42 5,064.86 44,89 7-53/8 W6 6,733.94 21,512.29 19.050.04 5,233.53 3,677.56 1,010,30 44.89 9-11 3/0 V3 6,733.94 21,512.29 19,050.04 5,233.53 2,000.11 2,318.79 34.02 12-5 3/8 W7 6,733.94 21,512,29 23,088.37 6,342.96 996.94 2,415.07 45.83 12-5 3/8 W8 6,550.63 23,844.29 23,088.37 6,342.96 2.359.85 979.11 45.8314-113/8 V4 6,550.63 23,844.29 23,088,37 6,342.96 2,000.11 2,322.45 35.28 17-5 3/8 W9 6,550.63 23,844,29 23,803.21 6,539.34 2,345,81 1,286.70 46.79 17-5 3/8 W9 61550.63 23,844.29 23,803.21 6,539.34 2,345.81 1,303.20 46,79 19-113/8 V5 6,550.63 23,844.29 23,803,21 6,539.34 2,000.11 2,322.45 35.28 22-5 318 W8 6,550.63 23,844.29 23,088.38 6,342.96 2,359,85 962.52 45,83 22-5 318 W7 6,733.94 21,512.29 23,088.38 6,342.96 980.04 2,429.24 45.83 24-11 3/8 V6 6,733.94 21,512.29 23,088.38 6,342.96 2,000.11 2,318.79 34.02 27-5 3/8 W6 6,733.94 21,512.29 19,050.04 5,233.53 3,677.56 1,010.30 44.89 27-5 3/8 W5 6,991,48 15,668.81 19,050.04 5,233.53 1,391.42 5,064,B6 44.89 29-11 318 V7 6,991.48 15,668.81 19,050.04 5,233.53 2.000.11 2,309.65 32,77 32-5 318 W4 6,991.48 15,668,81 11,299,44 3,104.24 6,398.76 1,757,88 43.97 32-5 3/8 W3 7,240.70 9,640.80 11,299.44 3,104.24 2,006.33 7,303.10 40.11 34-11318 V1S 7,240.70 9,640.1301 0.001 0,00 1 2,121.731 2,418.29 33.40 37-10 3/4 'Continued on Next Page... i STRESS ANALYSIS-PAGE 1 �,,> Job Number Joh Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPOROERS IV2212019 5:42:18 AM NEW MILLENNIUM Location: Joist Description: Mark: M IR RINr RV-TPMR ARLINGTON,WA Long$pan 37LH3641250 IJ34 Stress An Is Summary,Continued... Member I TC Tension ITCCompresionl BC Tension IBGCompresionl Web Tension I Web Comp. Web Length PP Dist, W2 7,241.82 9,749.24 0.00 0.00 9,877,09 2,713.49 45.51 36-11318 1 I STRESS ANALYSIS-PAGE 2 Job Number_ Job Name. t]ate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 1U2212019 5:42.18 AM NEW MILLENNIUM Location: Joist Description: Mark: Rl II,nir.ir. -T1M9 ARLINGTON,WA Long$pan 37LH3641250 J34 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,6209 0,6249 0,3548 1,2477 0,6098 0.2425 1.0000 A34A18= 1.8750 X 2.0010 X.176 BC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1 1.0000 1 A26B= 1.6560 x 0.142 Axial and Bending Analysis K. ry.. Fb: Mom of lnertta: LL 360: LL 240: Max Bridg TC, Max Bridg BC: 0.75 50,000.00 30,000.00 656.20 395.90 1593.85 17-8118 14-7114 Top Chard Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.00 35.38 30.01 35.38 22.00 Min Weld Md Len 2X.- Bending Load 363.92 363,92 363.92 363.92 363,92 0.5000 Axial Load 9,749.24 9,640.80 23,844.29 9,640.80 9,749.24 Max Load Fillers TC: fa 2,695.54 7,763.57 19,201.40 7,763.57 2.695.54 31,165.20 Maximum KUr 62.02 99,73 63,43 99.73 62,02 Max Load nonnersTC: Fcr 37.742.10 24,163.77 37,257.27 24,163.77 37,742.10 26,483.20 Fa 22,645.26 14.498.26 22,354.36 14,498.26 22,645.26 Tc o4URyy: 380.49 F'e 914,114.44 89,276,34 220,680.69 89,276.34 914,114,44 BC 0AURyy.• Cm 0.9985 0.9565 0.9417 0,9565 0.9985 405.92 Panel Point Moment 3.288.27 3.288.27 2,275.50 3,288.27 3,288.27 BC Stress: Mid Panel Moment 478.54 1,724.78 1,137,75 1,724.78 478,54 0.92 Panel Point fb 966.89 9,432.24 6,527.16 9,432.24 966 89 SC LURz: 195.9504 Mid Panel 1b 158.74 2,168.60 1,430.51 2,168.60 15$.74 Fillers 0 0 0 0 0 TC 13,208.02 Shear Stress: Panel Point Stress 3.662,44 17,195.81 25.728,55 17,195.81 3,662.44 BC Shear stress: Mid Panel Stress 0.0648 0.6074 0.9057 0.6074 0.0646 19,173.96 Web Design Member Web Tension Allow Tension WebCornp Allow Cornp Weld Qty Material W2 9,877.09 14,381.54 2,713.49 6,124.52 4.43 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,121.73 5,758.64 2,418.29 2,454.10 2.00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W3 2,006.33 18,714.09 7,303.10 7,992.33 2.86 x 0.176 1 C34AA=1.125 x 1.549 x.176 W4 6,398.76 7,826.93 1,757.88 2,851.91 4.22 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,000.11 6,758.64 2,309.65 2,528.29 2.00 x 0.090 1 C12613= 1.125 x 0.799 x.090 W5 1,391,42 14,381.54 5,064.86 5,456 1 B 2 27 x 0.150 1 C28BB=1.125 x 1.344 x.150 W6 3,677.56 4,802.89 1,010,30 1,052.81 3.22 x 0.077 1 C10AB=1.125 x 0.756 x.077 V3 2,000.11 5,758.64 2,318,79 2,381.77 2.00 x 0.090 1 C12BB= 1.125 x 0,799 x.090 W7 996.94 7,826.93 2,415.07 2,691.69 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W8 2,359.85 4.802.89 979.11 1,010.07 2.06 x 0.077 1 C10AB=1.125 x 0.756 x.077 V4 2,000.11 7,826.93 2,322,45 3,632.96 2,00 x 0,102 1 C16BB= 1,125 x 1.025 x.102 W9 2,34581 7,826.93 1,286.70 2,61457 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 2,345.81 7,826,93 1,303.20 2,614.57 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V5 2,000.11 7,826,93 2,322.45 3,632.96 2.00 x 0.102 1 C16BB= 1.126 x 1.025 x.102 W8 2,359.85 4,802.89 962.52 1,010.07 2 06 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 980.04 7,826.93 2,429.24 2,691.69 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V6 2,000.11 6,758,64 2,318,79 2,381.77 2.00 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W6 3,67756 4,802.89 1,010.30 1,05281 3.22 x 0.077 1 IC10AB=1.125 x 0.756 x.077 W5 1,391.42 14,381.54 5,064.86 5,456.18 2.27 x 0.150 1 jr,2811313=1.125 x 1.344 x.150 Continued on Next Page.. ' 1 STRESS ANALYSIS-PAGE 2 G� Job Number_ Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORUERS 11/22/2019 5:42.18 AM NEW MILLENNIUM Location: Jwn r Description: Mark: ARLINGTON,WA Long Sian 37LH3641250 IJ34 Web Design Continued... Member I Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material V7 2,000,11 5,758.64 2,309.65 2,528.29 2.00 x 0.090 1 C126B= 1.125 x 0.799 x.090 W4 6,39876 7,826.93 1,757.88 2,851.91 4 22 x 0.102 1 C16BB=1.125 x 1.025 x.102 W 3 2,006.33 18.714.09 7,303.10 7,992.33 2.86 x 0.176 1 C34AA=1.125 x 1.549 x.176 V1S 2,121.73 5,758,64 2,418,29 2,454.10 2.00 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W2 9,87709 14,381.54 2,713.49 6,124521 4.43 x 0.150 1 C28BB=1.125 x 1.344 x.150 i� STRESS ANALYSIS-PAGE 3 G� Job Number Job Nam e R e Datun: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111/22/2019 5:42:18 AM NEW MILLENNIUM Location: Joist Description: Mark: AL -- -T- ARLINGTON,WA Long Span 37LH3641250 J34 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 3/8 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 2-5 BPL Length 2-5 Clear Bearing 0-4 718 Clear Bearing 0-4 718 BPL Material:203025=2 x 3 x.250 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-/80 0.00 Reqd TL Def 1-180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L1120 0.00 Sectlon Modulus 3,0146 Section Modulus 3.0146 Reqd SM 0.0029 Reqd SM 0.0029 Mom of Inertia 5.5932 Mom of Inertia 5.5932 Reqd MI 0.0001 Reqd MI 0.0001 Seat Type:Lapped(Reinforced) Seat Type Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0,75(WL+C+AX+LL+IP) Case A DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Ba: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0,75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: ❑L+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: ❑L+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d. 0.6(DL)+WL-AX+IP Case Bf: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 1 60 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPDRDERS 11/22/2019 5:43:32 AM NEW MILLENNIUM Location: Joist Description: Mark RI III 1-1-r, SYrT- ARLINGTON,WA Long Span 37LH3641250 J35 t3eomet Base Length: Working Length; Joist Depth: E1teclive Depth: BC Pane;Length; Shape: 1 39-10 314 139-63/4 1 37.00 35.90 7 @ 5.0 Double Pitch with Ridge @ 19-11 318 Variable Left End Right End BC Panel 2-11 3/8 2-11 3/8 TC Panel 2-0 2-0T -- � -- T -- T --` T First Half 2-0 2-0 _ First Dia . 4-11 318 4-11 318 Depth 132.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be In Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-10 314 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 39-10 3/4 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 39-10 314 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 39-10 314 L-BL Uniform If 5M(3) 1 12.15 12.15 TC + 0-0 39-10 314 L-BL Cone @ any pp(Ibs) LL(3) 2,000.001 0.00 BC + Stress Analysis Summary fnt_Panel TC: Max Panei BC: Reaction LE Reaction RE: Minimum Shear: Max TC Camp.. Max BC Tension 30.01 60.00 7,200.38 7,200.38 11800.09 23,844.29 23,803.21 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 5.481,10 7,988.51 0.00 0.00 9,877.09 2,713.49 45.51 0-2 V1S 5,479.98 7,880.07 0.00 0.00 2.121.73 2.418.29 33.40 2-0 W3 5,479.98 7,880,07 11,299.44 3,104.24 2,006.33 7,303.10 40.11 2-11318 W4 5,291.35 15,668.81 11,299.44 3,104.24 6,398.76 1,757.88 43.97 4-11 3/8 V2 5,291.35 15,668.81 11,299,44 3,104.24 2,000.11 2,309.65 32.77 7-5 318 W5 5,291.35 15,668,81 19,050.04 5,233.53 1,391.42 5,064.86 44.89 7-5 3/8 W6 5,909.97 21,512.29 19,050.04 5,233.53 3,677.56 1,010.30 44.89 9-11 318 V3 5,909.97 21,512.29 19.050.04 5,233.53 2,000,11 2,318.79 34.02 12-5 3/8 W7 5,909.97 21,512.29 23,088.37 6,342.96 996,94 2,415.07 45.83 12-5 318 W8 6,550.63 23,844.29 23,088.37 6,342.96 2,359.85 979.11 45.83 14-11318 V4 6,550.63 23.844.29 23,088,37 6,342.96 2,000,11 2,322.45 35.28 17-5 3/8 W9 6,550.63 23,844.29 23,803.21 6,539.34 2,345.81 1,286.70 46.79 17-5 318 W9 6,550.63 23,844.29 23,803.21 6,539.34 2,345.81 1,303.20 46.79 19-11318 V5 6,550.63 23,844.29 23,803.21 6,539.34 2,000.11 2,322.45 35.28 22-5 318 W8 6,550,63 23,844,29 23,088,38 6,342.96 2,359,85 962.52 45,83 22-5 3/8 W7 5,909.97 21.512.29 23,088.38 6,342.96 980.04 2,429.24 45.83 24-11 318 V6 5,909.97 21,512.29 23,088.38 6,342.96 2,000.11 2,318.79 34.02 27-5 318 W6 5,909.97 21,512,29 19,050,04 5,233.53 3,677.56 1,010.30 44.89 27-5 3/8 W5 5,291.35 15,668.81 19,050.04 5,233.53 1,391.42 5,064.86 44.89 29-11 318 V7 5,291.35 15,668.81 19,050.04 5,233.53 2,000.11 2,309.65 32.77 32-5 3/8 W4 5,291.35 15,668.81 11,299,44 3,104.24 6,398.76 1,757.88 43.97 32-5 3/8 W3 5,479.98 7,880.071 11,2991.441 3,104.24 2,006.331 7,303.10 40,11 34-113/8 V1S 1 5,479.98 7,880,071 0.001 0.001 2,121,731 2,418.29 33.40 37-10 3/4 'Continued on Next Page.. ,1 1 STRESS ANALYSIS-PAGE 1 Job Number. Job Name- Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:43:32 AM NEW MILLENNIUM Location: Iw!s(Description: Mark: AL 11L-r -T- ARLINGTON,WA Long Span 37LH364/250 IJ35 Stress Anal sis Summary, Continued... Member TC Tension TC Campresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist, W2 15,481.1U 7,988.51 -0.00.1 0.001 2,713,49 45,51 36-11318 it STRESS ANALYSIS-PAGE 2 G� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:43:32 AM NEW MILLENNIUM Location: Joist Description: Mark: -.,,fl , a V R Y.M h ARLINGTON,WA Long Span 37LH3641250 J35 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,6209 0,6249 0.3548 1,2477 0,6098 0.2425 1.0000 A34A18= 1,8750 X 2.0010 X.176 BC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B= 1.6560 x 0.142 Axial and Bendinu Analysis K: Fy., Fb: Mom of inertia: LL 360: LL 240: Max Bridg 7C: Max Bridg SC: 0.75 50.000.00 30,000.00 656.2D 395.90 593.85 17-8118 14-71l4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Len th 22.00 35.38 30.01 35.38 22.00 1.1250 Bending Load 363.92 363.92 363,92 363.92 363,92 Min 0.5000 Lan 2X: Axial Load 7.968.52' 7,880.07 23,844.29 7,880.07 7,988.51 Max Load FillersTC: fa 2,208.72 6,345.69 19,201.40 6,345.69 2,208.72 31,165.20 Maximum KLIr 62.02 99,73 63,43 99.73 62,02 Max Load no FittersTC: Fcr 37,742.10 24,163.77 37,257,27 24,163,77 37,742.10 26,483.20 TC CAL Fa 22,645.26 14,498.26 22,354.36 14,498.26 22.645.26 380.49 y: 80.49 F'e 914,114.44 89,276,34 220,680.69 89,276.34 914,114.44 8CDAURyy. Cm 0,9988 0.9645 0.9417 0.9645 0,9988 405.92 Panel Point Moment 3,288.27 3,288.27 2.275.50 3,288.27 3,288.27 BC stress: Mid Panel Moment 478.54 1,724.78 1,137.75 1,724.78 478,64 0.92 Panel Point fb 966.89 9.432.24 6,527.16 9,432.24 966.89 Sc 195.959504 Mid Panel fb 158.74 2,168.60 1,430.51 2,168.60 158.74 TC Shear Stress; Fillers 0 0 0 0 0 13 ,208.02 Panel Point Stress 1 3,175.62 15,777.93 25,728.55 15,777,93 3,175.62 BC shear stress: Mid Panel Stress 0.05411 0.5080 0.90571 0.50801 19,173.96 Web Desi_n Member Web Tension Allow Tension Web Comp Allow Comp Weld city Material W2 9,877.09 14,381.54 21713.49 6,124.52 4.43 x 0.150 1 C28BB=1,125 x 1.344 x.150 V1S 2,121.73 6,758,64 2,418.29 2,454.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W3 2,006.33 18,714.09 7,303.10 7,99233 2 86 x 0.176 1 C34AA=1.125 x 1.549 x.176 W4 6,398.76 7.826.93 1,757.88 2,851.91 4,22 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 1 2,000.11 51758.64 2,309,65 2,528.29 2,00 x 0.090 1 C12BB= 1.126 x 0.799 x.090 W5 1,39142 14,381.54 5,064.86 5,45618 2 27 x 0.150 1 C28BB=1.125 x 1.344 x.150 W6 3,677.56 4,802.89 1,010.30 1,052.81 3.22 x 0.077 1 CI CAB=1.125 x 0.756 x.077 V3 2,000.11 5,758,64 2,318.79 2,381.77 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 99694 7,826.93 2,416.07 2,691,69 2.00 x 0.102 1 C16BB=1.125 x 1.025 x_102 W8 2,359.85 4,802.89 979.11 1,010.07 2.06 x 0.077 1 C1CAB=1.125 x 0.756 x.077 V4 2,000.11 7,826.93 2,322.45 3,632.96 2.00 x 0.102 1 C16BB= 1,125 x 1.025 x.102 W9 2,345.81 7,826.93 1,286.70 2,614.57 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 2,345.81 7,826.93 1,303.20 2,614.57 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V5 2,000.11 7,826.93 2,322.45 3,632.96 2.00 x 0.102 1 C16BB= 1,125 x 1.026 x.102 we 2,35985 4,602.89 962.52 1,01007 2 06 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 980.04 7.826.93 2,429.24 2,691.69 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V6 2,000.11 5,758,64 2,318,79 2,381.77 2,00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 3'677561 4,802.89 1,010-301 1,05Z811 3.22 x 0-077 1 1 1 C1CAB=1.125 x 0.756 x.077 W5 1,3911.421 14,381.541 5,064.861 5,456.181 2,27 x 0.150 1 1 C28BB=1 A25 x 1.344 x.156 'Continued on Next Page.. I I STRESS ANALYSIS-PAGE 2 G� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 5:43:32 AM NEW MILLENNIUM Location: Joist Description: Mark: Rl11L M—r, SY-STFM9 ARLINGTON,WA Long Span 37LH3641250 J35 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld city Material V7 2,000.11 6,758.64 2,309.65 2,528.29 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 6,39876 7,826.93 1,757.88 2,851 91 4 22 x 0.102 1 C16BB=1.125 x 1.025 x.102 W3 2,006.33 18,714.09 7.303.10 7,992.33 2,86 x 0.176 1 C34AA=1.125 x 1.549 x.176 V1S 2,121.73 5,758,64 2,418,291 2,454.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W2 9,877.091 14,381.54 2,713.49 6,124-521 4.43 x 0.150 1 C28BB=1.125 x 1.344 x.150 i� I STRESS ANALYSIS-PAGE 3 G� Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 6:43.32 AM NEW MILLENNIUM Location: Joist Descripliun: Mark: Fl Ill MINT, SY-F- ARLINGTON,WA Long$pan 37LH3641250 J35 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 3/8 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 31/2 BPL Length 2-5 BPL Length 2-5 Clear Bearing 0-4 718 Clear Bearing0-4 718 BPL Material:203025=2 x 3 x.250 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-/80 000 Reqd TL Def 11-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 3,0146 Section Modulus _ 3,0146 Reqd SM 0.0029 Reqd SM 0.0029 Mom of Inertia 5.5932 Mom of Inertia 5.5932 Reqd MI 0.0001 Reqd MI 0,0001 Seat Type:Lapped(Reinforced) Seat Type,Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: ❑L+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: ❑L+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case Bd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be-, DL+CL+0.85(TL)+0 75(WL+AX+$L+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) -ase 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a. 1.2(DL)+0.6(LL)+0.B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+O.B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP 1 I I STRESS ANALYSIS-PAGE 1 G� Job Number. Job Name Gate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:44:59 AM NEW MILLENNIUM Location: Joist Description: Mark: ARLINGTON,WA Long$pan 37LH3641250 J35A Geometry Base Length: Working Length; Joist Depth: Effective Depth: 8C Panel Length: Shape: 39-9 314 39-5 314 37.00 35.90 7 @ 5-0 Double Pitch with Ridge @ 19-11 318 Variable Left End Right End BC Panel 2-11 3/8 2-10 3/8 TC Panel 2-0 2-0 - First Half 2-0 2-0 \�1 T" First Diag. 4-11 318 4-10 318 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Lac/Begin Sp1End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-9 314 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 39-9 3/4 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 39-9 314 L-BL Uniform (plf) SM(3) 12.15 12.15 TC + 0-0 39-9 3/4 L-BL Cone @ any pp(Ibs) LL(3) 2,000.00 0,00 BC + Axial(Ibs) SM(3) 5.600,00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 1 1114.001 114.00 TC + 0-0 39-9 3/4 L-BL Stress Analysis Summary int Panel TC: Max Panei 8C. Reaction LE Reaction RE: Minimum Shear: Max TC Comp.: Max 8C Tension 30.01 60.00 7,185.21 7,185.39 11,796.35 23,755.11 23,702.93 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 5,481.25 7,982.97 0.00 0.00 9,855.27 2,707.49 45.51 0-2 V1S 5,480.14 7,874.53 0.00 0.00 2,121.73 2,418,26 33.40 2-0 W3 6,480.14 7,874,53 11,272,37 3,096.80 21001.24 7,284.52 40.11 2-113/8 W4 5.291.75 15,628.36 11,272.37 3,096.80 6,379.10 1,752.50 43,97 4-11 310 V2 5,291.75 15,628.36 11,272.37 3,096.80 2,000.11 2,309.58 32,77 7-5 318 W5 5,291.75 15,628,36 18,996.73 5,218.88 1,386.14 5,045.53 44,89 7-5 3/8 W6 5,891.92 21,446.58 18.996.73 5.218.88 3,658.95 1,005.21 44,89 9-11 318 V3 5,891.92 21,446.58 18,996.73 5,218.88 2,000,11 2,318.69 34.02 12-5 3/8 W7 5,891.92 21,446.56 23,010,73 6,321.63 996,94 2,406.56 45.83 12-5 3/8 W8 6,526.13 23,755.11 23,010.73 6,321.63 2,354.94 979.16 45.83 14-113/8 V4 6,526.13 23,755.11 23,010.73 6,321.63 2,000.11 2,322,31 35.28 17-5 318 W9 6,526.13 23,755.11 23,702.93 6,511.79 2,340,88 1,286.73 46.79 17-5 318 W9 6,519.54 23,731.11 23,702.93 6,511.79 2,340.97 1,303.39 46.79 19-113/8 V5 6,519.54 23.731.11 23,702,93 6.511.79 2,000.11 2,322.27 35,27 22-5 3/8 W8 6,519.54 23,731,11 22,961.69 6,308.16 2,355.00 962.71 45,83 22-5 318 W7 5,871.24 21,371.31 22,961.69 6,308.16 980,14 2,437.00 45,83 24-11 318 V6 5,871.24 21,371.31 22,961.69 6,308.16 2,000.11 2,318.58 34.01 27-5 3/8 W6 5,871.24 21,371.31 18,893.69 5,190.57 3,700.21 1,016.44 44.88 27-5 3/8 W5 5,295.25 15,495.72 18,893,69 5,190.57 1,398,06 5.089-31 44.8E 29-11 3/8 V7 5,295.25 15,495.72 18,893.69 5,190.57 2,000,11 2,309.37 32.76 32-5 318 W4 5,295.25 15,495.72 11,107,95 3,051.63 6,424,38 1,764.83 43.96 32-5 318 W3 5,485.17 7,815,18 11,107.95 3,051.63 2,007,881 7,309,061 40,10 34-11 318 V1S 5,485.17 7,81.5,181 0.001 0.00 2.104,101 2,390.211 33,08 37-9 3/4 'Continued on Next Page... �1 STRESS ANALYSIS-PAGE 1 G7 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPDRDERS 11/22/2019 5:44:59 AM NEW MILLENNIUM Location: '=,t Description: Mark: -.1 ^'"'" "`"sr""'" ARLINGTON,WA Long Span 37LH3641250 J35A Stress Anal sis Summary,Continued... Member TC Tension I TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist, W2 5,487.23 7,912,42 0.001 0.001 9,703.111 2,665.69 44,79 36-11 3! 1 STRESS ANALYSIS-PAGE 2 G7 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:44.59 AM NEW MILLENNIUM Location: Juisf Description: Mark: ""^'Nr, yr -.. ARLINGTON,WA Long Span 37LH3641250 J35A Chord Pro roes Chord Area Rx Rz Ryy y Ix Q Material TC 0.6209 0.6249 0.3548 1.2477 0.6098 0.2425 1.0000 A34A18= 1.8750 X 2.0010 X.176 BC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B= 1.6560 x 0.142 Axial and Bendinu Analysis K- Fy., Fb: Mom of inertia' LL 360: LL 240: Max Bridg 7C, Max Bridg BC: 0.75 50,000.00 30,000.00 656.20 398.41 1597.62 17-8118 114-7518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Len th 22.00 35.38 30.01 34.38 22.00 1.1250 Min Weld Len 2X: Bending Load 363.92 363.92 363.92 363.92 363.92 0.5000 Axial Load 7,902.97 7,874.53 23,755.11 7,815.1 B 7,912.42 Max Load Fillers TC: fa 2,207.19 6,341.22 19,129.58 6,293.43 2,187.69 31,165.20 Maximum KLlr 62.02 99.73 63.43 96.91 62,02 Max Load no FillersTC: Fcr 37,742.10 24,163.77 37,257.27 25,163.21 37,742.06 26,483.20 Fa 22,645.26 14,498.26 22,354.36 15,097.92 22.645.24 379.69 Ryy: 79.69 Fe 914,114.44 89,276,34 220,680,69 94,545.82 914,111.06 8CoaURyy.• Cm 0,9988 0.9645 0.9419 0,9667 0,9988 405.06 Panel Point Moment 3,288.27 3,288.27 2,275.50 3,079.24 3,079.24 Bc stress: Mid Panel Moment 478.54 1,724.78 1,137.75 1,613.43 490.07 0.92 Panel Point fb 966.89 9,432.24 6,527.16 8,832.66 905,43 SC L/Rz: 195.9504 Mid Panel fb 158,74 2.168.60 1.430.51 2,028.60 162.56 TC Fillers 0 0 0 0 0 13,178. Stress: 78.65 Panel Point Stress 3,174.09 15,773A6 25,656.73 15,126.10 3,093,12 BC Shear Stress: Mid Panel Stress 0.0540 0.5077 0.9024 0.4822 0.0537 19,131.61 Web Design Member Web Tension Allow Tenslon Web Comp Allow Comp Weld city Material W2 9,855.27 14,381,54 2,707.49 6,124.52 4.42 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,121.73 6,758.64 2,418.26 2,454.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W3 2,001 24 18,714.09 7,284.52 7,992.33 2 85 x 0.176 1 C34AA=1.125 x 1.549 x.176 W4 6,379.10 7,826.93 1.752.50 2,851.91 4.21 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,000.11 5,758.64 2,309.58 2,528.29 2,00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 1,386.14 14,381.54 5,046.53 5,456 1 B 2.27 x 0.150 1 C28BB=1.125 x 1.344 x.150 W6 3,658.95 4,802.89 1,005.21 1,052.81 3.20 x 0.077 1 C10AB=1.125 x 0.756 x.077 V3 2,000,11 5,758.64 2,318,69 2,381.77 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 99694 7,826.93 2,406.56 2,691 69 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W8 2,354.94 4,802.89 979.16 1,010.07 2.06 x 0.077 1 C1DAB=1.125 x 0.756 x.077 V4 2,000.11 7,826.93 2,322.31 3,632.96 2,00 x 0,102 1 C16BB= 1.125 x 1.025 x.102 W9 2,340.8E 7,826.93 1,286.73 2,614.57 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 2,340.97 7,826,93 1,303.39 2,614.57 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V5 2,000.11 7,826.93 2,322.27 3,633.21 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W8 2,355.00 4,802.89 962.71 1,01024 2 06 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 980.14 7,826.93 2.437.00 2.692.02 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V6 2.000.11 5,758,64 2,318.58 2,382.68 2.00 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W6 3,700.21 4,802.89 1,016.44 1,053.1 B 3.24 x 0.077 1 C10AB=1.125 x D.756 x.077 W5 1,398.06 14,381.54 5,089.31 5,457,43 2,28 x 0.150 1 C28BB=1.125 x 1.344 x.150 " Continued on Next Page... I '�� I STRESS ANALYSIS-PAGE 2 Job Number: Job Name: l Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111/2212019 5:44:59 AM NEW MILLENNIUM Location: Jur!:Description: Mark: AL 11L-- -T- ARLINGTON,WA Long Span 37LH3641250 J35A Web Design,Continued... Member Web Tension Allow Tension Web Camp_ Allow Comp Weld Qty Material V7 2,000.11 5,758.64 2,309.37 2,529.84 2,00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 6,424 38 7,826.93 1,764.83 2,85295 4 24 x 0.102 1 C16BB=1.125 x 1.025 x.102 W3 2,007.88 18,714.09 7,309.06 7,995.08 2.86 x 0.176 1 C34AA=1.125 x 1.549 x.176 V1S 2,104.101 5,758.64 2,390.21 2,492.23 2.00 x 0.090 1 C12BB= 1.125 x 0,799 x.090 W2 9,70311 1 14,381.541 2,665.69 6,229 70 4 36 x 0.150 1 C28BB=1.125 x 1.344 x.150 i STRESS ANALYSIS-PAGE 3 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 5:44.59 AM NEW MILLENNIUM Location: Juim Description: Mark: M M-.11 IYITFU' ARLINGTON,WA Long Span 37LH3641250 J35A TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-1 3/8 TCX Type R, Rnfd_ TCX Tye R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 112 BPL Length 2-5 BPL Length 2-5 7/8 Clear Bearing 0-4 718 Clear Bearing 0-5 718 BPL Material:203025=2 x 3 x.250 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.02 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L1120 0.01 Section Modulus 3.0146 Section Modulus 3.0146 Red SM 0.0029 Reqd SM 0.005E Mom of Inertia 5.5932 Mom of Inertia 5.5932 Reqd MI 0.0001 Reqd MI 0,0004 Seal Type,Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: ❑L+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: ❑L+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 6a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: ❑L+CL+0.85(TL)+0,75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0,75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) ase 5f:0.6(DL)+WL-AX+SM Case Sh: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0,B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0,8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP 1 STRESS ANALYSIS-PAGE 1 !� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDER5 11/22/2019 5:49:35 AM NEW MILLENNIUM Location: Joist Description: (Nark: AI,II 111Nl: ly-.g ARLINGTON,WA Long Span 37LH3641250 J37 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 1 39-10 314 139-53/4 1 37.00 135.90 7 @ 5-0 1 Double Pitch with Ridge @ 19-11 318 Variable Left End Right End BC Panel 2-11 3/8 2-11 3J8 TC Panel 2-0 2-0 -- ,,�- -�,, First Half 2-0 2-0 ` First Diag. 4-11 318 4-11 318 Depth 32.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loa/Begin Sp1End Reference Uniform (Plf) DL(1) 114.00 114.00 TC + 0-0 39-10 3J4 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 39-10 3/4 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 39-10 3/4 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 39-10 314 L-BL Uniform (plf) SM(3) 12.15 12,15 TC + 0-0 39-10 3J4 L-BL Cone @ any pp(Ibs) LL 0) 1 2.000.001 0.001 BC + Stress Anal sis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp. Max BC Tension 30.01 160.00 7,200.38 7,200.38 1,800.08 23,844.29 23,803.21 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W2 5,481.10 7,988.51 0.00 0.00 9,877.09 2,713.49 45.51 0-2 V1S 5,479.99 7,880.07 0,00 0.00 2,121.73 2,418.29 33.40 2-0 W3 5,479.98 7,880.07 11,299.44 3,104.24 2,006.33 7,303.10 40.11 2-113/8 W4 5.291.35 15.668.81 11.299.44 3.104.24 6,398.76 1,757.88 43.97 4-11 3/0 V2 5,291.35 15,668.61 11,299.44 3,104.24 2,000.11 2,309.65 32.77 7-5 318 W5 5,291.35 15,668,81 19,050,04 5,233.53 1,391.42 5,064.86 44.89 7-53/8 W6 5,909.97 21,512.29 19,050.04 5,233.53 3,677,56 1,010.30 44.89 9-11 3/8 V3 5,909.97 21.512.29 19,050.04 5,233.53 2,000.11 2,318.79 34.02 12-5 318 W7 5,909.97 21,512.29 23,088,37 6,342.96 996,94 2,415.07 45.83 12-5 3/8 W8 6,550.63 23,844.29 23,088.37 6,342.96 2,359.85 979,11 45.83 14-113/8 V4 6,550.63 23.844.29 23,088.37 6,342.96 2.000.11 2,322.45 35.29 17-5 318 W9 6,550.63 23,844,29 23,803,21 6,539.34 2,345.81 1,286.70 46.79 17-5 318 W9 6,550.63 23,844.29 23,803.21 6,539.34 2,345.81 1,303.20 46.79 19-11318 V5 6,550.63 23,844.29 23,803.21 6,539.34 2,000.11 2,322.45 35.29 22-5 318 WS 6,550.63 23,844.29 23,088.38 6,342,96 2,359.85 962.52 45.83 22-5 318 W7 5.909.97 21.512.29 23,088.38 6.342.96 980.04 2,429.24 45.83 24-11 318 V6 5,909.97 21,512,29 23,088.38 6,342.96 2,000.11 2,318.79 34.02 27-5 3/8 W6 5,909.97 21,512,29 19,050,04 5,233.53 3,677.56 1,010.30 44.89 27-5 3/8 W5 5,291.35 15,668.81 19,050.04 5,233.53 1,391.42 5,064.86 44.89 29-11 318 V7 5.291.35 15.668.81 19.050.04 5,233.53 2,000.11 2,309.65 32.77 32-5 3/8 W4 5,291.35 15,668.81 11,299.44 3,104.24 6,398,76 1,757.88 43.97 32-5 3/8 W3 5,479.98 7,880.07 11,299.44 3,104.24 2,006.33 7,303.10 40.11 34-11318 V1S 1 5,479.99 7,880A7 0,001 0.00 2,121.731 2,418,291 33,40 37-10 3/4 Continued on Next Page... i STRESS ANALYSIS-PAGE 1 G� Job Wrnber. Job Narne: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:49:33 AM NEW MILLENNIUM Locatbun: Juist Descriplion: Mark: Rl 111 nINr, 4Y%T- ARLINGTON,WA Long Span 37LH3641250 J37 Stress Anal sls Summary,Continued... Member I TC Tension TC Compresion BC Tension BC Ompresion Web Tension I Web Comp. lWebLengthl PP Dist. W2 1 5,481,101 7,988,511 0,001 0.001 9,877.091 2,713.491 45.51 36-11318 Y. ,1 I r. STRESS ANALYSIS-PAGE 2 Job Number_ Job Name: Date Run: 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:49.35 AM NEW MILLENNIUM Location: Joist Descriplion: Mark, -11,1-1, qv -- ARLINGTON,WA Long Span 37LH3641250 J37 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material .176 TC 0,6209 0.6249 0.3548 1.2477 0.6098 0.2425 1.0000 A34A18= 1.8750 X 2.0010 X BC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B= 1.6560 x 0.142 Axial and Bending Analysis -I 1 K. Fy., Fb: Mom of Inertia., LL 360: LL 240: Max Bridg TC- Max Bridg BC: 7 0.75 50,000.00 30,000.00 656.20 1395.90 593.85 17-81/8 14-71/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.00 35.38 30.01 35.38 22.00 1.1250 Min Weld Len 2X: Bending Load 363.92 363.92 363.92 363.92 363,92 0.5000 Axial Load 7.988.52 7,880.07 23,844.29 7,880.07 7.9,58.51 Max Load FiliersTC: fa 2,208.72 6.345.69 19.201.40 6,345.69 2,208.72 31,165.20 Maximum K Ur 62.02 99,73 63,43 99.73 62,02 Max Load no Fillers TC: Fcr 37,742.10 24,163.77 37,257,27 24,163.77 37,742.10 26,483.20 Fa 22,645.26 14,498.26 22.354.36 14,498.26 22.645.26 TC OAL/Ryy: 380.49 F'e 914,114.44 89,276,34 220,680,69 89,276.34 914,114.44 18COAURyy: Cm 0,9986 0.9645 0.9417 0.9645 0.9988 1405.92 Panel Point Moment 3,288.27 3,288.27 2,275.50 3,288.27 3,288.27 BC Stress: Mid Panel Moment 478.64 1,724.78 1,137.75 1,724.78 478.54 0.92 Panel Point fb 966,89 9,432.24 6,527.18 9,432.24 966.89 BC L/Rz: 195.9504 Mid Panel fb 158.74 2.168.60 1,430.51 2,168.60 158.74 TC Shear Stress: Fillers 0 0 0 0 0 13,208.02 Panel Point Stress 3,175.62 15,777,93 25,728,55 15,777.93 3,175.62 BC Shear Stress: idPa Mnel Stress 0.0541 0.5080 0.9057 0.5080 0.0541 19,173.96 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 9,877.09 14,381.54 2,713.49 6,124.52 4.43 x 0.150 1 C2811313=1.125 x 1.344 x.150 V1s 2,121.73 6,758.64 2,418.29 2,454.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W3 2,006.33 18,714.09 7,303.10 7,99233 2 86 x 0.176 1 C34AA=1.125 x 1.549 x.176 W4 6,398.76 7.826.93 1,757.88 2,851.91 4.22 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,000.11 5,758.64 2,309,65 2,528.29 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 1,39142 14,381.54 5,064.86 5,45618 2.27 x 0.150 1 C28BB=1.125 x 1.344 x.150 W6 3,677.56 4,802.69 1,010.30 1,052.81 3.22 x 0.077 1 C10AB=1.125 x 0.756 x.077 V3 2,000.11 6,758.64 2,318.79 2,381.77 2.00 x 0.090 1 C12BB= 1,125 x 0,799 x.090 W7 99694 7,826.93 2,415.07 2,691 69 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W8 2,359.85 4,802.89 979.11 1,010.07 2.06 x 0.077 1 C10AB=1.125 x 0.756 x.077 V4 2,000.11 7,826.93 2,322.45 3,632.96 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W9 2,345.81 7,826.93 1,286.70 2,61457 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 2,345.81 7,826.93 1,303.20 2,614.57 2.00 x 0.102 1 C16BB=1,125 x 1.025 x.102 V5 2,000.11 7,826.93 2,322.45 3,632.96 2.00 x 0.102 1 C166B= 1.126 x 1.026 x.102 W8 2,35985 4,802.89 962.52 1,01007 2.06 x 0.077 1 C10AB=1.125 x 0.750 x.077 W7 980.04 7,826.93 2,429.24 2.691.69 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V6 2,000.11 5,758,64 2,318,79 2,381.77 2,00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W6 3.677 56 4,802.89 1,010.30 1,05281 3 22 x 0.077 1 C10AB=1.125 x 0.756 x.077 W 5 1,391.42 14,381.54 5,064.86 5,456.18 2,27 x 0.150 1 C28BB=1 A 25 x 1.344 x.150 " Continued on Next Page.. STRESS ANALYSIS-PAGE 2 Job Number Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:49:35 AM NEW MILLENNIUM Location: .lust Description: Mark: .1".1-1. 4`"sr"^"s ARLINGTON,WA Long Span 37LH3641250 J37 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld city Material V7 2,000.11 5,758.64 2,309.65 2,528.29 2.00 x 0,090 1 C126B= 1.125 x 0.799 x.090 W4 6,39876 7,826"93 1,757.88 2,851.91 4.22 x 0.102 1 CI6BB=1.125 x 1.025 x.102 W3 2,006.33 16,714.09 7,303.10 7,992.33 2.86 x 0.176 1 C34AA=1.125 x 1.549 x.176 V1S 2,121.73 6,758,641 2,418,29 2,454,10 2,00 x 0.090 1 C12613= 1.125 x 0.799 x.090 W2 9,87709 14,381.541 2,713.491 6,12452 4.43 x 0.150 1 C28BB=1.125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 Job Number: Job Name: Oat;Run: v/ 5819.0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV22/2019 5:49.35 AM NEW MILLENNIUM Location: Joist Dascrip[ion: Mark: .^ ARLINGTON,WA Long Span 37LH3641250 J37 TCX Design TCX Left TCX Right TCX Length 0-0 318 TCX Length 0-0 3/8 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 2-5 BPL Length 2-5 Clear Bearing 0-4 718 Clear Bearing 0-4 718 BPL Material:203025=2 x 3 x.250 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L180 0.00 Reqd TL Def 1-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 3,0146 Section Modulus 3.0146 Reqd SM 0.0029 Reqd SM 0.0029 Mom of Inertia 5.5932 Mom of Inertia 5.5932 Reqd MI 0,0001 Reqd MI 0,0001 Seat Type:Lapped(Reinforced) Seat Type Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0,75(WL-AX+LL) Case 3e: ❑L+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(8M+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Ba: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0,75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case Bd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0 75(WL+AX+$L+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case Sh: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0,B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+O,B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number.' lob Name: Date Run: 5819-0100 I-GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:51:03 AM NEW MILLENNIUM Location: Joist Description: Mark: Fl 111 17-1, riY riTFMri ARLINGTON,WA Long Span 37LH3641250 J37A Geometry Base Length: Working Length: Joist Depth: Elteclive Depth: BC Panel Length: Shape: 39-9 314 39.5 314 37.00 35.90 7 @ 5.0 Double Pitch with Ridge @ 19-11 318 Variable Left End Right End BC Panel 2-11 3/8 2-10 318 TC Panel 2-0 2-0 First Half 2-0 2-0 T' T First Diag. 4-11 3/8 4-10 318 Depth 132.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin $ /End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-9 314 L-BL Uniform (plf) LL(1) 250,00 250,00 TC + 0-0 39-9 3/4 L-BL Gross Uplift( If) WL 2) 100.00 100.00 TC - 0-0 39-9 W4 L-BL Uniform (plf) SM(3) 12.15 12.15 TC + 0-0 39-9 3/4 L-BL Cone @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Axial(Ibs) SM(3) 51600.00 0.00 TC + 0-0 0-6 L-BL Uniform (plf) CL(3) 114,00 114.00 TC + 0-0 39-9 3/4 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Camp: Max BC Tension 30.01 60.00 7,185.21 7,185.39 1,796.35 23,755.11 123,702.93 Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W2 5,481.25 7,982.97 0.00 0.00 9,855.27 2,707.49 45.51 0-2 V1s 5.480.14 7,874.53 0.00 0.00 2,121.73 2,418.26 33.40 2-0 W3 5,480.14 7,874.53 11,272.37 3,096.80 2,001.24 7,284.52 40,11 2-113/8 W4 5,291.75 15,628.36 11,272.37 3,096.80 6.379.10 1.752.50 43.97 4-11 3/0 V2 5,291.75 15,628.36 11,272.37 3,096.80 2,000.11 2,309.58 32.77 7-5 3/8 W5 5,291.75 15,628,36 18,996.73 5,218.88 1,386.14 5,045.53 44.89 7-5 3/8 W6 5.891.92 21,446.58 18,996.73 5,218,88 3,658.95 1,005.21 44.89 9-11 318 V3 5,891.92 21,446.58 18,996.73 5,218.88 2,000.11 2,318.69 34.02 12-5 318 W7 5,891.92 21,446.58 23,010.73 6,321.63 996.94 2,406.56 45.83 12-5 318 W8 6,526.13 23,755.11 23,010,73 6,321.63 2,354.94 979.16 45.83 14-11318 V4 6,526.13 23,755.11 23,010.73 6,321.63 2.000.11 2,322.31 35,29 17-5 3/8 W9 6,526.13 23,755.11 23,702,93 6,511.79 2,340,88 1,286.73 46.79 17-5 318 W9 1 6,519.54 23,731.11 23.702.93 6,511.79 2,340.97 1,303.39 46.79 19-11 3/8 V5 6,519.54 23,731.11 23,702.93 6,511.79 2,000.11 2,322.27 35.27 22-5 3/8 W8 6,519.54 23,731.11 22,961.69 6,308.16 2,355.00 962.71 45.83 22-5 3/8 W7 5,871.24 21,371.31 22,961.69 6,308.16 980.14 2,437.00 45.83 24-11 318 V6 5,871.24 21,371.31 22,961.69 6,308.16 2,000.11 2,318.58 34.01 27-5 318 W6 5,871.24 21,371,31 18,893.69 5,190.57 3,700.21 1,016.44 44.88 27-5 3/8 W5 5,295.25 15,495.72 18,893.69 5,190.57 1,398.06 51089.31 44.8E 29-11 3/8 V7 5,295.25 15,495.72 18,893.69 5,190.57 2.000.11 2,309.37 32.76 32-5 3/8 W4 5,295.25 15,495.72 11,107.95 3,051.63 6,424,38 1,764.83 43.96 32-5 318 W3 5,485.17 7,815.18 11.107.95 3,051.63 2,007.88 7,309.06 40.10 34-11 318 V15 5,485.17 7,815.18 0.00 0.00 2,104.10 2,390.21 33,08 37-9 314 'Continued on Next Page.. STRESS ANALYSIS-PAGE 7 41:10 Job Number: Job Nerve Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:51:03 AM NEW MILLENNIUM; Localiun: Jun l Descriplion: Mark: ARLINGTON,WA Long Span 37LH364/250 J37A J Stress Anal sis Summary,Continued... Member I TC Tension ITCcomprosionj BC Tension 113CCompresionj Web Tension I Web Comp. lWebLengthil PP Dist. W2 1 5,487.231 7,912,421 0.00 0.001 9,703,111 2,665.691 44.79 36-11 3/8 i STRESS ANALYSIS-PAGE 2 Job Number: Job Name: [late Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:51:03 AM NEW MILLENNIUM Location: Joist Description: Mark: M IR 1-1,, SY -M9 ARLINGTON,WA Long Span 37LH3641250 J37A Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.6209 0.6249 0,3548 1,2477 0,6098 0.2425 1,0000 A34A18= 1,8750 X 2.0010 X.176 BC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B= 1.6560 x 0.142 Axial and Bending Analysis K Fy., Fb: Mom of Inertia.. LL 360: LL 240: Max Bridg 7C: Max Bridg BC: 0.75 150,000.00 30,000.00 656.20 398.41 597.62 17-8118 114-7518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 22.00 35.38 30.01 34.38 22.00 1.1250 Min Weld Len 2X.• Bending Load 363.92 363,92 363,92 363.92 363,92 0.5000 Axial Load 7,902.97 7,874.53 23,755.11 7,815.18 7,912.42 Max Load Fillers TC: fa 2,207.19 6,341.22 19,129.5E 6,293.43 2,187.69 31,165.20 Maximum K Ur 62.02 99,73 63,43 96.91 62,02 Max Load no Filters 7C: Fcr 37,742.10 24,163.77 37,257.27 25,163.21 37,742.06 26,483.20 Fa 22,645.26 14,498.26 22.354.36 15,097.92 22.645.24 TC o6LIRyy: 379.69 Fe 914,114.44 89,276.34 220,680,69 94,545.82 914,111.06 SCORL/Ryy.• Cm 0.9988 0.9645 0,9419 0,9667 0.9988 405.06 Panel Point Moment 3,288.27 3,288.27 2,275.50 3,079.24 3.079.24 Bc stress: Mid Panel Moment 478.54 1,724.78 1,137,75 1,613.43 490.07 0.92 Panel Point fb 966.89 9,432.24 6,527.16 8,832.66 905.43 SC LIRz: Mid Panel fb 158.74 2,168.60 1,430.51 2.028.60 162.56 195.9504 Fillers 0 0 0 0 0 TC Shear Stress: 13,178.85 Panel Point Stress 3,174.09 15,773,46 25,656.73 15,126.10 3,093.12 BC Shear Stress: Mid Panel Stress 0.0540 0.5077 0.90241 0.4822 0.0537 19,131.61 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 9,855.27 14,381,54 2,707.49 6,124.52 4.42 x0.150 1 C288B=1,125 x 1.344 x.150 V1S 2,121.73 5,758.64 2,418.26 2,454.10 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W3 2,00124 18,714.09 7,284.52 7,992.33 2.85 x 0.176 1 C34AA=1.125 x 1.549 x.176 W4 6,379.10 7,826.93 1,752.50 2,851,91 4.21 x0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,000.11 5,758.64 2,309.58 2,528.29 2.00 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W5 1,38614 14,381.54 5,046.53 5,45618 2 27 x 0.150 1 C28BB=1.125 x 1.344 x.150 W6 3,658.95 4,802.69 1,005.21 1,052.81 3.20 x 0.077 1 C10AB=1.125 x 0.756 x.077 V3 2,000.11 5,758,64 2,318.69 2,381.77 2.00 x 0.090 1 C12BB= 1.125 x 0,799 x.090 W7 99694 7,826.93 2,406.56 2,691.69 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W8 2,354.94 4,802.89 979.16 1,010.07 2.06 x 0.077 1 C10AB=1.125 x 0.756 x.077 V4 2,000.11 7,826,93 2,322.31 3,632.96 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W9 2,340.8E 7,826.93 1,286.73 2,614.57 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 2,340.97 7,826.93 1,303.39 2,614.57 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V5 2,000.11 7,826.93 2,322.27 3,633.21 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 WS 2,355.00 4,802.89 962.71 1,01024 2.06 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 980.14 7,826.93 2,437.00 2,692.02 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V6 2,000.11 6,758,64 2,318,58 2,382.68 2,00 x 0.090 1 C12BB= 1,1125 x 0.799 x.090 W6 3,700 21 4,802.89 1,016.44 1,053 1 B 3 24 x 0.077 1 C10AB=1.125 x 0.756 x.077 W5 1,398.061 14,381.54 5,089.31 5,457.43 2.28 x 0.150 1 C28BB=1.125 x 1.344 x.150 'Continued on Next Page... i STRESS ANALYSIS -PAGE 2 110 Job Number Job Name t]ate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:51:03 AM NEW MILLENNIUM Location: Joist Description: Mark: Rl III PIINr riYriTFM9 ARLINGTON,WA Long Span 37LH3641250 J37A Web Design Continued_.. Member Web Tension Allow Tension Web Camp Allow Comp Weld city Material V7 2,000.11 5,758,64 2,309.37 2,529.84 2.00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W4 6,424 3B 7,826.93 1,764.83 2,852,95 4 24 x 0.102 1 C16BB=1.125 x 1.025 x.102 W3 2,007.88 18,714.09 7,309.06 7.995.08 2.86 x 0.176 1 C34AA=1.125 x 1.549 x.176 V1S 2,104.10 5,758,641 2,390.21 2,492.231 2.00 x 0.090 1 C121313= 1.125 x 0.799 x.090 W2 9,703.111 14.381.541 2,665.691 6,229.701 4 36 x 0.150 1 C28BB=1.125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 Job Number: Jnb Narnc Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:51.03 AM NEW MILLENNIUM Location: Joist Description: Mark: Rl III I"IINr --Mr ARLINGTON,WA Long Span 37LH364125p J37A TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-1 3/8 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3112 TCX Depth 3 112 BPL Length 2-5 BPL Length 2-5 7/8 Clear Bearing 0-4 718 Clear Bearing 0-5 718 BPL Material:203025=2 x 3 x.250 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.00 Reqd TL Def 1-180 0.02 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L1120 0.01 Sectlon Modulus 3.0146 Section Modulus 3.0146 Reqd SM 0.0029 Reqd SM 0.0058 Mom of Inertia 5.5932 Mom of Inertia 5.5932 Reqd MI 0.0001 Reqd MI 0,0004 Seat Type lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: ❑L+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+$L+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Sg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) :ase 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0,8(TL)+SM+AX+FEM Case 6b: ❑L+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 1 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:52:07 AM NEW MILLENNIUM Location: Joist Description: Mark: ARLINGTON,WA Long Span 37LH3641250 J38 Geometry Base Length; Working Lengt(i: Joist Depth: Elfeolive Depth: BC Pane(Length: Shape: 39-9 314 39-5 314 1 37.00 135.88 7 5-0 Double Pitch with Ridge @ 19-11 318 Variable Left End Right End BC Panel 2-11 318 2-10 3/8 ULL1 I.1 11_I_f,1 1 11 I I,I I I I., III;III I I I I:ll I I I I I I I:J I I l l f l l l l I I I I I LU I I I I I I I TC Panel 2-0 2-0 ! First Half 2-0 2-0 \ First Dia 4-1 1 318 4-1 0 318 Depth 32.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc1Be in Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 39-9 3/4 L-BL Uniform (plf) DL(1) 114,00 114,00 TC + 0-0 39-9 3/4 L-BL Uniform (plf) CL(1) 40.00 40.00 TC + 0-0 39-9 314 L-BL Conc @ any pp(Ibs) SM(2) 990.00 0.00 TC Uniform (plf) SM(2) 45.00 45.00 TC 0-0 39-9 3/4 L-BL Gross Uplift If WL(2) 100.00 100.00 TC - 0-0 39-9 3/4 L-BL Uniform (plf) SM(3) 12.15 12.15 TC + 0-0 39-9 314 L-BL Axial(Ibs) SM(3) 5,600.00 0,00 TC + 0-0 0-0 L-BL Axial Ibs SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Conc @ any pp(Ibs) SM(3) 990,00 0,00 TC + Unlform ( If) SM(3) 45.00 45,00 TC + 0-0 39-9 314 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 39-9 314 L-BL Uniform (plf) CL(3) 40.00 40.00 TC + 0-0 39-9 3/4 L-BL Stress Analysis Summary Int,Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.; Max BC'tension 30.01 60.00 7,974.79 17,974.98 11,993.74 26,382.68 126,324.43 7 Member TC Tension TC Com renson BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,144.05 11,859.39 0.00 0.00 10,942.45 2.708.53 45.50 0-2 V1S 7,142.93 11,677.75 0,00 0,00 2,121.91 2,919.58 33.38 2-0 W3 7,142.93 11,677.75 12,520.01 3,099.01 2,001.72 8,086.94 40.10 2-11 3/0 W4 6,897.14 17,357.89 12,520.01 3,099.01 7,082.10 1,952.31 43.95 4-11 3/8 V2 6,897.14 17,357,89 12,520.01 3,099.01 2,000,11 2,802.92 32.75 7-5 3/8 W5 6,897.14 17,357.89 21,098.75 5,222.46 1,627.71 51601-36 44.87 7-5318 W6 6,643.17 23,819.38 21,098.75 5,222.46 4.350,27 1,437.56 44.87 9-11 3/8 V3 6,643,17 23,819.38 21,098,75 5,222.46 2,000,11 2,817.71 34.00 12-5 318 W7 6,643.17 23,819.38 25,556.27 6,325.81 1,116.39 3,291.25 45.81 12-5 316 W8 6,530.37 26,382.68 25,556.27 6,325.81 2,614.44 979.43 45.81 14-113/8 V4 6,530.37 26,382.68 25,556.27 6,325.81 21000.11 2,823.07 35.25 17-5 318 W9 6,530.37 26,382.68 26,324.43 6,515.95 2,598.80 1,992.51 46.77 17-5 318 W9 6,523.77 26,356.04 26.324,43 6,515.95 2.598.89 1,992.58 46.77 19-113/6 V5 6,523.77 26,356.04 26,324,43 6,515.95 2,000.11 2,823.01 35.25 22-5 3/8 W8 6,523.77 26,356.04 25,501.81 6,312.33 2,614.51 962,98 45,81 22-5 318 W7 6,645.52 23,735,79 25,501.81 6,312.33 1,129.651 3,332.911 45,81 24-11318 *Continued on Next Page... STRESS ANALYSIS-PAGE 1 !� Job Number. Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 5:52:07 AM NEW MILLENNIUM Location: 1 u :Description: Mark: MIR Minh. riYRTFM9 ARLINGTON,WA Long Span 37LH3641250 J38 Stress Anal sls Summary,Continued... Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. V6 6,645,52 23,735.79 25,501,81 6,312.33 2,000.11 2,817.52 33.99 27-5 318 W6 6,645.52 23,735.79 20,984.31 5,1944,14 4,392.49 1,450.93 44.87 27-5 318 W5 6,901.30 17,210.58 20,984.31 5,194.14 1,641.64 5,649.92 44.87 29-11 318 V7 6,901,30 17,210,58 20,984.31 5,194.14 2,000,11 2,802,58 32.73 32-5 318 W4 1 6,901 30 17,210.58 12,337.39 3,053.81 7,132.34 1,97493 43.94 32-5 31B W3 7,148.92 11,561.81 12,337.39 3,053,81 2,008.36 8,114.15 40.08 34-11 318 V1S 7,148.92 11,561.81 0.00 0.00 2,104,25 2,883.30 33.05 37-9 314 W2 7,150.98 11,724,691 0,00 0.00 10,773.381 2,666.68 44.77 36-11 318 STRESS ANALYSIS -PAGE 2 Job Number: Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:52:07 AM NEW M I L L E N N 1 U M Location: Joist Description: Mark: Rl Ill r I r, SYSTFM9 ARLINGTON,WA Long Span 37LH3641250 J38 Chord Pro roes Chord Area Rx Rz Ryy Y Ix Q Material TC 0,6209 0,6249 0,3548 1,2477 0,6098 0.2425 1 1,0000 jA34A18= 1.8750 X 2.0010 X,176 BC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1 1.0000 1 A28B= 1.7350 x 0.150 Axial and Bending Analysis K.. ry.1 Fb: Mom of Inertia. LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50.000.00 30,000,00 695.39 422.21 633.31 17-8118 15-9 314 Top Chard Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.00 35.38 30.01 34.39 22.00 Min Weld Md Len 2X: Bending Load 403.91 403.91 403.91 403.91 403.91 0.5000 Axial Load 11,859.39 11,677.75 26,362,68 11,1961.81 11,724.69 Max Load Fillers TC: fa 3,278.97 9.403.89 21,245.52 9,310.53 3,241.73 30.980.76 Maximum K Ur 62.02 99,73 63.43 96.91 62,02 Max Load no Fillers TC: Fcr 37,742.10 24,163.77 37,257.27 25,163.21 37,742.06 26,328.29 Fa 22,645.26 14,498.26 22.354.36 15,097.92 22.645.24 379.69 yy: 379.69 F'e 914,114.44 89,276,34 220,680,69 94,545.82 914,111,06 SC OAURyy: Cm 0.9982 0,9473 0.9355 0.9508 0.9982 394.48 Panel Point Moment 3,649.89 3,649.89 2,525.55 3,418.20 3,418.20 Bc Stress: Mid Panel Moment 537.30 1,914.22 1,262.78 1,790.53 556.39 0.92 Panel Point fb 1,073.23 10.469.55 .7,244.42 9,804.94 1,005.10 SCL/Rz. 186.6833 Mid Panelfb 178.23 2.406.78 1,587.71 2,251.26 1$4.56 7C Shear Stress: Fillers 0 0 0 0 0 14,627.56 Panel Point Stress 4,352.20 19,873,44 28,489.94 19,115.47 4.246,83 BC Shear Stress; Mid Panel Stress 0.0784 0.7306 1.0028 0.6926 0,0778 19,039.19 Web Design Member Web Tension Allow Tenslon Web Comp Allow Comp Weld Qty Material W2 10,942.45 14,381.54 2,708.53 6,126.76 4.91 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,121.91 7,826.93 2,919.58 3,812.50 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,001 72 24,373.24 8,086.94 9,931.40 3.00 x 0.188 1 C38BA=1.125 x 1.845 x.199 W4 7,082.10 8,984.69 1,952.31 3.470.44 4,04 x 0.118 1 C18BB=1.125 x 1,035 x.118 V2 2,000.11 7,826.93 2,802.92 3,873.19 2,00 x 0.102 1 C16BB= 1.125 x 1,025 x.102 W5 1,62771 16,730.22 5,601.36 6,064,00 2.39 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 4,350,27 7,826,93 1,437.56 2,772.28 2.87 x 0.102 1 C16BB=1.125 x 1.025 x.102 V3 2,000.11 7,826.93 2,817.71 3,753.34 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,116,39 10,742.43 3,291.25 4,093.5E 2.00 x 0.129 1 C22BB=1.125 x 1.110 x.129 W8 2,614.44 4,802.69 979.43 1,010.83 2.29 x 0.077 1 C1CAB=1.125 x 0.756 x.077 V4 2,000.11 7,826.93 2,823,07 3,635.11 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W9 2,598.80 7,826.93 1,992.51 2,61596 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 2,598.89 7,826,93 1,992.58 2,615.96 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V5 2,000.11 7,826,93 2,823.01 3,635.36 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 we 2,61451 4,802.89 962.98 1,011,01 2 29 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 1,129.65 10,742.43 3,332.91 4.094.06 2.00 x 0.129 1 C228B=1.125 x 1.110 x.129 V6 2,000.11 7,826,93 2,817,52 3,754.09 2.00 x 0,102 1 C16BB= 1.125 x 1.025 x.102 W6 4139249 7,826.93 1,450.93 2,772.96 2.90 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 1,641.64 16,730.22 5,649.921 6,065.46 2,41 x 0.158 1 C32BA=1.125 x 1.520 x.158 Continued on Next Page... STRESS ANALYSIS-PAGE 2 Job Number. Job Name: Date Run: 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 5:52.07 AM NEW MILLENNIUM Location: Joist Description: Mark: ro„„nir 1 111T. e-, ARLINGTON,WA Long Span 37LH364/250 J38 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld city Material V7 2,000.11 7,826,93 2,802,58 3,874.45 2.00 x 0.102 1 C166B= 1.125 x 1.025 x.102 W4 7,13234 8,984.69 1,974.93 3,471 64 4.07 x 0.118 1 G181313=1.125 x 1.035 x.118 W 3 2,008.36 24,373,24 8,114.15 9,934.91 3.01 x 0.188 1 C38BA=1.125 x 1.845 x.199 VIIS 2,104.25 7,826,93 2,883,30 3,843.67 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 10,773 38 14,381.54 2,666.681 6.231.99 4.84 x 0.150 1 C28BB=1.125 x 1.344 x .150 i STRESS ANALYSIS-PAGE 3 Job Number: Job Naive: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 5:52:07 AM NEW MI L L E N N I U M Location: Joist Description: Mark: 11 1 stir; 4-TPM1 ARLINGTON,WA Long Span 37LH3641250 J38 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-1 3/8 TCX Type R, Rnfd TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 112 BPL Length 2-5 1/8 BPL Length 2-6 Clear Bearing 0-5 118 1 Clear Bearing 0-6 118 BPL Material:203025=2 x 3 x.250 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-180 0.00 Reqd TL Def 1-180 0.02 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L1120 0.01 Section Modulus 3.0146 Section Modulus 3,0146 Reqd SM 0.0029 Reqd SM 0.0058 Mom of Inertia 5.5932 Mom of Inertia 5.5932 Reqd MI 0,0001 Reqd MI 0.0004 Seat Type-upped(Rehforaol) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: ❑L+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Ba: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case Be: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case U DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+O.B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+O.B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:53:01 AM NEW MILLENNIUM Location' Joist Description: Mark: A,11,-- -T- ARLINGTON,WA Long Span 37LH3641250 J40 Geometry Base Length: Working Length.: Joist Depth: Effecllve Depth: BC Panel Length: Shape: 39-10 3/4 39-6 314 37.00 135.90 7 @ 5-0 Double Pitch with Ridge @ 19-11 318 Variable Left End Right End BC Panel 2-11 3/8 2-11 3/8 TC Panel 2-0 2-0 `' �'- � '� -- - - T i First Half 2-0 2-0 ,�' I _ \T` _ Ti ' First Diag. 4-11 3/8 4-11 3/8 Depth 132.00 132.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 39-10 314 L-BL Uniform (plf) DL(1) 114.00 114,00 TC + 0-0 39-10 314 L-BL Conc @ any pp(Ibs) GL(1) 200.00 0.00 TC + Grass Uplift(plf) W L(2) 100.00 100.00 TC - 0-0 39-10 314 L-BL Axial(Ibs) SM(3) 5,600.00 0,00 TC + 0-0 0-0 L-BL Conc @ any pp Ibs LL(3) 2,000.00 0.00 BC + Uniform (plf) SM(3) 12.15 12.15 TC + 0-0 39-10 3/4 L-BL Conc @ any pp(Ibs) CL(3) 200.00 0.00 TC + Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 39-10 314 L-BL Stress Anal sis ummary Int.Panel TC: Max Penei SC: Reartion LE: Reaction RE: Minimum Shear: Max TO Comp: Max BC'tension 30.01 60A 7,397.84 17,399.11 1,849.78 24,432.29 24,464.37 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 5,481.10 8,094.02 0.00 0.00 10,164.31 2,713.49 45.51 0-2 V1S 5,479.9E 7,985.58 0.00 0.00 2.121.73 2.630.21 33.40 2-0 W3 5,479.98 7,985.58 11,477.94 3,104.24 2,006.33 7,521.24 40.11 2-11318 W4 5,291.35 15,935.50 11,477.94 3,104.24 6,633,70 1,757.88 43.97 4-11 318 V2 5,291.35 15,935.50 11,477.94 3,104.24 2,000.11 2.509.66 32.77 7-5 318 W5 5,291.35 15,935.50 19.401.50 5.233.53 1.391.42 5,267.55 44.89 7-5 318 W6 5,909.97 21,945.55 19,401.50 5,233.53 3,876.49 1,010.30 44.89 9-11 318 V3 5,909.97 21,945.55 19,401.50 5,233-53 2,000.11 2,518.81 34.02 12-5 318 W7 5,909.97 21,945.55 23,600,29 6,342.96 996.94 2,580.67 45.83 12-5 3/8 W8 6,550.63 24,432.29 23,600,29 6,342.96 2,424,98 979.11 45.83 14-11 318 V4 1 6.550.63 24,432.29 23,600.29 6,342.96 2,000.11 2,522.46 35.2E 17-5 3/8 W9 6,550.63 24,432.29 24,464.37 6,539.34 2,410.55 2,378.39 46.79 17-5 318 W9 6,550.63 24,432.29 24,464.37 6,539.34 2,410.55 2,378.39 46.79 19-11 318 V5 6,550.63 24,432.29 24,464.37 6,539.34 2,000.11 2.522.46 35,28 22-5 318 W8 6,550.63 24,432.29 23,600.29 6,342.96 2,424.98 962.52 45.83 22-5 3/8 W7 5,909.97 21,945.55 23,600,29 6,342.96 980,04 2,596.53 45.83 24-11 318 V6 51909.97 21,945.55 23,600.29 6,342.96 2,000.11 2,518.81 34.02 27-5 310 W6 5,909.97 21,945.55 19,401.50 5,233.53 3.878.18 1.010.30 44.89 27-5 3/8 W5 5,291.35 15,935.50 19,401.50 5,233.53 1,391.42 5,269.27 44.89 29-11 3/8 V7 5,291.35 15,935.50 19.401.50 5,233-53 2,000.11 2,509.66 32.77 32-5 318 W4 5,291.35 15,935.50 11,477.94 3,104.24 6,635.42 1,757.88 43.97 32-5 3/8 Continued on Next Page- STRESS ANALYSIS-PAGE 1 �,7 Job Number Job Name: Date Ran: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPOROERS 1U22/2019 5:53.01 AM NEW MILLENNIUM Location: Juist Description: Mark: A 11L Mi r, rYRTPM9 ARLINGTON,WA Long Span 37LH364/250 IJ40 Stress Analysis Summary, Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W3 5,479.98 7,985,58 11,477.94 3,104.24 2,006,33 7,522.84 40.11 34-113/8 V1$ 5,479 9B 7,9866.58 0.00 0.00 2,121.73 2,63021 33 40 37-10 314 W2 5,481.10 8,094.02 0.00 0.00 10,166.15 2,713.49 45.51 36-113/8 l i STRESS ANALYSIS-PAGE 2 Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS I V2212019 5:53HJ4 NEW MILLENNIUM Location- Joist Description: �:,1,-stir, -TFV9 ARLINGTON,WA Long Span 37LH3641250 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,6209 0,6249 0,3548 1,2477 0.6098 0,2425 1,0000 A34A18= 1,8750 X 2.0010 X.176 BC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A2613= 1.6560 x 0.142 Axial and Bending Analysis K. Fy., Fb: Mom of lnerva' LL 360: LL 240: Max Bridg 7C' Max Bridg SC: 0.75 50,000.00 30,000.00 1656.20 395.90 593.85 117-8118 14-7114 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 22.00 35.38 30.01 35.38 22.00 1.1250 Min Weld Lan 2X. Bending Load 363.92 363.92 363.92 363.92 363.92 0.5000 Axial Load 8,094.02 7,985.58 24,432,29 7,985.56 8,094.02 Max Load Fillers TC: fa 2,237.89 6,430.65 19,674.90 6,430.65 2,237.89 31,166.20 Maximum KLlr 62.02 99,73 63.43 99.73 62,02 Max Load no Fillers TC-- - Fcr 37.742.10 24,163.77 37.257.27 24,163.77 37,742.10 26,483.20 Fa 22,645.26 14.498.26 22.354.36 14,498.26 22,645.26 380.49 h�yy; 80.49 Fe 914,114.44 89,276.34 220,680.69 89,276.34 914,114,44 SCOAURyy.' Cm 0.998E 0.9640 0.9403 0.9640 0,9988 1405.92 Panel Point Moment 3.288.27 3.288.27 2.275.50 3,288.27 3,288.27 Sc Stress: Mid Panel Moment 478.54 1,724.78 1,137.75 1,724.78 478.54 0.95 Panel Point fb 966.89 9,432.24 6,527.16 9,432.24 966.89 SC L/Rz: 195.9504 Mid Panel fb 158.74 2,168.60 1,430.51 2,168.60 158.74 TC Shear Stress; Fillers 0 0 0 0 0 13,594.56 Panel Point Stress 3,204.79 15,862,89 26,202.05 15,862.89 3,204,79 8C Shear Stress: Mid Panel Stress 0.0547 0.5140 0.9270 0.5140 0,0547 19,735.10 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 10,164.31 14,381.54 2,713.49 6,124.52 4.56 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,121.73 7,826.93 2,630,21 3,810.44 2.00 x 0.102 1 C166B= 1.125 x 1.025 x.102 W3 2,00633 18,714.09 7,521.24 7,99233 2.94 x 0.176 1 C34AA=1.125 x 1.549 x.176 W4 6,633.70 8,984.69 1,757.88 3,468.69 3,79 x 0.118 1 C18136=1.125 x 1.035 x.118 V2 2,000.11 5,758.64 2,509,66 2,528.29 2,00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 1,391.42 14,381.54 5,267.55 5,456 1B 2.36 x 0.150 1 C28BB=1.125 x 1.344 x.150 W6 3,876.49 4,802.89 1,010.30 1,052.81 3.39 x 0.077 1 C10AB=1.125 x 0.756 x.077 V3 2,000.11 7,826,93 2,518,81 3,751.17 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 99694 7,826.93 2,580.67 2,691 69 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W8 2,424.98 4,802.89 979.11 1,010.07 2.12 x 0.077 1 C10AB=1.125 x 0.756 x.077 V4 2,000.11 7,826.93 2,522.46 3,632.96 2.00 x 0.102 1 C16BB= 1.125 x 1.026 x.102 W9 2,410.55 7,826.93 2,378.39 2,614.57 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 2,410.55 7,826.93 2,378.39 2,614.57 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V5 2,000.11 7,826,93 2,522.46 3,632.96 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 WS 2,42408 4,802.89 962.52 1,01007 2 12 x 0.077 1 C10A13=1.125 x 0.756 x.077 W7 980.04 7,826.93 2,596.53 2,691.69 2.00 x 0.102 1 C16136=1.125 x 1.025 x.102 V6 2,000.11 7,826,93 2,518,81 3,751.17 2,00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W6 3,878.1 B 4,802.89 1,010.30 1,05281 3.39 x 0.077 1 C10AB=1.125 x 0.756 x.077 W5 1,391.42 14,381.54 5,269.27 5,456.18 2,37 x 0.150 1 C28BB=1.125 x 1.344 x.150 Continued on Next Page.. STRESS ANALYSIS-PAGE 2 G� Job Number Jpb Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:53.01 AM NEW MILLENNIUM Location: Joist Description: Mark: -TFM9 ARLINGTON,WA Long Span 37LH364/250 J40 Web Design,Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Q Material V7 2,000.11 5,758,641 2,509.66 2,528.29 2.00 x 0.090 1 C126113= 1.125 x 0.799 x.090 W4 6,63542 8,984.691 1,757.88 3,468.69 3.79 x 0.118 1 C18BB=1.125 x 1.035 x.118 W3 2,006.33 1 8,714.091 7,522.84 7,992.33 2.94 x 0.176 1 C34AA=1.125 x 1.549 x.176 V1S 2,121.73 7,826,931 2,630.21 3,810.44 2.00 x 0,102 1 C16113113= 1.125 x 1.026 x.102 W2 1 10,166,15 14,381.541 2,713.49 6,12452 4 56 x 0.150 1 C28BB=1.125 x 1.344 x.150 i STRESS ANALYSIS-PAGE 3 G� Job Number_ Job Name' Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:53:01 AM NEW MILLENNIUM Location: Jwsf Description: Mark: rat iu 11Nr, -TFM9 ARLINGTON,WA Long Span 37LH3641250 J40 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 3/8 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 31/2 BPL Length 2-5 1/8 BPL Length 2-51/8 Clear Bearing 0-5 Clear Bearing0-5 BPL Material:203025=2 x 3 x.250 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-180 000 Reqd TL Def L/80 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def 11-1120 0.00 Sectlon Modulus 3.0146 Section Modulus 3,0146 Reqd SM 0.0029 Reqd SM 0.0029 Mom of Inerlia 5.5932 Mom of Inertia 5.5932 Reqd MI 0.0001 Reqd MI 0,0001 Seat Type,Lapped(Reinforced) Seat Type,Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: ❑L+WL+AX Case 7e: ❑L+CL+0-85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0-85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case ft. DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: ❑L+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 6h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+O,S(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0,8(TL)+SM-AX+FEM Case 6c— DL+CL+0-85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 1 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 6:06:58 AM NEW MILLENNIUM Location: Joist Descrip[iun: Mark: ^ ^INr. -- -TM ARLINGTON,WA I Long Span 32LH367/250 J42 Geometry Baseeo Length: Working Length. Joist Depth, Effective Depth: 80 Pant Length: Shape: 49.7118 49-3118 32.00 3Q.35 9 5-0 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-7 314 TC Panel 2-0 2-0 / �- First Half 2-0 2-0 First Dia . 4-11 318 4-7 314 Depth 132.00 132.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-7 118 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 49-7 1/8 L-BL Cone Load Ibs) CL(1) 420.00 0.00 TC + 3B-0 44-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC 0-0 49-7116 L-BL Cone Load(Ibs) SM(2) 990.00 0.00 TC 38-0 44-0 L-OAL Uniform plf SM(3) 12.47 12A7 TC + 0-0 49-7 118 L-BL Axial(Ibs) SM(3) 7,400.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-7 1/8 L-BL Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Conc Load (Ibs) CL(3) 420.00 0.00 TC + 38-0 44-0 L-OAL Conc Load (Ibs) SM(3) 990.00 0.00 TC + 36-0 44-0 L-OAL Stress Analysis Summary int.Pane!TC: Max Ponet BC: Reaction LE: Reaction RE, Minimum Shear: Max TC Comp. Max BC TensfOl7 30.00 60.00 9,137.74 19,410.22 12,352.56 44,555.64 44,967.30 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 9,103.76 12,836.64 0.00 0.00 13,081.53 3,524.58 45.11 0-2 V1S 9,102.5E 12,720.65 0.00 0.00 2.138.37 2,449.80 32.41 2-0 W3 9,102.58 12,720.65 15,613.43 4,204.02 2,737.61 10,519.93 38.69 2-11 318 W4 9,103.08 22,456.69 15,613.43 4,204.02 10,274,81 2,657.56 42.68 4-11 318 V2 9,103.08 22.456.69 15,613,43 4,204.02 2,000.00 2,327.85 30.35 7-5 318 W5 9,103.08 22,456.69 28,393.09 7,633.59 2,306.05 8,939.90 42.68 7-5 319 W6 9,103.63 33,422.62 28,393.09 7,633.59 7,649.76 1,954.54 42.68 9-11 3/8 V3 9.103.63 33,422.62 28,393.09 7,633.59 2,000.00 2,345.02 30.35 12-5 3/8 W7 9,103.63 33,422.62 37,545.29 10,074.76 1.603.03 5,883.62 42.68 12-5 3/8 W8 10,924.69 40,761.09 37,545.29 10,074.76 4,593.58 1,251.52 42.6814-113/8 V4 10,924.69 40,761.09 37,545.29 10,074.76 2,000.00 2,356.41 30.35 17-5 318 W9 10,924.69 40,761.09 43,070.04 11,527.52 1,127.69 3,307.79 42.68 17-5 3/8 W10 11,883.24 44,472.11 43,070.04 11,527.52 3,307.79 1,127.98 42.6819-11318 V5 11,883.24 44,472.11 43,070.04 11,527.52 2,000.00 2,362.02 30,35 22-5 310 W11 11,883.24 44,472.11 44,967.30 11,991.86 1,671.25 3,307.79 42.68 22-53/8 W11 11,853.39 44,555.64 44,967.30 11,991.86 1,671,25 3,307.79 42.68 24-11 3/8 V6 11,853.38 44.555.64 44,967.30 11,991.86 2,000.00 2,361.84 30,35 27-5 310 W10 11,853.38 44,555.64 43,237,12 11,467.80 3.307,79 1,127,981 42.68 27-5318 Continued on Next Page... i STRESS ANALYSIS-PAGE 1 Job Number Job Name: (]ate Run: V� 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 6:06:58 AM NEW MILLENNIUM Location: Joist Descrip[iun: Mark: .1.11 r11Nr ARLINGTON,WA Long$pan 32LH3671250 J42 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W9 10,835.12 41,011.73 43,237.12 11,467.80 1,127.69 3,307.79 42.68 29-11 318 V7 10,835.12 41,011.73 43,237.12 11,467.80 2,000.00 2,355.B9 30.35 32-5 318 W8 10,835.12 41,011.73 37,879.48 9,955.33 4,593.56 1,251.52 42,6E 32-5 31B W7 9,106.39 33,840,36 37,879.48 9,955.33 1,603.03 5,883.62 42.69 34-11 318 V8 9,106.39 33,840.36 37,879.48 9,95533 2,000.00 2,344.15 30.35 37-5 318 W6 9,106.39 33,840.36 28,565.72 7,454.45 7,649.76 1,954.54 42.6E 37-5 31B W5 9,106.94 22,297.74 28,565,72 7,454.45 2,306.05 8,939.80 42.68 39-11 318 V9 9,106.94 22,297.74 28,565.72 7,454.45 2,346.62 3,049.36 30.35 42-5 318 W4 9,106.94 22,297.74 15,122.89 3,965.16 10,274.81 2,657.56 42,6E 42-5 31B W3 9,107.44 13,095.65 15.122.89 3,965.16 2,737.61 10,519.93 38.69 44-11 318 V1S 9,107.44 13,095,85 0.00 0.00 2,072.45 2,348.20 31.33 47-7 118 W2 9,110.16 13,169.89 0,00 0.00 12,705.23 3,320.52 42.50 46-11 318 i i STRESS ANALYSIS -PAGE 2 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111/2212019 6:06:58 AM NEW MILLENNIUM Location: Joist Description: Mark: �,.II INr. tiVgT-Mq ARLINGTON,WA Long Span32LH3671250 J42 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0,3885 1,1660 0,9928 0.8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K. Fy.- Fb: Mom of Inertia. LL 360: LL 240: Max Bridg TC' Max Bridg BC: 0.75 50,000.0Q 30,000.00 806.84 252.17 378.25 15-10 518 17-8118 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 22.00 35.38 30.00 31,75 22.00 1.1250 Min Weld Len 2X: Bending Load 367.00 367.00 367.00 367.00 367,00 0.5000 Axial Load 12,836.64 12,720.65 44,555.64 13,095.85 13,169.89 Max Load Fillers TC: fa 3,414.18 6.699.31 23.465.16 6,896.91 6.935.90 47,460.95 Maximum K Ur 56.63 91.06 X61 81.72 56,63 Max Load no Fillers TC: Fcr 37,801.98 26,622.04 42,550.81 29,752,60 37,801.98 41,742.10 Fa 22,681.19 06.96 15,973.23 25,530.49 17,851.56 22.681.19 5 yy: 0fi.9fi Fe 904,449.31 193,799,39 479,049.41 240,579.08 501,071,78 BCDAURyy Cm 0.9981 0.9827 0.9672 0.9857 0.9931 422.52 Panel Point Moment 3,138.79 3,138.79 2,293.75 2,541.49 2.223.20 BcStress: Mid Panel Moment 540,97 1,801.08 1,146.88 1,471.39 708.52 0.93 Panel Point fb 850.82 3,680.00 2,689.25 2,979.71 2.606.53 SCL/Rz. 146,1276 Mid Panel fb 182.63 1,111.46 707.74 908.01 437.23 Fillers 0 0 4 0 0 TC Shear Stress: 9,165.50 .Panel Point Stress 4,265.00 10,379,31 26,154.41 9,876.62 9,542,43 BC Shear Stress; Mid Panel Stress 0.0817 0.4558 0.94251 0.4159 0.319$ 13,631.80 Web Design Member Web Tension Allow Tension Web Camp Allow Comp Weld city Material W2 13,081.53 14,381.54 3,524.58 6,182.37 5.87 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,138.37 5,758.64 2,449,80 2,570.48 2.00 x 0.090 1 C126B= 1.125 x 0.799 x.090 W 3 2,737.61 28,624.38 10,519.93 11,884 87 3 78 x 0.188 1 C40BA=1.125 x 2.014 x.218 W4 10,274.81 10,742.43 2,657.56 4,481.15 5.36 x 0.129 1 C228B=1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,327.85 2,818.97 2.00 x 0.090 1 C12BB= 1.126 x 0.799 x.090 W5 2,30605 24,373.24 8.939.80 9,22316 3.21 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,649.76 7,826.93 1,954.54 2,965.73 5.05 x 0.102 1 C16BB=1.125 x 1.025 x.102 V3 2,000.00 6,758.64 2,345.02 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,60303 16,730.22 5,803.62 6,46881 2 51 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4.593.58 5,758.64 1,251.52 1,536.76 3.44 x 0.090 1 C12BB=1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,356.41 2,818.97 2.00 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W9 1,127.69 8,984.69 3,307.79 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 10 3,307.79 4,802.89 1,127.98 1,164.99 2.89 x 0.077 1 C1CAB=1.125 x 0.756 x.077 V5 2,000.00 5,758.64 2,362.02 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 11 1,671 25 8,984.69 3,307.79 3,604,25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 Will 1,671.25 8,984.69 3,307.79 3,604.25 2.00 x 0.116 1 C188B=1.125 x 1.035 x.118 V6 2,000.00 6,758,64 2,361,84 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,307 791 4,802.89 1,127.98 1,16499 2 89 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,127,691 8,984.69 3,307.79 3,604.25 2,00 x 0.118 1 C18BB=1.125 x 1.035 x.118 *Continued on Next Page... STRESS ANALYSIS-PAGE 2 0 Job Number Job Name: Date Run: 111 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 6:06.58 AM NEW MILLENNIUM Location: Joist Duscriphon: mark: Rl111-- -T- ARLINGTON,WA Long Span 32LH3671250 J42 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Qpy Material V7 2,000.00 5,758,64 2,355.89 2,818.97 2,00 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W8 4,593.5E 5,758.64 1,251.52 1,536-76 3 44 x 0.090 1 C121313=1.125 x 0.799 x.090 W7 1,603.03 16.730.22 5.883.62 6,468.81 2.51 x 0.158 1 C32BA=1.125 x 1.520 x.158 V8 2,000.00 5,758.64 2,344.15 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0,799 x.090 W6 7,649.76 7,826.93 1,954.54 2,965.73 5.05 x 0.102 1 C161313=1.125 x 1.025 x.102 W5 2,306.05 24,373.24 8,939.80 9,223.16 3.21 x 0.188 1 C38BA=1.125 x 1.845 x.199 V9 2,346.62 7,826,93 3,049.36 4,107.05 2.01 x 0,102 1 C16BB= 1,125 x 1.025 x.102 W4 10,274.81 10,742,43 2,657.56 4,481.15 5.36 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,737.61 28,624,38 10,519.93 11,884.87 3.78 x 0.188 1 C40BA=1.125 x 2.014 x.218 V1s 2,072.45 5.758.64 2,348.20 2,700.77 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W2 12,705.23 14,381,541 3,320,521 6,561.97 5.70 x 0.150 1 C28BB= 1,125 x 1.344 x.150 i STRESS ANALYSIS -PAGE 3 G/ Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 6:06:58 AM NEW MILLENNIUM Location Joist De6criplion_ Mark: Rl IIL-r, -T- ARLINGTON,WA Long Span 32LH3671250 J42 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-2 318 TCX Type R, Rnfd. TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 2-4 3/4 BPL Length 0-8 3/8 Clear Bearing 0-5 Clear Bearing 0-6 314 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.00 Reqd TL Def 1-/80 0.03 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.02 Section Modulus 2.9622 Section Modulus 0,8529 Reqd SM 0.0029 Reqd SM 0.009B Mom of Inertia 5.7504 Mom of Inertia 1.6088 Reqd MI 0,0001 Reqd MI 0.0009 Seal Type:Lapped(Reinforced) :Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case A DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case Bd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0-6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS -PAGE 1 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 6:09:33 AM NEW MILLENNIUM Location: Joist Description: Mark: .1111 nwr, 1VRTPARS ARLINGTON,WA Long Span 32LU3671250 J43 Geometry Base Length: Working Length: Joist Depth: Elrecttve Depth, BG Panel Length: Shape: 49-7118 49-3118 32.00 1 3D.35 9 @ 5-0 1 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-7 314 TC Panel 2-0 2-0 First Half 2-0 2-0 \ First Diag. 4-11 318 4-7 314 Depth 32.00 32.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) DL(1) 117.001 117.00 TC + 0-0 49-7 1/8 L-BL Uniform (plf) LL(1) 250.001 250,00 TC + 0-0 49-7 1/8 L-BL Cone Load Ibs) CL 1) 420.001 0.00 TC + 38-0 44-0 L-QAL Gross Uplift(plf) WL(2) 100.00i 100.00 TC 0-0 49-7 118 L-BL Conc Load(Ibs) SM(2) 990.00 0.00 TC - 38-0 44-0 L-OAL Uniform (plf) SM(3) 12.47 12.47 TC + 0-0 49-7 1/8 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117,00 TC + 0-0 49-7 1/8 L-BL Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Conc Load(Ibs) CL(3) 420.00 0.00 TC + 38-0 44-0 L-OAL Gone Load(Ibs) SM(3) 990.00 0.00 TC + 38-0 44-0 L-QAL Stress Analysis Summary Int.Panel 7C: Max Panel SC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp: Max BC 7ens+on 30.00 �60.00 9,137.74 19,410.22 12.352.56 44,555.64 44,967.30 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,303.76 11,036.64 0.00 0.00 13,081.53 3,524.58 45.11 0-2 V1 S 7,302.58 10.920.65 0.00 0.00 2,138.37 2,449.80 32.41 2-0 W3 7,302.59 10,920.65 15,613.43 4,204.02 2,737.61 10,519.93 38.69 2-11 3/8 W4 7,303.08 22,456.69 15,613,43 4,204.02 10,274.81 2,657.56 42.68 4-11 318 V2 1 7,303.08 22,456.69 15,613.43 4.204.02 2.000.00 2,327.85 30,35 7-5 318 W5 7,303.08 22,456.69 28,393.09 7,633.59 2,306.05 8,939.80 42.69 7-5 3/8 W6 8,977.73 33,422.62 28,393,09 7,633.59 7,649.76 1,954.54 42.68 9-11 3/8 V3 8,977.73 33,422.62 28,393.09 7,633.59 2,000.00 2,345.02 30.35 12-5 3/0 W7 8,977.73 33,422,62 37.545,29 10,074.76 1,603.03 5,883.62 42.68 12-5 318 W8 10,924.69 40,761.09 37,545.29 10,074.76 4,593.58 1,251.52 42.68 14-11 3/8 V4 10,924.69 40,761.09 37,545.29 10,074.76 2,000.00 2,356.41 30.35 17-5 3/5 W9 10,924.69 40,761.09 43,070.04 11,527.52 1.127.69 3,307.79 42.68 17-5 3/8 W10 11,883.24 44,472.11 43,070,04 11,527.52 3,307.79 1,127.98 42.68 19-11 3/8 V5 11,883.24 44,472.11 43,070,04 11,527.52 2,000.00 2,362.02 30.35 22-5 318 Will 11,883.24 44,472.11 44,967.30 11,991.86 1,671.25 3,307.79 42.68 22-5 318 W11 11,853.39 44,555.64 44,967.30 11,991.86 1,671.25 3,307.79 42.68 24-11 3/8 V6 11,853.38 44.555.64 44,967.30 11,991.86 2,000.00 2,361.84 30.35 27-5 318 W10 11,853.39 44,555.64 43,237.12 11,467.80 3,307.79 1,127.98 42,69 27-53/8 ' Continued on Next Page... STRESS ANALYSIS-PAGE 1 Job Number Job Name: Date Run: 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 6:09:33 AM NEW MILLENNIUM Location: Juist Descripliun: Mark: Rl III I'l-17, -T- ARLINGTON,WA Long Span 32LH367/250 J43 Stress Anal sls Summary,Continued... Member TC Tension TC Campresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W9 10,835.12 41,011.73 43,237.12 11,467.80 1,127.69 3,307.79 42.68 29-11 3/8 V7 10,835 12 41,011.73 43,237.12 11,467.80 2,000.00 2,35589 30.35 32-5 318 W8 10,835.12 41,011.73 37,879.48 9,955.33 4,593.58 1,251.52 42.68 32-5 3/3 W7 8,828.44 33,840.36 37,879.48 9,956.33 1,603.03 5,883.62 42.68 34-11 3/8 V8 8,82844 33,840.36 37,879.48 9,955.33 2,000.00 2,34415 30.35 37-5 318 W6 8,828.44 33,840.36 28,565.72 7,454.45 7,649.76 1,954.54 42.68 37-5 3/8 W5 7,306.94 22,297.74 28,565,72 7,454.45 2,306.05 8,939,80 42.68 39-11 3/8 V9 7,306.94 22,297.74 28,565.72 7,454.45 2,346.62 3,042,61 30.35 42-5 318 W4 7,306.94 22,297.74 15,122.89 3,965.16 10,274.81 2,657.56 42.68 42-5 318 W3 7,307.44 11,295.85 15,122.89 3,965.16 2,737.61 10,519.93 38.69 44-11 3/8 V1S 7,307.44 11,295,85 0.00 0.00 2,072.45 2,348.20 31.33 47-7 118 W2 7,310.16 11,369,89 0,00 0.00 12,705.23 3,320.52 42.50 46-11 318 i I STRESS ANALYSIS-PAGE 2 G7 Job Number: Job Name: Oate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 6:09.33 AM NEW MILLENNIUM Location: Juist Description: Mark: II,I'IINY. 1-T► 1 ARLINGTON,WA Long Span 32LH367/250 J43 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0,9205 0,3885 1,1660 0,9928 0.8044 0,9432 JA4011318= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0-6554 0.3832 1.0000 1 A38B=2.2190 x 0.199 Axial and Bending Analysis K., Fy., Fb: Mom of inertia: LL 360: LL 240: Max Bridg TC: Max Bn'dg BC' 0.75 50.000.00 30,000.00 1806.84 1252.17 1378.25 115-10518 17-8118 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.00 35.38 30.00 31.75 22.00 1-1250 Min Weld Lan 2X: Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 11,036.64 10.920.65 44,555.04 11,295.85 11,369.89 Max Load Fillers TC- fa 2,935.43 5.751.34 23.465.16 5,948.94 5.987.93 47,460.95 Maximum K Ur 56.63 91.06 38,61 81.72 56,63 Max Load no Riers TC: Fcr 37,801.9E 26,622.04 42,550.81 29,752.60 37,801.98 41,742.10 Fa 22,681.19 15,973.23 25.530.49 17,851.56 22.681.19 506.96 y: 06.96 F'e 904,449.31 193,799.39 479,049.41 240,579.08 501,071.78 8COAURyy. Cm 0.9984 0.9852 0.9672 0.9876 0,9940 422.52 Panel Point Moment 3,138.79 3,138.79 2,293.75 2,541.49 2,223.20 BC Stress: Mid Panel Moment 540.97 1,801.08 1,146.88 1,471.39 708.52 0.93 Panel Point fb 850.82 3.680.00 2,689.25 2,979.71 2,606.53 SC LIRr. 146.1276 Mid Panel fb 182.63 1,111.46 707.74 908.01 437.23 TC shear Stress: Fillers 0 0 4 0 0 9,165.50 Panel Point Stress 3,7a6,25 9,431.34 26,154,41 8,928.66 8,594,47 BC Shear Stress: Mid Panel Stress 0.0712 0.3963 0.9425 0.3626 0,9779 13,631.80 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,081.53 14,381.54 3,524.58 6,182.37 5.87 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,138.37 5,758,64 2,449.80 2,570.48 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 3 2,73761 28,624.38 10,519.93 11,884 87 3 78 x 0.188 1 C40BA=1.125 x 2.014 x.218 W4 10,274.81 10,742.43 2,657.56 4,481.15 5.36 x 0.129 1 C22BB=1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,327,85 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,30605 24,373.24 8,939.80 9,223.16 3.21 x 0-188 1 C38BA=1.125 x 1.845 x.199 W6 7,649.76 7,826.93 1,954.54 2,965.73 5.05 x 0.102 1 C16BB=1.125 x 1.025 x.102 V3 2,000.00 6,758,64 2,345,02 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,60303 16,730.22 5,883.62 6,46881 2 51 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4,593.58 5,758.64 1,251.52 1,536.76 3.44 x 0.090 1 C12BB=1,125 x 0.799 x.090 V4 2,000.00 5,758.64 2,356,41 2,818.97 2.00 x 0.090 1 C12BB= 1.126 x 0.799 x.090 W9 1,127.69 8,084.69 3,307.79 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 10 3,307.79 4,802.89 1,127.98 1,164.99 2.89 x 0.077 1 C10AB=1.125 x 0.756 x.077 V5 2,000.00 6,758,64 2,362,02 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,671,25 8,984.69 3,307.70 3,60425 2 00 x 0.118 1 C18BB=1.125 x 1.035 x.118 Will 1,671.25 8,984.69 3,307.79 3,604.25 2.00 x 0.118 1 C186B=1.125 x 1.035 x.118 V6 2,000.00 5,758,64 2,361,84 2,818.97 2,00 x 0.090 1 C126B= 1,126 x 0,799 x,090 W 10 3,307.79 4,802.89 1,127.981 1,164.99 2 89 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,127.69 8,984.69 3,307,791 3,604.25 2.00 x 0.118 1 C1811313=1.125 x 1.035 x.118 "Continued on Next Page... i STRESS ANALYSIS-PAGE 2 G,7 Job Number FjvbName: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 6:09:33 AM NEW MI L L E N N I UM Location: Joist Description: Mark: Rl III r11Nr SY-M9 ARLINGTON,WA Long Span 32LH3671250 J43 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,355.89 2,818.97 2.00 x 0.090 1 C1266= 1.125 x 0.799 x.090 W8 4,593 5B 5.758.64 1,251.52 1,53676 3.44 x 0.090 1 C12BB=1.125 x 0.799 x.090 W7 1,603,03 16,730.22 5,883.62 6,468.81 2,51 x 0.158 1 C32DA=1.125 x 1.520 x.158 V8 2,000.00 5,758.64 2,344.15_ 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,64976 7,826.93 1,954.54 2,96573 5 05 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 2,306.05 24,373.24 8,939.80 9,223.16 3.21 x 0.168 1 C38BA=1.125 x 1.845 x.199 V9 2,346.62 7,826,93 3,042.61 4,107.05 2.01 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 10,274.81 10,742,43 2,657.56 4,481.15 5.36 x 0.129 1 C22BB= 1,125 x 1.110 x.129 W3 2,737.61 28,624.38 10,519.93 11,884.87 3,78 x 0.188 1 C40BA= 1.125 x 2.014 x.218 V15 2,072.45 5,758.641 2,348.20 2,700.77 2,00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W2 12,705.23 14,381,541 3,320,52 6,561.97 5.70 x 0.150 1 C280B= 1,125 x 1,344 x.150 STRESS ANALYSIS-PAGE 3 G� Job Number. Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 6:09:33 AM L MILLENNIUM Location: Joni r Description_ !Work: -- 1-1 -1-1 ARLINGTON,WA Long Span 32LH3671250 I J43 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-2 3/6 TCX Type R, Rnfd. TCX Type R TCX Depth 3 112 TCX Depth 3 112 BPL Length 2-4 3/4 BPL Length 0-8 3/8 Clear Bearing 0-5 Clear Bearing 0-6 314 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 0.00 Reqd TL Def 11-180 0.03 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def 11-1120 0.02 Section Modulus 2.9622 Section Modulus 0.8529 Reqd SM 0.0029 Reqd SM 0.0098 Mom of Inertia 5.7504 Mom of Inertia 1.6068 Reqd MI 0.0001 Reqd MI 0,0009 Seat Type:Lapped(Reinforced) Seat Type:Lapped Load Combinations Case 1: ❑L Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: ❑L+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case So: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case Sd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case So: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 6g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+O.B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c, DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS -PAGE 1 G,� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/201912,16:26 PM NEW MILLENNIUM Location: Joist Description: Mark: Hl ill tllNr SYSTEM-i pRLINGTON,WA Long Span 32LH3671250 J45 Geometry Base Length: Working Lengib: Joist Depth: Effective Depth: 80 Pane!Length: Shape: 49-6112 149-2112 1 32.00 1 30.35 9 5.0 Parallel Chords Variable Left End Right End BC Panel 2-10 3/8 2-8 118 TC Panel 2-0 2-0 First Half 2-0 2-0 First Diag. 4-10 318 4-8 118 Depth 132.00 32.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-6 112 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 49-6 1/2 L-BL Cone Load(Ibs) CL(1) 420.00 0.00 TC + 38-1 44-1 L-GAL Gross Uplift(plf) WL(2) 100.00 100.00 TC 0-0 49-6 1/2 L-BL Cone Load(Ibs) SM(2) 990.00 0,00 TC 38-1 44-1 L-OAL Conc @ any p Ibs) LL(3) 2,000.00 0.00 BC + Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 10-0 0-0 L-BL Uniform If SM(3) 12.47 12.47 TC + 0-0 49-6 112 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-6 112 L-BL Conc Load(Ibs) CL(3) 420.00 0.00 TC + 38-1 44-1 L-OAL Conc Load(Ibs) SM(3) 990.00 0.00 TC + 38-1 44-1 IL-OAL Stress Analysis Summary ant-Panef TC: Max Penei SC. Reartion LE Reartinn RE: Minimum Shear: Max TC Comp.: Max BC Tens+ors 30,00 60.00 9,127.84 9,400.85 2,350.21 44,477,55 44,868.77 Member TC Tension TC Compresion BC Tension 8C Compresion Web Tension Web Comp. Web Length PP Dist W2 7,306.93 10,919.87 0,00 0.00 12,854.01 3,463.37 44.38 0-2 V1S 7,304.76 10,815.91 0.00 0.00 2.118.66 2,418.84 32.08 2-0 W3 7,304.76 10,815.91 15.351.32 4,133.65 2,732.30 10,500.68 38,69 2-10 3/8 W4 7,305,05 22,215.03 15,351.32 4,133.65 10,245.52 2,649.51 42,68 4-10 3/8 V2 7,305.05 22,215.03 15,351.32 4.133.65 2,000.00 2,327.47 30.35 7-4 318 W5 7,305.05 22.215.03 28,171.87 7,574.55 2,298.00 8,910.51 42.68 7-4 319 W6 8,924.35 33,221,85 28,171.87 7,574.55 7,620.47 1,946.49 42.68 9-10 318 V3 8,924.35 33,221.85 28,171.87 7,574.55 2,000.00 2,344.71 30.35 12-4 3/8 W7 8,924.35 33,221.85 37,364.96 10,027.04 1,594.98 5,894.77 42.68 12-4 318 W8 10,882.63 40,601.21 37,364.96 10,027.04 4,604.72 1,243.47 42.68 14-10 3/8 V4 10,882.63 40,601.21 37,364.96 10,027.04 2,000.00 2,356.16 30.35 17-4 3/0 W 9 10,882.63 40,601,21 42,930.60 11,491.12 1,127.69 3,314.69 42.68 17-4 318 W 10 11,852.51 44,353.11 42,930.60 11,491.12 3,304.50 1,127.86 42.68 19-10 3/8 V5 11,852.51 44,353.11 42,930.60 11,491.12 2,000.00 2,361.84 30.35 22-4 3/8 will 11,852.51 44.353.11 44.868.77 11,966.79 1,670.38 3,304.50 42.68 22-4 3/8 W11 11,833.99 44,477.55 44,868.77 11,966.79 1,670,38 3,304.50 42.68 24-103/8 V6 11,833-98 44.477.55 44.868.77 11.966.79 2,000.00 2,361.73 30,35 27-4 310 W 10 11,833.981 44,477.55 43,179.461 11,454.061 3,304.501 1,127,86 42.68 27-4 3/8 Continued on Next Page.. STRESS ANALYSIS-PAGE 7 G� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 711127lZ01912:18:28 PM NEW MILLENNIUM Location: Jun t Description: Mark: - 1.11 ., 1 -M- ARLINGTON,WA Long Span 32LH367/250 J45 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist, W9 10,827.03 40,974.52 43,179.46 11,454.06 1,127.69 3,314,68 42.68 29-10 318 V7 10,827 03 40,074.52 43,179.46 11,454.06 2,000.00 2,355.84 30.35 32-4 318 W8 10,827.03 40,974.52 37,862.71 9,952.91 4,604.72 1,243.47 42.68 32-4 318 W7 8,831.68 33,844.03 37,862.71 9,952.91 1,594,98 5,894.77 42.68 34-10 318 V8 8.831 68 33,844.03 37,862.71 9,952.91 2,000.00 2,34417 3035 37-4 318 W6 8,831.68 33,844.03 28,603.68 7,463.35 7,620.47 1,946.49 42.68 37-4 318 W5 _ 7,307.27 22,356.14 28,603.68 7,463.35 2,298.00 8,910.51 42.68 39-10 3/8 V9 7,307.27 22,356,14 28,603.68 7,463.35 2,346,62 3,042.70 30.35 42-4 318 W4 7,307.27 22,356.14 15,201.74 3,985.39 10,245.52 2,649.51 42.68 42-4 318 W3 7,307.56 11,340.82 15,201.74 3,985.39 2,732.30 10,500.68 38.69 44-10 318 V1S 7,307.56 11,340,82 0.00 0.00 2,078.72 2,357.32 31.42 47-6112 W2 7,310.40 11,418.98 0,00.1 0.00 12,770.96 3,337.43 42.76 46-10 318 �l i i STRESS ANALYSIS-PAGE 2 !� Job Number. Job Name: Date Run: 4 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV271201912;16:26 PM NEW MILLENNIUM Location: Joist Description: Mark: R,M 1-1, lyl-mS ARLINGTON,WA Long$pan 32LH3671250 J45 Chord Pro rtles Chord Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0,9205 0,3885 1,1660 0,9928 0,8044 0,9432 A40B18= 1,8750 x 2.8790 x.218 BG 0.8084 0.6885 0.41066 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K. Fy., Fb: Mom of inertia.. LL 360: LL 240: Max Bridg TC: Max BrOg BC: 0.75 50,000.00 30,000.00 1806.84 252.97 379.46 15-1D 518 117-8114 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Bef"en Chords: Length 22.00 34.38 30.00 32.13 22.00 1.1250 Min Weld Lan 2X: Bending Load 367.00 367,00 367.00 367.00 367.00 0.5000 Axial Load 10,919.87 10,815,91 44,477.55 11,340.82 11,418.98 Max Load Fillers TC: fa 2,904.37 5.696.18 23,424.03 5,972.62 6,013.79 47,460.95 Maximum KL1r 56.63 88.48 38,61 82.69 56,63 Max Load no Fillers TC: Fcr 37.801.96 27.484.12 42,550,81 29,428.76 37,801.98 41,742.10 Fa 22,681.19 16.490.47 26,530.49 17,657.26 22.681.19 TC 04URyy: 506.42 Fe 904,449.31 206,239.00 479,049,41 234,995.22 501,071.78 1 8CoAuRyy. Cm 0,9984 0,9861 0.9672 0.9873 0,9940 422.08 Panel Point Moment 2,944.04 2,944.04 2,293.75 2,581.14 2,268.28 BC stress: Mid Panel Moment 547.26 1,683.45 1,146.88 1,520.60 693.49 0.93 Panel Point fb 798.03 3,451.67 2,689.25 3,026.19 2.659.39 8C L/Rz: 146.1276 Mid Panel fb 184.75 1,038.87 707.74 938.37 427.96 TC Shear Stress: Fillers 0 0 4 0 0 9,163.77 Panel Polnt Stress 3,702.40 9,147.85 26,113.28 8,998.82 8.673,17 BC ShearStresa: Mid Panel Stress 0.0706 0.3792 0.9409 0.3686 0.2768 13,624.98 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 12,854.01 14,381,54 3,463.37 6,288.72 5,77 x 0.150 1 C28BB=1,125 x 1.344 x.150 V1S 2,118.66 6,758.64 2,418.84 2,610.66 2.00 x 0.090 1 C12BB= 1,126 x 0.799 x.090 W 3 2,732 30 28,624.38 10,500.68 11,884 87 3.77 x 0.188 1 C40BA=1.125 x 2.014 x.218 W4 10,245.52 10,742.43 2,649.51 4,481.15 5,35 x 0.129 1 C22BB=1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,327.47 2,818.97 2.00 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W5 1 2,29800 24,373.24 8,910.51 9,22316 3 20 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,620.47 7,826.93 1,946.49 2,965.73 5.03 x 0.102 1 C161313=1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,344,71 2,818.97 2,00 x 0.090 1 C1286= 1,125 x 0.799 x.090 W7 1,594 9B 16,730.22 5,894.77 6,46881 2.51 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4,604.72 5,758.64 1,243.47 1,536.76 3,45 x 0.090 1 C128B=1,125 x 0.799 x.090 V4 2,000.00 5,758.64 2,356,16 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1 1,12769 8,984.69 3,314.68 3,604.25 2 00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 10 3,304.50 4,802.89 1,127.86 1,164.99 2.89 x 0.077 1 C10AB=1.125 x 0.756 x.077 V5 2,000.00 6,758.64 2,361.84 2,818.97 2.00 x 0.090 1 C1266= 1.125 x 0.799 x.090 W 11 1,670.38 8,984.69 3,304.50 3,60425 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 will 1,670.38 8,984.69 3,304.50 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1,035 x.118 V6 2,000.00 5,758,64 2,361.73 2,818,97 2.00 x 0,090 1 C12BB= 1.125 x 0,799 x.090 W 10 3,30450 4.802.89 1,127.86 1,16499 2 89 x 0.077 1 1 C10AB=1.125 x 0.756 x.077 W 9 1 1,127.69 6,984.691 3,314.68 3,604.25 2,00 x 0.118 1 C181313=1.125 x 1.035 x.118 'Continued on Next Page.. I STRESS ANALYSIS-PAGE 2 �,7 Job Number Job Name: bate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/201912:16.26 PM NEW MILLENNIUM Location: Joist aescrip[ion: Mark: . L n-1, Y .' ARLINGTON,WA Long Span 32LH3671250 J45 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,355.84 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 4,60472 5,758.64 1,243.47 1,53676 3.45 x 0.090 1 C12BB=1.125 x 0.799 x.090 W7 1,594.98 16.730.22 5.894.77 6.468.81 2.51 x 0.158 1 C32BA=1.125 x 1.520 x.158 V8 2,000.00 5,758.64 2,344.17 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,620.47 7,826.93 1,946.49 2,965.73 5.03 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 2,293.00 24,373,24 8,910.51 9,223.16 3,20 x 0.188 1 C38BA=1.125 x 1.845 x.199 V9 2,346.62 7,826,93 3,042.70 4,107.05 2.01 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 10,245.52 10,742.43 2,649.51 4,481.15 5.35 x 0.129 1 C22BB= 1,125 x 1.110 x.129 W3 2,732,30 28,624.38 10,500.68 11,884.87 3.77 x 0.188 1 C40BA= 1.125 x 2.014 x.218 V15 2,078.72 5,75-9.641 2.357.321 2,689.33 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x,090 W2 12,770.961 14,381,541 3,337,431 6,523.51 5.73 x 0.150 1 C28BB= 1,125 x 1.344 x.150 i STRESS ANALYSIS -PAGE 3 G� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHDPDRDERS 111271201912:16:26 PM NEW MILLENNIUM Location: Joist Description: Mark: At .1"I"r, 4Y-4i►M-1 ARLINGTON,WA Long Span 32LH3671250 J45 TCX Design TCX Left TCX Right TCX Length 0-1 3/8 TCX Length 0-2 3/8 TCX Type R, Rnfd. TCX Tye R TCX Depth 3 112 TCX Depth 3112 BPL Length 2-5 1/4 BPL Length 0-8 3/8 Clear Bearing 0-5 518 Clear Bearing 0-7 118 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L180 0.02 Reqd TL Def 1-180 003 Live Load 250.00 Live Load 250.00 Reqd LL Def LI120 0.01 Reqd LL Def L1120 0.02 Section Modulus 2,9622 Section Modulus 0.8529 Reqd SM 0.0058 Reqd SM 0.0098 Mom of Inertia 5.7504 Mom of Inertia 1.6088 Reqd MI 0.0004 Reqd MI 0,0009 Seat Type:Lapped(Reinforced) eat Type:Lapped I —T _. Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case A ❑L+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Sb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d:DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Sg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS -PAGE 1 410 Job Number. Job Name Date Run- 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV27/201912:16:44 PM L MILLENNIUM Location: Joist Description: Mark: -.,.„r.-.. -V - ARLINGTON,WA Long Span 32LH367/250 J46 GeometrV Base Length: Working Length: Joist Depth: E/feclive Depth: BC Panel Length: Shape: 49-6 718 49-� 1 32.00 30.35 9 @ 5-0 1 Parallel Chords Variable Left End Right End BC Panel 2-10 3/8 2-8 112 TC Panel 1-6 2-0 First Half 2--0 2-0 �. 1! 1•� I, \I 1/ / First Diag. 4-10 318 4-8 112 Depth 132.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-6 718 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-6 7/8 L-BL Cone Load(Ibs) CL 1) 420.00 0.00 TC + 38-1 44-1 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-6 718 L-BL Cone Load(Ibs) SM(2) 990.00 0,00 TC 38-1 44-1 L-OAL Conc @ any p (Ibs) LL(3) 2,000.00 0.00 BC + Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM(3) 12.47 12.47 TC + 0-0 49-6 718 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-6 718 L-BL Conc Load(Ibs) CL(3) 420.00 0.00 TC + 38-1 44-1 L-OAL Conc Load(Ibs) SM(3) 990.00 0.00 TC + 38-1 44-1 L-OAL Stress Anal sis Summary Int.Panel TC: Max Penei BC: Rearlion LE.- Reartion RE: Minimum Shear. Max TO Comp.. Max BC Tension 30.00 60.00 9,133.76 19,406.39 2.351.60 144,541.41 144,926.76 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W2 7,309.46 10,957.28 0,00 0.00 12,996.84 3,502.21 44.38 0-2 V1S 7,304.76 10,793.21 0.00 0.00 2,279.96 2,599.72 34.49 1-6 W3 7,304.76 10.793.21 15,362.36 4,136.55 2,754.21 10,500.42 38.69 2-10 3/8 W4 7,305.05 22,231.93 15,362,36 4,136.55 10,237.17 2,647.31 42,68 4-10 318 V2 7,305,05 22,231.93 15,362.36 4.136-55 2,000.00 2,327.50 30.35 7-4 318 W5 7,305.05 22.231.93 28,194.65 7,580.54 2,295.80 8,899.16 42.69 7-4 318 W6 8,931.88 33,250.50 28,194.65 7,580.54 7,609.12 1,944.29 42.68 9-10 318 V3 8,931.88 33,250.50 28,194.65 7,580.54 2,000.00 2,344.75 30.35 12-4 3/0 W7 8,931.88 33,250.50 37,399.48 10,036.12 1.592,78 5,903.11 42.68 12-4 318 W8 10,893.26 40,641.59 37,399.48 10,036.12 4,613.07 1,241.27 42.6814-103/8 V4 10,893.26 40,641.59 37,399.48 10,036.12 2,000.00 2.356.23 30.35 17-4 318 W 9 10,893.26 40,641,59 42,976.85 11,503.29 1,127.69 3,323.03 42.68 17-4 3/8 W 10 11,866.22 44,405.23 42,976.85 11,503.29 3,306.44 1,127.86 42.68 19-10 3/8 V5 11,866.22 44,405.23 42,976.85 11,503.29 2,000,00 2,361.92 30.35 22-4 3/8 Will 11,866.22 44.405.23 44,926.76 11,982.05 1,670.87 3,306.44 42.68 22-4 3/8 W11 11,850.78 44,541.41 44,926,76 11,982.05 1,670.87 3,306.44 42.68 24-10 3/8 V6 11,850,78 44,541.41 44,926.76 11,982.05 2,000.00 2,361.83 30.35 27-4 318 W10 11,850.78 44,541.41 43.249.21 11,472.41 3,306.441 1,127.86 42.68 27-43/8 'Continued on Next Page.. i i I STRESS ANALYSIS-PAGE 1 �7 Job Number.' Job Name Dale Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV271201912:161:44 PM NEW MILLENNIUM Location: Joist D"cripfrnn: Mark: AL MNr, SYrTPM9 ARLINGTON,WA Long Span 32LH367/250 J46 Stress Anal sts Stunmary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W9 10,846.93 41,050.13 43,249.21 11,472,41 1,127.69 3,323.03 42.68 29-10 3/8 V7 10,846 93 41,050.13 43,249.21 11,472.41 2,000.00 2,355.95 3035 32-4 315 W8 10,846,93 41,050.13 37,944.19 9,974.34 4,613.07 1,241.27 42.68 32-4 3/B W7 8,854.66 33,931.38 37,944.19 9,974,34 1,592,78 5,903,11 42.68 34-10 318 V8 8,854.66 33,931.38 37,944.19 9,97434 2,000.00 2,344,30 3035 37-4 3/8 W6 8,854.66 33,931.38 28,696.90 7,487.88 7,609.12 1,944.29 42.68 37-4 318 W5 7,307.27 22,455.23 28,696.90 7,487.88 2,295.80 8,899.16 42.68 39-10 318 V9 7,307.27 22,455,23 28,696.90 7,487.88 2,346,62 3,042.87 30.35 42-4 318 W4 7,307.27 22.455,23 15.306.69 4,013.00 10,237.17 2,647.31 42.68 42-4 3/8 W3 7,307.55 11,389.26 15,306.69 4,013.00 2,754.21 10,500.42 38.69 44-10 318 V1S 7,307.55 11,389,26 0.00 0.00 2,085.28 2,366,79 31.52 47-6 718 W2 7,310.53 11,471.60 0.00 0.00 12,B57.94 3,360.32 43.03 46-10 3/8 STRESS ANALYSIS-PAGE 2 G� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/201912:16:44 PM NEW MILLENNIUM Location: Joist Description: Mark: ^, °�,ti,, g�4T•�- ARLINGTON,WA Long Span 32LH367/250 J46 Chord Pro rties Chard Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0,9205 0,3885 1,1660 0,9928 0.8044 0.9432 A40618= 1,8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K.- Fy., Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50.000.00 30,000.00 806.84 1252.49 1378.73 15-10 518 17-8118 Top Chard Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Cfwrds; Len th 16.00 40.38 30.00 32.50 22.00 1.1250 Min Weld Len 2X: Bending Load 367.00 367.00 367.00 367.00 367,00 0.5000 Axial Load 10,957.2E 10,793.21 44,541.41 11,389.26 11,471,60 Max Load Fillers TC: fa 2,914.33 5,684.23 23.457.66 5.998.14 6,041.50 47,460.95 Maximum K Llr 41.18 103,93 38.61 83.66 56,63 Max Load no Fillers M, Fcr 41,952.36 22,391.65 42,550.81 29,104.70 37,801.98 41,742.10 Fa 25,171.43 13.434.99 25.530.49 17,462.82 22,681.19 506.74 f2yy: 06.74 F'e 1,709,974.60 148,771.67 479,049,41 229,603.55 501,071.78 8COAL/Ryy. Cm 0.9991 0.9809 0.9672 0,9869 0.9940 422.34 Panel Point Moment 4,154.85 4,154.85 2,293.75 2,621.54 2,314.14 sCstress: Mid Panel Moment 2,947.70 2,439.22 1,146,88 1,570.12 678.20 0.93 Panel Point fb 1,126.24 4,871.26 2,689.25 3,073.56 2,713.15 SCL/Rz: 146.1276 Mid Panel fb 799.02 1,505.26 707.74 968.93 418.52 TC Shear Stress: Fillers 0 0 4 0 0 9,177.03 Panel Point Stress 4,040,56 10,555,48 26,146,92 9,071.70 8,754,65 sC Shear Stress: Mid Panel Stress 0.08621 0.47261 0.9422 0.3749 0.2797 13,640.42 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 12,996.84 14,381.54 3,502.21 6,288,72 5,84 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,279.96 7,826,93 2,599.72 3,707.16 2.00 x 0,102 1 C16BB= 1.126 x 1.025 x.102 W3 2,75421 28,624.38 10,500.42 11,884.87 3.77 x 0.188 1 C40BA=1.125 x 2.014 x.218 W4 10,237.17 10,742.43 2,647.31 4,481.15 5.34 x 0.129 1 C228B=1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,327,50 2,818.97 2.00 x 0,090 1 C126B= 1.125 x 0.799 x.090 W5 2,29580 24,373.24 8,899.16 9,22316 3 20 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,609.12 7,826.93 1,944.29 2,965.73 5.02 x 0.102 1 C161313=1.125 x 1.025 x.102 V3 2,000.00 5,758,64 2,344,75 2,818.97 2.00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W7 1,592 78 16,730.22 5,903.11 6,468.81 2.52 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4,613.07 5,758.64 1,241.27 1,536,76 3.45 x 0.090 1 C126B=1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,356.23 2,818.97 2.00 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W9 1,12769 8,984.69 3,323.03 3,604,25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 10 3,306.44 4,802.89 1,127.86 1,164.99 2.89 x 0.077 1 C10AB=1.125 x 0.756 x.077 V5 2,000.00 5,758,64 2,361,92 2,818.97 2.00 x 0.090 1 C12BB= 1.126 x 0,799 x.090 W 11 1,67087 8,984.69 3,306.44 3,60425 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 VII11 1,670.87 6,984.69 3,306.44 3,604.25 2.00 x 0.118 1 C181313=1.125 x 1.035 x.118 V6 2,000.00 5,758.64 2,361,83 2,818.97 2.00 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W 10 3.30644 4,802.89 1,127.86 1,164.99 2 89 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,127.69 8,984,69 3,323,03 3,604,251 2.00 x 0.116 1 C18BB=1.125 x 1.035 x.118 " Continued on Next Page.. i STRESS ANALYSIS-PAGE 2 Job Number Job Name: Data Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111271201912:16:44 PM NEW MILLENNIUM Location: Joist Description: Mark: .1.1,11-1 SYSTEMS ARLINGTON,WA Lang$pan 32LH367/250 J46 Web Design,Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material V7 2,000.00 5,758,64 2,355,95 2,818.97 2.00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W8 4,613.07 5,758.64 1,241.27 1,53676 3.45 x 0-090 1 C12BB=1.125 x 0.799 x.090 W7 1,592.78 16,730.22 5,903.11 6,468.81 2.52 x 0.158 1 C32BA=1.125 x 1.520 x.158 V8 2,000.00 5,758.64 2,344.30 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,609.12 7,826.93 1,944.29 2,965.73 5 02 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 2,295.80 24,373,24 8,899.16 9,223.16 3,20 x 0.188 1 C38BA=1.125 x 1.845 x.199 V9 2,346.62 7,826.93 3,042.87 4,107.05 2.01 x 0.102 1 C16BB= 1.125 x 1.026 x.102 W4 10,237.17 10,742,43 2,647.31 4,481.15 5,34 x 0.129 1 C22BB= 1,125 x 1 A 10 x.129 W 3 2,754.21 28.624.38 10.500.42 11.884.87 3.77 x 0.188 1 C40BA= 1.125 x 2.014 x.218 V15 2,085.29 5,758.64 2,366.79 2,677.40 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W2 12,857.94 14,381.54 3,360.32 6,484.85 5.77 x 0.150 1 C28BB= 1,125 x 1.344 x.150 i STRESS ANALYSIS-PAGE 3 Job Number Job Name: bate Run. 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHDPGRDERS 11/271201912:16:44 PM NEW MILLENNIUM Location: Joist Descriplion: Mark: AL -- -Y-TFM- ARLINGTON,WA Long Span 32LH3671250 J46 TCX Design TCX Left TCX Right TCX Length 0-1 3/8 TCX Length 0-2 3/8 TCX Type R, Rnfd TCX Type R TCX Depth 3 112 TCX Depth 3 1/2 BPL Length 1-11 5/8 BPL Length 0-8 3/8 Clear Bearing 0-5 112 Clear Bearing 0-7 114 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 0.02 Reqd TL Def L1B0 0.03 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.01 Reqd LL Def L/120 0.02 Section Modulus 2.9622 Section Modulus 0.8529 Reqd SM 0.005B Reqd SM 0.0098 Mom of Inertia 5.7504 Mom of Inertia 1.6088 Reqd MI 0.0004 Reqd MI 0,0009 Seat Type Lapped(Reinforced) Seat Type Lapped I I I I _ Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0,75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Ba: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case Bd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: ❑L+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0,75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) :;ase 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+O.B(TL)+SM-AX+FEM Case 6c, DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 7 G� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV271201912:15.40 PM NEW MILLENNIUM Location: Joist Description: Mark: ^ 1-1. - -.^ ARLINGTON,WA Long Span 32LH3671250 J47 Geometry Base Length; Working Length: Joist Depth: E1feOve Depth: BC Panel Length; Shape; 49-7 318 49-3 3/8 32.00 1 30.35 9 @ 5-0 Parallel Chords Variable Left End Ri ht End BC Panel 2-10 3/8 2-9 TC Panel 1-6 2-0 First Half 2-0 2-0 First Dia . 4-10 318 4-9 Depth 132.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (pif) DL(1) 117.00 117.00 TC + 0-0 49-7 318 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-7 3/8 L-BL Cone Load(Ibs) CL(1) 420.00 0.00 TC + 38-1 44-1 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-7 3/8 L-BL Conc Load(Ibs) SM(2) 990.00 0.00 TC 38-1 44-1 L-OAL Conc @ any pp(Ibs) LL 3) 2,000.00 0.00 BC + Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Axial(Ibs) SM(3) 5,600,00 0.00 TC + 0-0 0-0 L-BL Uniform ( If) 5M(3) 12.47 12A7 TC + 10-0 49-7 318 L-BL Uniform (pif) CL(3) 117.00 117.00 TC + 0-0 49-7 318 1 L-BL Conc Load(lbs) CL(3) 420.00 0,00 TC 38-1 44-1 L-OAL Conc Load Ibs) SM(3) 990.00 0.00 TC + 3B-1 44-1 L-OAL Stress Analysis Summary lot.Panel TC: Max Penai BC: Reartion LE: Reachnn RE' Minimum Shear: Mex TC Comp: Max BC Tension 30.00 60.00 9,141.99 9,413.56 2.353.39 44,62f 45,004.07 Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist, W2 7,309.04 10,961.14 0.00 0.00 13,008,42 3,505,25 44.38 0-2 V1S 7,304.34 10,797.06 0.00 0.00 2,279.96 2,599.74 34.49 1-6 W3 7,304.34 10,797.06 15.377,06 4,140.42 2,756.87 10,499.82 38.69 2-10 3/8 W4 7,303.92 22,254,47 15,377,06 4,140.42 10,225.75 2,644.38 42.68 4-10 3/8 V2 7,303.92 22,254.47 15,377.06 4,140.42 2,000.00 2,327.53 30.35 7-4 318 W5 7,303.92 22.254.47 28,225.01 7,588.53 2,292.87 8,887.75 42.68 7-4 318 W6 8,941.93 33,288,68 28,225.01 7,588.53 7,597.71 1,941.36 42.68 9-10 3/8 V3 1 8,941.93 33,288.68 28,225.01 7,588.53 2,000.00 2,344.81 30.35 12-4 3/0 W7 8,941.93 33,286.68 37,445.49 10,048.23 1,589.85 5,914,66 42.68 12-4 318 W8 10,907.42 40,695.44 37,445.49 10,048.23 4,624.62 1,238.34 42.68 14-10 318 V4 10,907.42 40.696.44 37,445.49 10,048.23 2,000.00 2,356.31 30.35 17-4 3/8 W9 10,907.42 40,695.44 43,038.51 11,519.51 1,127.69 3,334.57 42.68 17-4 3/8 W10 11,884.51 44,474.73 43,038.51 11,519.51 3,308.96 1,127.94 42.6819-103/8 V5 11,884.51 44,474.73 43,038.51 11,519.51 2,000,00 2,362.02 30.35 22-4 318 will 11,884.51 44,474.73 45.004.07 12,002.39 1,671.47 3,308.96 42.68 22-4 3/8 W11 11,873.19 44,626.55 45,004.07 12,002.39 1,671,47 3,308,96 42.68 24-103/8 V6 11,873.18 44,626.55 45,004.07 12,002.39 2,000.00 2,361.96 30.35 27-4 3/5 W10 11,873.19 44,626.551 43,342.18 11,496.86 3,308.96 1,127.941 42.68 27-4318 " Continued on Next Page.. STRESS ANALYSIS-PAGE 1 Job Number. Job Name: Date Bern: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/271201912:15:40 PM NEW MILLENNIUM Location: Joist Description: Mark: n,111 MNr. -TFMS ARLINGTON,WA Long Span 32LH3671250 J47 Stress Anal sis Summary,Continued... Member TIC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W9 10,873.45 41,150,93 43,342.18 11,496.86 1,127.69 3,334.57 42.68 29-10 318 V7 10,873 45 41,150.93 43,342.18 11,496 86 2,000.00 2,356.11 30.35 32-4 318 W8 10,873.45 41,150.93 38,052.81 10,002.92 4.624.62 1,233.34 42.68 32-4 318 W7 8,885.30 34,047.84 38,052.81 10,002.92 1,589.85 5,914.66 42.68 34-10 318 VS 8,885.30 34,047.84 38,052.81 10,002.92 2,000.00 2,34448 3035 37-4 315 W6 8,885.30 34,047.84 28,821.18 7,520.58 7,597.71 1,941.36 42,6E 37-4 31B W5 7,300.66 22,587.34 28,821.18 7,520.58 2,292.87 8,887.75 42.68 39-10 318 V9 7,300.66 22,587,34 28,821,18 7,520.58 2,346.62 3,043.09 30,35 42-4 318 W4 7.300.66 22,587.34 15,446.63 4,049.82 10,225.75 2,644.38 42.68 42-4 318 W3 7,300.24 11,453.82 15,446.63 4,049.82 2.756.87 10,499.82 38.69 44-10 318 V1S 7,300.24 11,453,82 0.00 0.00 2,086.07 2,379.91 31.66 47-7 318 W2 7,300.24 11,541.80 0.00 0.00 12,974.82 3,391,09 43.3E 46-10 318 i STRESS ANALYSIS-PAGE 2 Job Number. Job Name: Oale Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11I271201912:15:40 PM L MILLENNIUM Location: Juist Description_ Mark: Rl Ill f Nr: -T- ARLINGTON,WA Long Span 32LH3671250 J47 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0,3885 1,1660 0,9928 0,8044 0.9432 A40B18= 1.8750 x 2.8790 x.218 BC 0.8084 0-68B5 0.4106 1.3990 0.6554 0.3832 1.0000 A3813=2.2190 x 0.199 Axial and Bending Analysis K: Fy., Fb' Mom of Inertia: LL 360: LL 240: Max Bridg 7C: Max Bridg BC: 0.75 50,000.00 30,000.00 806.84 1251.85 377.77 15-10 518 117-8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 40.38 30.00 33.00 22.00 1.1250 Min Weld Lan 2X: Bending Load 367.00 367.00 367.00 367.00 367,00 0.5000 Axial Load 10,961.14 10,797.06 44,626.55 11,453.82 11,541,80 Max Load PliersTC: fa 2,915.35 5,686.26 23,502.50 6,032.14 2,700.59 47,460.95 Maximum KLfr 41.18 103,93 38,61 84.94 56,63 Max Load no FillersTC: Fcr 41,952.3E 22,391.65 42,550.81 28,672.43 37,801.98 41,742.10 TG Fa 25,171.43 13,434.99 25.530.49 17,203.46 22,681.19 507.17Ryy: 07.17 F'e 1.152,609.13 148,771.67 479,049.41 222,698.58 858,059.94 1 Sc0AURyy. Cm 0.9987 0.9809 0.9671 0,9865 0.9984 422.70 Panel Point Moment 3,981.93 3,981.93 2,293.75 2,722.62 2,722.62 Bc stress: Mid Panel Moment 2,803.59 2,499.27 1,146.68 1,512.18 1,240.91 0.93 Panel Point fb 1,279.12 4,668.52 2,689.25 3,192,OB 731.43 BCLiRz: 146.1276 Mid Panel fb 900.60 1,542.32 707.74 933.18 333.37 7C Shear Stress; Fillers 0 0 4 0 0 9,194.87 Panel Point Stress 4,194,47 10,354,77 26,191,76 9,224.22 3.432.03 BC Shear Stress: Mid Panel Stress 0.08981 0.47401 0.9440 0.38091 0.0714 13,661.14 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld CRYMaterial W2 13,008.42 14,381.54 3,505.25 6,288.72 5.84 x 0.150 1 C28BB=1.125 x 1.344 x.,150 V1S 2,279.96 7,826,93 2,599.74 3,707.16 2.00 x 0.102 1 C166B= 1.125 x 1.025 x.102 W 3 2,756.87 28,624.38 10,499.82 11,884 87 3.77 x 0.188 1 C40BA=1.125 x 2.014 x.218 W4 10,225.75 10,742.43 2,644.38 4,481.15 5.34 x 0.129 1 C22BB=1.125 x 1.110 x.129 V2 2,000.00 51758.64 2,327.53 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,292,87 24,373.24 8,887.75 9,22316 3 19 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,597.71 7,826,93 1,941.36 2,965.73 5.02 x 0.102 1 C16BB=1.125 x 1.025 x.102 V3 2,000.00 6,758,64 2,344.81 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,589 85 16,730.22 5,914.66 6,46881 2.52 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4,624.62 5,758.64 1,238.34 1,536.76 3.46 x 0.090 1 C12BB=1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,356.31 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,127.69 8,984.69 3,334.57 3,604.25 2 00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 10 3,308.96 4,802.89 1,127.94 1,164.99 2.89 x 0.077 1 C1OAB=1,125 x 0.756 x.077 V5 2,000.00 5,758.64 2,362.02 2,818.97 2,00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,671.47 8,984.69 3,308.96 3,60425 2 00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 11 1,671.47 8,984.691 3,308.96 3,604.25 2,00 x 0.118 1 C188B=1,125 x 1.035 x.118 V6 2,000.00 5,758,641 2,361,96 2,818.97 2.00 x 0,090 1 C12BB= 1,125 x 0,799 x.090 W 10 3,30896 4,802.891 1,127.94 1,16499 2 89 x 0.077 1 1 C10AB=1.125 x 0.756 x.077 W9 1,127.69 8,984.691 3,334.57 3_,604.25 2,00 x0.118 1 C18BB=1.125 x 1.035 x.118 Continued on Next Page... STRESS ANALYSIS-PAGE 2 r� Job Number. Job Name: Dale Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/271201912:15:40 PM NEW MILLENNIUM Locafion: Joist Description: Mark: Rl Ill MNr, -T- ARLINGTON,WA Long Span 32LH367/250 I.J47 Web Design,Continued... Member Web Tension Allow Tension I Web Camp Allow Comp Weld Qty Material V7 2,000.00 5,758.641 2,356.11 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 WS 4,624.62 5,758.64 1,238.34 1,53676 3.46 x 0.090 1 C12BB=1.125 x 0.799 x_090 W7 1,589.85 16,730.22 5,914.66 6,468.81 2,52 x0.158 1 C32BA=1.125 x 1.520 x.158 V8 2,000.00 5,758.64 2,344,48 2,818.97 2.00 x 0.090 1 C128B= 1.125 x 0,799 x.090 W6 7,59771 7,826.93 1,941.36 2,96573 5 02 x 0.102 1 C16BB=1.125 x 1.025 x.102 W 5 2,292.87 24,373.24 8,887.75 9,223.16 3.19 x 0.188 1 C38BA=1.125 x 1.845 x.199 V9 2,346,62 7,826,93 3,043.09 4,107.05 2.01 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 10,225.75 10,742.43 2,644,38 4,481.15 5,34 x 0.129 1 C22BB= 1,125 x 1.110 x.129 W3 2.756.87 28,624.38 10,499.82 11,884.87 3,77 x 0.188 1 C40BA= 1.125 x 2.014 x.218 V15 2,086.07_ 5,758.64 2,379.911 2,660.74 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W2 12,974.82 14,381.54 3,391,091 6,433.001 5.83 x 0.150 1 C28BB= 1,125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 G� Job Number: Job Name.' Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/271201912:15.40 PM NEW MILLENNIUM Lucatiun: Juis t Description: Mark: Rl Ill 1-1,, 1-T-1 ARLINGTON,WA Long$pan 32LH3671250 J47 TCX Design TCX Left TCX Right TCX Length 0-1 3/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-11 5/8 BPL Length 2-4 3/4 Clear Bearing 0-5 112 Clear Bearing 0-4 718 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 0.02 Reqd TL Def L180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.01 Reqd LL Def 1-1120 0.00 Section Modulus 2.9622 Section Modulus 3,3812 Reqd SM 0.0058 Reqd SM 0.0000 Mom of Inertia 5.7504 Mom of Inertia 6.2013 Reqd MI 0,0004 Reqd MI 0,0000 :Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) 1 - - - - -- - - - - - - - - --I I- - - - - - - - - - - - - - - - - Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0,75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0,75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0,75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,8(TL)+SM-AX+FEM Case 6c, DL+CL+0.85(TL)+WL+C+AX+IP Name:Job Number. STRESS ANALYSIS -PAGE 1 G� Je�b Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 1 112712019 12:17:02 PM NEW MILLENNIUM Location: Joist Description: Mark A„1,-r, 9Y-M9 ARLINGTON,WA Long Span 32LH3671250 J48 Geometry Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-7 318 49.3 31 1 32.00 30.24 9 @ 5.0 Parallel Chords Variable Left End Right End BC Panel 2-10318 2-9 (IIIII I II' I I I111,1111ll I I IIII I I II 1[I(IIIII I III I I TC Panel 1-0 2-0 ', f ,\ / / - ' / • .:/ First Half 2-0 2-0 First Diag. 4-10 318 4-9 Depth 132.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-7 318 L-BL Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-7 3/8 L-BL Uniform (plf) CL 1 40.00 40.00 TC + 0-0 49-7 318 L-BL Conc Load(Ibs) CL(1) 420.00 0.00 TC + 38-1 44-1 L-OAL Uniform (plf) SM(2) 46.00 45,00 TC - 0-0 49-7 3/8 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-7 3/8 L-BL Conc @ any pp(Ibs) SM(2) 990.00 0.00 TC Conc Load(Ibs) SM(2) 990.00 0.00 TC 38-1 44-1 L-OAL Uniform (plf) SM(3) 12.47 12A7 TC + 0-0 49-7 318 L-BL Conc @ any pp(Ibs) SM(3) 990.00 0.00 TC + Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-7 3/8 L-BL Uniform (plf) CL 3) 40.00 40.00 TC + 0-0 49-7 318 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform If SM(3) 45.00 45,00 TC + 0-0 49-7 318 L-BL Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) CL 3) 420.00 0.00 TC + 38-1 44-1 L-OAL Conc Load(Ibs) SM(3) 990.Ool 0.00 TC + 38-1 44-1 L-OAL Stress Analysis Summary Int.Panel TC: Max Panel BC Reaction LE Reaction RE: Minimum Shear: Max TC Comp,: Max BC Tension 30.00 60.00 10,127.61 10,399.18 2,599.80 49,560.52 49,991.32 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 9,014.67 15,443.96 0.00 0.00 14,588.29 3,548.86 44.30 0-2 V1S 9,004.36 15,071.19 0.00 0.00 2,501.04 3,434.07 37.62 1-0 W3 9,004.36 15,071.19 17,096.94 4,155.91 3,488.46 11,609.44 38.61 2-10 3/8 W4 9,003.94 24,741.87 17,096.94 4,155.91 11,304.38 3,682.62 42.60 4-10 3/5 W5 9,003.94 24,741,87 31,377.34 7,616.91 3,269.30 9,823.04 42.60 7-4 318 W6 9,003.47 37,003.34 31,377.34 7,616.91 8,389.74 3,110.83 42.60 9-10 318 W7 9,003.47 37,003.34 41,619.88 10,085.81 2,006.65 6,556.26 42.60 12-4 318 W8 10,948.22 45,226.93 41,619.88 10,085.81 5.122.97 1,848.18 42.60 14-10 318 W9 10,948,22 45,226.93 47,824.53 11,562.60 1,548,13 4,006.37 42.60 17-4 3/8 W 10 11,928.961 49,412.66 47,824.53 11,562.60 3,662.18 1.389.66 42.60 19-10 318 W11 111,928.9651 49,412.66 49,991,32 12,512.98 1,571.63 3,662.18 42.60 22-4318 Continued on Next Page... STRESS ANALYSIS -PAGE 1 �,> Job Number Job Name: Gate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPOROERS 11/271201912:17.02 PM NEW MILLENNIUM Location: Jovn t Descrip[iun: Mark: „1 f'I,Nr -T-.- ARLINGTON,WA Long Span 32LH367/250 J48 Stress Analysts Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W11 12,192.05 49,560.52 49,991.32 12,512.98 1,571.63 3,662.18 42.60 24-10318 W 10 12,192 05 49,560.52 48,120.23 11,759 52 3,662.18 1,389.66 42.60 27-4 318 W9 11,215.37 45,67C.49 48,120.23 11,759.52 1,548.13 4,006.37 42.60 29-10 318 W8 11,215.37 45,670.49 42,211.28 10,559.61 5,122,97 1,848.18 42.60 32-4 318 W7 9,79224 37,742.60 42,21128 10,559 61 2,006.65 6,55626 4260 34-10 318 W6 9,792.24 37,742.60 31,948.46 8,168.44 8,389.74 3,110.83 42.60 37-4 318 W5 9,000.66 26,151.57 31,948.46 8,168.44 3,269.30 9,823.04 42.60 39-10 318 W4 9,000.66 26,151.57 17,130,39 4,111.27 11,304.38 3,682.62 42.60 42-4 318 W 3 9,000.24 15,686.15 17,130.39 4,111.27 3,488.46 11,609.44 38.61 44-10 318 V15 9,000.241 15,686.15 0.001 0,001 2,086.71 2,876.25 31.55 47-7 318 W2 1 9,000.241 15,832,44 0.0ol 0.001 14,358.65 4,190,42 43.31 46-10 318 Standard Verticals Member Position Max Tension I Max Comp. I Length V2 Interior 2,904.741 3,998,351 30.24 STRESS ANALYSIS-PAGE 2 �,,> Job Number: Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/271201912:17:02 PM NEW MILLENNIUM Location: Joist Description: Mark: R„1,M-r, SYSTFM-, ARLINGTON,WA Long Span 32LH3671250 J48 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 1,1093 0,9560 0,3867 1,1650 1,0594 1.0139 0.9750 A45B18= 1.8750 x 3.0000 x.250 BC 0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 A40B=2.3750 x 0.218 Axial and Bending Analysis K. Fy., Fb: Mom of morva: LL 360: LL 240: Max Bridg 7C: Max Bridg BC: 0.75 50.000.00 30,000.00 938,12 292.83 439.24 15-10112 19-7114 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 10.00 46.38 30.00 33.00 22.o0 Min Weld Md Len 2X: Bending Load 407.00 407.00 407.00 407.00 407,00 0.5340 Axial Load 15,443.96 15,071.19 49,560.52 15,686.15 15,832.44 Max Load Fillers TC: fa 3.785.65 6,793.11 22,338.64 7,070.29 3,446.63 57,211.48 Maximum K L/r 29.05 119.93 58,18 85.34 56,89 Max Load no Firers TC: Fcr 45.903.31 17,453.31 38,296.04 29,006.91 38,704.41 50,037.41 TC Fa 27,541.99 10,471.99 22.977.63 17,404.15 23,222.65 507.63 Ryy: 07.63 F'e 4,336,278.50 121,631,38 516,711.88 240,206.98 850,249.13 SCOAL/Ryy. Cm 0.9996 0.9721 0.9710 0.9853 0,9980 404.20 Panel Point Moment 6,324.98 6,324.98 2.543.75 2,990.52 2,990.52 Bc Stress: Mid Panel Moment 5,064.30 3,586.12 1,271.88 1,687.37 1,352.12 0.88 RG Panel Point fb 1,634.14 6,052.99 2,434,36 2,861.92 766.29 136.27: 1362707 Mid Panel fb 1,308,43 1,873.53 664.48 881.55 346.47 TC Shear Stress: Fillers 0 0 0 0 0 8,546.46 Panel Point Stress 5,419.80 12,84U91 24.773,01 9,932.22 4,212,92 BC Shear Stress: Mid Panel Stress 0.1135 0.70971 0.99331 0.4340 0.0861 12,758.10 Web Design Member Web Tension Allow Tension Web Comp Allow Camp Weld Qty Material W2 14,588.29 16,730.22 3,548.86 6,993.93 6.22 x 0.158 1 C32BA=1.125 x 1.520 x.158 W3 3,488.46 28,624.38 11,609.44 11,914.29 4.17 x 0,188 1 C40BA= 1.125 x 2.014 x.218 W4 11,304.38 14,381.54 3,682.62 5,82726 5 08 x 0.150 1 C28BB=1.125 x 1.344 x.150 W 5 3,269.30 28,624.38 9,823.04 10,614.46 3.53 x 0.188 1 C40BA=1.125 x 2.014 x.218 W6 8,389.74 8,984.69 3,110.83 3,612.74 4.79 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W7 2,00665 18,714.09 6,556.26 7,457.33 2.51 x 0.176 1 C34AA=1.125 x 1.549 x.176 W8 5,122.97 7,826.93 1,848.18 2,972.69 3.38 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 1,548.13 10,742.43 4,006.37 4,491.20 2.09 x 0.129 1 C22BB= 1,125 x 1.110 x.129 W 10 3,66218 5,758.64 1,389.66 1,54257 2 74 x 0-090 1 C12BB=1.125 x 0.799 x.090 Wit 1,571.63 10,742.43 3,662,18 4,491.20 2.00 x 0.129 1 C22BB=1.125 x 1.110 x.129 Will 1,571.63 10,742.43 3,662.18 4,491.20 2.00 x 0.129 1 C226B= 1.125 x 1.110 x.129 W 10 3,662.1 B 5,758.64 1,389.66 1,54257 2.74 x 0.090 1 C12BB=1.125 x 0.799 x.090 W9 1,548.13 10,742.43 4,006.37 4,491.20 2,09 x0.129 1 C22BB=1.125 x 1.110 x.129 W8 6,122.97 7,826.93 1,848.18 2,972.69 3,38 x 0.102 1 C166B= 1,125 x 1.025 x.102 W7 2,00665 18,714.09 6,556.26 7,457.33 2.51 x 0.176 1 C34AA=1.125 x 1.549 x.176 W6 8,389.74 8,984.69 3,110.83 3,612.74 4.79 x 0.118 1 C18BB=1.125 x 1.035 x.118 W5 3,269.30 28,624.38 9,823,04 10,614.46 3.53 x 0,188 1 C40BA= 1.125 x 2.014 x.218 W4 11,304.38 14,381.54 3,682.62 5,82726 5 08 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 3,488.46 28,624.381 11,609,441 11,914.29 4,17 x 0.168 1 C40BA=1.125 x 2.014 x.218 'Continued on Next Page.. STRESS ANALYSIS-PAGE 2 G� Job Number. Job Name: pate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/271201912:17:02 PM NEW MILLENNIUM Localion: Jwst Oescriplion: Mark: —1.1^11 ARLINGTON,WA Long Span 32LH3671250 J48 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Cornp Weld Qty Material W2 14,358.65 14,381,64 4,190.42 6,444.51 6.45 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,501.04 8,984.69 3,434.07 4,148.99 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 V2 2,904.74 7,826.93 3,998.35 4.118.26 2.00 x 0.102 1 C16813=1.125 x 1.025 x.102 STRESS ANALYSIS-PAGE 3 Job Number_ Job N rte: date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/201912:17:02 PM NEW MILLENNIUM Location: Juist Oesdription: Mark: .1 M MI 1. - -MN ARLINGTON,WA Long Span 32LH3671250 J48 TCX Design TCX Left TCX Right TCX Length 0-1 318 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-6 118 BPL Length _ 2-4 7/8 Clear Bearing 0-5 318 Clear Bearing 0-4 718 BPL Material:2024=2 x 2 x.248 1 BPL Material:203025=2 x 3 x.250 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.02 Reqd TL Def L180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.01 Reqd LL Def L/120 0.00 Section Modulus 3,2476 Section Modulus 3,6537 Reqd SM 0.0058 Reqd SM 0.0000 Mom of Inertia 6.1807 Mom of Inertia 6.6046 Reqd MI 0,0004 Reqd MI 0,0000 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) J _ - - - - - - - - - - - l - - - - - - - - - - - - - - Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0-85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0-85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case A DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0-85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0-85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0-85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 1 �,,> Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 2:23:41 PM NEW MILLENNIUM Locatlon: Joist Descriplior): Mark: MI ill Y INr, 4Y-T1M9 ARLINGTON,WA I Long Span 32LH3671250 J5 Geometry Base Length: Working Length: Joist Depth: E/leoltve Depth: 8C Panel Length: Shape: 49-8 318 49-4 318 1 32.00 30.24 9 @ 5.0 Parallel Chords Variable Left End Right End BC Panel 2-7 318 2-5 I I I I I I I III I' I I I I I I' I I'I I I I I I I I I' I I III I I I I TC Panel 2-0 2-0 / First Half 2-4 2-4 ' \; \ : \ First Diag. 4-11 318 4-9 Depth 132.00 32.00 Loads Load Type Category Loadl Load2 Position Direction LoclBe in S lEnd Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-8 318 L-BL Uniform (plf) ILL(1) 250.00 250.00 TO + 0-0 49-8 3/8 L-BL Uniform ( If) CL 1) 40.00 40.00 TC + 0-0 49-8 318 L-BL Conc @ any pp(Ibs) CL(1) 200.00 0.00 TO + Conc Load(Ibs) CL(1) 420.00 0.00 TO + 15-0 21-0 L-OAL Gross Uplift(pit) W L 2 100.00 100.00 TC - 0-0 49-8 3/8 L-BL Uniform (plf) SM(2) 45.00 45.00 TC - 0-0 49-8 318 L-BL Conc @ any pp(Ibs) SM(2) 990.00 0,00 TO - Conc Load Ibs) SM(2) 990.00 0.00 TC - 15-0 21-0 L-QAL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Axial(Ibs) SM(3) 1,700.00 0,00 TO + 0-0 0-0 L-BL Uniform (plf) SM(3) 45.00 45.00 TC + 0-0 49-8 318 L-BL Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM(3) 12.47 12,47 TO + 0-0 49-8 3/8 L-BL Axial(Ibs) 5M(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-8 318 L-BL Uniform (plf) CL(3) 40.00 40.00 TO + 0-0 49-8 3/8 L-BL Conc @ an Ibs SM(3) 990.00 0.00 TC + Conc @ any pp(Ibs) CL(3) 200.00 0.00 TC + Conc Load(Ibs) CL(3) 420.00 0,00 TO + 15-0 21-0 L-OAL Conc Load Ibs 5M(3) 990.00 0.00 TC + 15-0 21-0 L-QAL Stress Analysis Summary tnL Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear Max TC Comp,: Max BC ension 60.00 10,539.06 10,418.81 2,634.7 .504.32 51,886.2630.00 1 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 9,009.96 15,326,59 0.00 0.00 14,172.34 3,841.52 42.16 0-2 V1S 9,007.36 15,201.54 0.00 0.00 2,066.88 3,063.34 31.13 2-0 W3 9,007.36 15,201.54 17,868.11 4,229.63 3,463.70 12,502.56 41.21 2-7319 W4 9,006.60 26,130,16 17,868.11 4,229.63 11,360.78 3,407.37 42.60 4-11 3/8 V2 9,006.60 26,130.16 17,868.11 4,229.63 2,000.00 3,037.34 30.24 7-5 318 W5 9,006.60 26.130.16 32,604.17 7,682.36 3,114.40 9,900.32 42.60 7-5 318 W6 9,293.22 38,458.00 32,604.17 7,682.36 8,467.02 2,955.92 42.60 9-11 3/8 V3 9,293.22 38,458.00 32,604.17 7,682.36 2,000.00 3,066.92 30.24 12-5 3.18 W7 9,293.22 38,458.001 43,302.36 10,853.351 2,648.791 7,002.12 42.60 12-5 318 Continued on Next Page... i i STRESS ANALYSIS-PAGE 1 Job Number: Job Name: Oate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLdG C -SHDPflROERS 11I21I2019 2,23:41 PM NEW MILLENNIUM Location: Joist Description: Mark: ,. „ 1"1,Nr Sv4TP Mw ARLINGTON,WA Long Span 32LH3671250 .i5 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W8 12,301.86 47,137.25 43,302,36 10,853.35 5,973,30 2,490.32 42.6014-11318 V4 12,301 86 47,137.25 43,302.36 10,853 35 3,104.74 4,24908 30.24 17-5 318 W9 12,301.86 47,137.25 49,962.68 13,638.76 2,048.69 4,753.07 42.60 17-5 318 W10 14,217.44 51,504.32 49,962.68 13,638.76 4,048.39 1,890.22 42.6019-11318 V5 14,217.44 51,504.32 49,962.68 13,638 76 2,000.00 3,09631 30.24 22-5 318 W 11 14,217.44 51,504.32 51,886.26 14,310.05 2,083.50 3,711.44 42.60 22-5 318 W 11 13,347.75 51,068,18 51,886.26 14,310.05 2,083.50 3,711.44 42.60 24-11 318 V6 13,347,75 51,068.18 51,886.26 14,310.05 2,000,00 3,096.11 30.24 27-5 318 W 10 13.347.75 51.068.18 49.240.63 12.273.83 4.048.39 1.890.22 42.60 27-5 318 W9 11,088.30 46,403.60 49,240.63 12,273.83 2,048.69 4,753.07 42.60 29-11 3M V7 11,088.30 46,403.60 49,240.63 12,273.83 2,000.00 3,085.99 30.24 32-5 318 W8 11,088,30 46,40160 42,557.11 10,064.45 5,973,30 2,490.32 42.60 32-5 318 W7 9,001.90 37,701.16 42,557.11 10,064.45 2,648.79 7,002.12 42.60 34-11 318 V8 9,001.90 37,701.16 42,557.11 10,064.45 2,000,00 3,065.94 30.24 37-5 318 W6 9,001.90 37,701.16 31,835.73 7,564.55 8,467.02 2,955.92 42.60 37-5 318 W5 9,001.11 25.074.34 31,835.73 7,564.55 3,114.40 9,900,32 42.60 39-11 318 V9 9,001.11 25,074.34 31,835.73 7,564.55 2,000.00 3,035.96 30.24 42-5 318 W4 9,001.11 25,074.34 17,076,47 4,072.54 11,360.78 3,407.37 42.60 42-5 318 W3 9,000.35 14,527.39 17,076.47 4,072.54 3,463.70 12,502.56 41.21 44-11318 V1S 9,000.35 14,527,39 0.00 0.00 2,027,16 2,995.44 30.65 47-8 318 W2 9,000.35 14,608.65 0,00 0.00 13,467.501 3,305.02 40.54 47-3 31B i STRESS ANALYSIS-PAGE 2 Job Number: Job Name: Date Ran: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 2:23:41 PM NEW MILLENNIUM Location: Joist Description: Mark: A,11,Ml- -T- ARLINGTON,WA Long Span 32LH3671250 IJ5 Chord Pro rtles Chard Area Rx Rz Ryy Y Ix Q Material TC 1,1093 0.9560 0,3867 1.1650 1,0594 1.0139 0.9750 A45B18= 1.8750 x 3.0000 x.250 BC 0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 A40B=2.3750 x 0.218 Axial and Bending Analysis K Fy.� Fb: Mom of Inert+a' LL 360: LL 240. Max BrOg TC- Max Bridg 13 0.75 50,000.00 30,000.00 938.12 291.35 437.02 15-10 3/8 18-3 718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.00 35.38 30.00 33.00 22.00 1.1250 Min Weld Lan 2X: Bending Load 407.00 407.00 407.00 407.00 407.00 0.5550 Axial Load 15,326-59 15,201.54 51,504.32 14,527.39 14,608.65 Max Load Fillers TC: fa 6.908.22 6,851.86 23.214.78 6,548.00 3,580.90 57,211.48 Maximum K Lfr 56.89 91,48 38,79 85.34 56,89 Max Load no Filters TC: Fcr 38,704.41 26,846.04 43,790.89 29,006.91 38,704.41 50,037.41 Fa 23,222,65 16.107.62 26,274.54 17,404,15 23.222.65 TC .4L1f?yy: 508.49 F'e 540,465.69 209,035,77 616,711.88 240,206.98 895,925.31 8COAL/Ryy: Cm 0.9936 0,9836 0.9699 0.9864 0,9980 404.88 Panel Point Moment 2,991.61 3,276.75 2,543.75 2,978.30 2,978.30 BC stress: Mid Panel Moment 631.63 2,171,20 1,271,88 1,691.76 1,341.94 0.91 Panel Point fb 2,862.96 3,136.84 2,434.36 2,850.23 769.48 ecLIRz: 136.2707 Mid Panel fb 329.99 1.134.32 664.48 883.84 346.71 TC shear Stress: Fillers 0 0 4 0 0 8,632.72 Panel Point Stress 1 9,771.19 9,987.70 25,649.14 9,398.23 4,350,39 Bc shear stress: Mid Panel Stress 1 0.3077 0.46131 0.90471 0.4040 Q,0S90 12,905.66 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,172.34 14,381.54 3,841.52 6,612.09 6.36 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,066.88 7,826.93 3,063.34 4,030.79 2.02 x 0,102 1 C16BB= 1.125 x 1.026 x.102 W3 3,463.70 28,624.38 12,502.58 15,298 1 B 4 49 x 0.188 1 CW40BA= 1.5 x 1.926 x 218 W4 11,360.78 14,381.54 3,407.37 5,827.28 5.10 x 0.150 1 C28BB=1.125 x 1.344 x.150 V2 2,000.00 7,826,93 3,037,34 4,118.26 2,01 x 0.102 1 C16BB= 1.126 x 1.026 x.102 W5 3,114.40 28,624.38 9,900.32 10,614 46 3.56 x 0.188 1 C40BA=1.125 x 2.014 x.218 W6 8,467.02 8,984.69 2,955.92 3,612.74 4.83 x 0.118 1 C181313=1.125 x 1.035 x.118 V3 2,000.00 7,826.93 3,066,92 4,118,26 2.02 x 0.102 1 C16BB= 1,125 x 1.025 x.102 W7 2,64879 18,714.09 7,002.12 7,45733 2 68 x 0.176 1 C34AA=1.125 x 1.549 x.176 W8 5,973.30 7,826.93 2,490.32 2,972.69 3.94 x 0.102 1 C16BB=1.125 x 1.025 x.102 V4 3,104.74 8,984.69 4,249.08 4,971.32 2.42 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W9 2,048,69 14,381.54 4,753.07 5,827.28 2 13 x 0.150 1 C28BB=1.125 x 1.344 x.150 W 10 4,048.39 7,826.93 1,890.22 2,972.69 2.67 x 0.102 1 C16BB=1.125 x 1.025 x.102 V5 2,000.00 7,826,93 3,096,31 4,118.26 2.04 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 11 2,083.50 10,742.43 3,711.44 4,491 20 2 00 x 0.120 1 C22BB=1.125 x 1.110 x.129 W 11 2,083.50 10,742.43 3,711.44 4,491.20 2.00 x 0.129 1 C22BB=1.125 x 1.110 x.129 V6 2,000.00 7,826,93 3,096,11 4,118.26 2.04 x 0.102 1 C16BB= 1,125 x 1.025 x,102 W 10 4,04839 7,826.93 1,890.22 2,97269 2 67 x 0.102 1 C16BB=1.125 x 1.025 x_102 W9 2,048.69 14,381.54 4,753.07 5,827,28 2,13 x 0.150 1 C28BB=1.125 x 1.344 x .150 Continued on Next Page.. i STRESS ANALYSIS-PAGE 2 G,� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 2:23:41 PM NEW MILLENNIUM Location: Joist Description: Mark: m"'k M." 1Y-1TIM1 ARLINGTON,WA Long Span 32LH3671250 [is Web Design,Continued... _ Member Web Tension Allow Tension Web Comp Allow Comp Weld city Material V7 2,000.00 7,826.93 3,085.99 4,118.26 2.04 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W9 5,973.30 7,826.93 2,490.32 2,972.69 3.94 x 0.102 1 C16BB=1.125 x 1.025 x.102 W7 2,648.79 18,714.09 7,002,12 7,457.33 2.68 x 0.176 1 C34AA=1.125 x 1.549 x.176 V8 2,000.00 7,826.93 3,D65.94 4,118.26 2.02 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W6 8,46702 8.984.69 2,955.92 3,61274 4 83 x 0.118 1 1 C18BB=1.125 x 1.035 x.118 W5 3,114.40 26,624.38 9,900.32 10,614.46 3.56 x 0.188 1 C40BA=1.125 x 2.014 x.218 V9 2,000.00 7,826.93 3,035.96 4,118.26 2.00 x 0,102 1 C16BB= 1 A25 x 1.025 x.102 W4 11,360.78 14,381.54 3,407.37 5,827.28 5.10 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 3,463.70 28,624.38 12,502.56 15,298.1 B I 4.49 x 0.188 1 CW40BA= 1.5 x 1.926 x,218 V15 2,027.16 7,826.93 2,995.44 4,077.621 2,00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 13,467.50 14,381.54 3,305.02 6,849.581 6.05 x 0.150 1 C28BB= 1,125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 Job Number: Job Name: Gate Run- 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 2:23:41 PM NEW MILLENNIUM Lucation: Joist Description: Mark: -1.1 PIING -T.-. ARLINGTON,WA Long Span 32LH367/250 J5 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R, Rnfd. TCX Depth 3 112 TCX Depth 3 112 BPL Length 0-8 318 BPL Length 2-4 3/8 Clear Bearing 0-6 3/8 Clear Bearing 0-4 518 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 0.03 Reqd TL Def L1S0 000 Live Load 250.00 Live Load 250.00 Reqd LL Def LI120 0.02 Reqd LL Def L1120 0.00 Section Modulus 1.0449 Section Modulus 3.2476 Red SM 0.0098 Reqd SM 0.0000 Mom of Inertia 2.0278 Mom of Inertia 6.1807 Reqd MI 0.0009 Reqd MI 0,0000 Seat Type:Lapped 'eat Type:Lapped(Reinforced) I I -- - -I- - - - I I - - - - - - - - - - Load Combinations Case 1: ❑L Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0,75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Sb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case Sc: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case Sd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case Sh: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0,8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 1 4-0Job Number: Jnh Natne Date Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/201912:16:03 PM NEW MILLENNIUM Location: Jon t Descriplion: Mark: Rl Ill nl- -TFMr ARLINGTON,WA Long Span 32LH3671250 J50 Geomet Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape: 49-8 318 49.4 3/8 32.00 30.35 9 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-9 TC Panel 1-6 2-0 j First Half 2-0 2-0 ` \. \ . \ First Dia . 4-11 318 4-9 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TO + 0-0 49-8 318 L-BL Uniform (plf) LL(1) 250.00 250,00 TO + 0-0 49-8 3/8 L-BL Gross Uplift(pit) W L(2) 100.00 100.00 TO - 0-0 49-8 318 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-8 3/8 L-BL Uniform (plf) SM(3) 1 12.47 12.47 TO + 0-0 49-8 318 L-BL Conc @ any pp(Ibs) I LL(3) 2,000.001 0.00 BC + Stress Analysis Summary Int_Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp: Max BC Tension 30.00 60.00 91058.55 9,058.40 12,264.64 143,779.88 44,197.41 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 5,604,61 9,691.63 0.00 0.00 13,099.98 3,569.48 45.11 0-2 V1S 5,602.15 9,189.38 0.00 0.00 2,308.26 2,642.26 34.97 1-6 W3 5,602.15 9,189.38 15,464.89 4,213.87 2,756,87 10,117.89 38.69 2-11 3/8 W4 6,057.35 22,230.48 15,464,89 4,213.87 9,726.39 2,650.24 42.68 4-11 3/5 W5 6,057.35 22,230,48 28,089.21 7,653,74 2,298.73 8,436.34 42.68 7-5 318 W6 9,003.02 33,041,07 28,089.21 7,653.74 7,146,30 1,947.22 42.68 9-11 3/8 W7 9,003.02 33,041.07 37,086.07 10,105.20 1,595.71 5.856.26 42.6E 12-5 3/8 W8 10,960.27 40.224.20 37,086.07 10,105.20 4,566.21 1,244.20 42.68 14-11 3/8 W9 10,960.27 40,224.20 42,455.47 11,568.25 1,127.69 3,276.17 42.68 17-5 316 W10 11.929.12 43.779.88 42.455.47 11.568.25 3,184.17 1,127.81 42,68 19-113/8 W11 11,929.12 43,779.88 44,197.41 12,042.89 1,413.18 3,184.17 42.68 22-53/9 W11 11,909,56 43,708,08 44,197.41 12,042.89 1,413,18 3,184.17 42.68 24-11 3/8 W10 11,909.56 43,708,08 42,311.89 11,529.12 3,184.17 1,127,81 42.68 27-5318 W9 10,901.59 40,008.62 42,311.89 11,529.12 1,127.69 3.276.17 42.68 29-11 3/8 W8 10,901.59 40,008.82 36,798,90 10,026.95 4,566,21 1,244.20 42.68 32-5 318 W7 8,905.21 32,682.11 36,798.90 10,026.95 1,595.71 5,856.26 42.68 34-11 31B W6 6,905.21 32,682.11 27,658.45 7,536.36 7,146.30 1,947.22 42.68 37-5 318 W5 5,920.42 21,727.93 27,658.45 7,536.36 2,298,73 8,436.34 42.68 39-11 318 W4 5,920.42 21,727,93 14,890.54 4,057.37 9,726.39 2,650.24 42.68 42-5 318 W3 5,600.12 8,658.87 14,890.54 4,057.37 2,756.87 10,117.89 38.69 44-11 318 V1S 5,600,12 8,658,87 0,00 0.00 2,086.07 2,379,94 31.66 47-8 318 W2 5,600-12 8,908.25 0.00 0.00 12,467.16 3,397.05 43.3E 46-11 318 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 2,000.00 2,362.29 30.35 STRESS ANALYSIS-PAGE 2 G,� Job Number: Job Name Date Run' 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/271201912:15:03 PM L MILLENNIUM Location: Juist description: Mark: A,I„-- -T- ARLINGTON,WA Long Span 32LH3671250 J50 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0.9205 0,3885 1.1660 0,9928 0,8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis v. Fy., Fb: Mom of inerfla! LL 360: LL 240: Max Bridg TC' Max Bridg BC: 0.75 50.000.00 30,000.00 1806.84 250.58 1375.86 15-10 518 117-7518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE I Gap Between Chords: Length 16.00 41.38 30.00 33.00 22.00 1.1250 Min Weld Len 2X: Bending Load 367.00 367.00 367.00 367.00 367,00 10.5000 Axial Load 9,691.63 91189.38 43,779.88 8,658.87 8,908.25 Max Load Pliers TC: fa 2,577.70 4,839.57 23,056.60 4,560.18 2,084.39 47,460.95 Maximum K Ur 41.18 106.50 38,61 84.94 56,63 Max Load no Fillers TC: Fcr 41,952.3E 21,570.71 42,550.81 28,672.43 37,801.98 41,742.10 Fa 25.171.43 12.942.43 25.530.49 17,203,46 22,681.19 TC OALIRyy: 508.03 Fe 1,152,609.13 141,667.20 479,049.41 222,698.58 858,059.94 8COAURyy. Cm 0,9989 0.9829 0.9678 0.9898 0.9988 423.42 Panel Point Moment 4,210.33 4,210.33 2,293.75 2,722.62 2,722.62 ac Stress: Mid Panel Moment 2,979.28 2,630.79 1,146.88 1,512.18 1,240.91 0.91 Panel Point fb 1.352.49 4,936.31 2,689.25 3,192.08 731.43 sc IRz- 146.121276 Mid Panel fb 957.04 1,623.48 707.74 933.18 333.37 TC Shear Stress; Fillers 0 0 4 0 0 8,97T.97 Panel Point Stress 3.930.19 9,775,88 25,745.85 7,752.26 2,816,82 BC shear Stress: Mid Panel Stress 0.08511 0.4271 0.9265 0.2951 0.0578 13,311.10 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,099.98 14,381.54 3,569.48 6,182.37 5,88 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,756.87 24,373.24 10,117.89 10,323.31 3.63 x 0.188 1 C386A= 1.125 x 1.845 x.199 W4 9,726.39 10,742.43 2,650.24 4,481 15 5 08 x 0.129 1 C22BB=1.125 x 1.110 x.129 W 5 2,298.73 24,373.24 8,436.34 9.223.16 3.03 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,146.30 7,826,93 1,947.22 2,965.73 4.72 x 0,102 1 C16BB= 1.125 x 1.025 x.102 W7 1,59571 16,730.22 5,856.26 6,46881 2 50 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4,566.21 5,758.64 1,244.20 1,536.76 3.42 x 0.090 1 C12BB=1.125 x 0.799 x.090 W9 1,127.69 8,984.69 3,276,17 3,604.25 2,00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W 10 3,18417 4,802.80 11127.81 1,164.99 2.78 x 0.077 1 C10AB=1.125 x 0.756 x.077 Will 1,413.18 8,984.69 3,184.17 3,604.25 2.00 x 0.118 1 C188B=1.125 x 1.035 x.118 Will 1,413.18 8,984.69 3,184.17 3,604.25 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W 10 3.184.17 4.802.89 1,127.81 1,16499 2 78 x 0.077 1 C10AB=1.125 x 0.756 x.077 W 9 1,127.69 8,984.69 3,276.17 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 WS 4,566.21 6,758,64 1,244.20 1,536.76 3.42 x 0.090 1 C12613= 1.125 x 0.799 x.090 W7 1,595.71 16,730.22 5,856.26 6,468 81 2.50 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 7,146.30 7,826.93 1,947.22 2,965.73 4.72 x 0.102 1 C16111313=1.125 x 1.025 x.102 W5 2,298.73 24,373,24 8,436,34 9,223.16 3.03 x 0,188 1 C386A= 1,125 x 1.845 x,199 W4 9,726.39 10,742.43 2,65024 4,481.15 5 08 x 0.129 1 1 1 C22BB=1.125 x 1.110 x.129 W3 2,756.87 24,373.24 10,117.89 10,323.31 3,63 x 0.188 1 C38BA=1.125 x 1.845 x.199 ' Continued on Next Page-- STRESS ANALYSIS-PAGE 2 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/201912:16:03 PM L MILLENNIUM Location: Joist Descripiion: Mark: R1 Ill MINT �V 9 T F M9 ARLINGTON,WA Long Span 32LH3671250 J50 Web Desigrt Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material W2 12,467.16 14,381,54 3,397.05 6,433.00 5,60 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,308.26 7,826.93 2,642.26 3,66137 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,000.00 5,758.64 2,362.29 2,818.97 2.00 x 0.090 1 C12BB=1.125 x 0.799 x.090 STRESS ANALYSIS-PAGE 3 G� Job Number: Job Name: Gate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHDPQRDERS 11/27/201912:16:03 PM NEW MILLENNIUM Location: torst Descrip[ion: Mark: -111 M-1, -+V-Ml ARLINGTON,WA Long Span 32LH367/250 J50 TCX Desl n TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-10 5/8 BPL Length 2-4 3/4 Clear Bearing 0-4 112 Clear Bearing 0-4 718 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 000 Reqd TL Def 11-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2,9622 Section Modulus 3,3812 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 5.7504 Mom of Inertia 6.2013 Reqd MI 0.0001 Reqd MI 0.0000 Seat Type:Lapped(Reinfwci�d) Seat Type:Lapped(Reinforced) - - - - - - - - - - - - - - - - I I- - - - - - - - - - - - - - - - - C Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: ❑L+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: ❑L+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0,75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0-85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0-85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0-85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 �,7 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORUERS 11/22/2019 7;10:D3 AM NEW MILLENNIUM Location: Joist Description: Mark: A,11,-Nr, 4YSTFMS ARLINGTON,WA Long Span 32LH364/250 J53 Geometry Base Length: Working Length: Joist Depth: Elfective Depth: BC Panel Length: Shape: 39.8 718 39.4 7/8 1 32.00 1 30.88 7 @ 5.0 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-9 112 TC Panel 1-2 1-2 First Half 2-0 2-0 First Dia . 4-1 1 318 4-9 112 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc1Be In 5 /End Reference Uniform (plf) DL(1) 114,00 114.00 TC + 0-0 39-8 718 L-BL Uniform (plf) ILL(1) 250.00 250,00 TC + 0-0 39-8 7/8 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 39-8 718 L-BL Axial(Ibs) SM(3) 7,400.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114,00 TC + 0-0 39-8 7/8 L-BL Uniform (plf) SM(3) 1 12,15 12.15 TC + 0-0 39-8 718 L-BL Conc @ any pp(Ibs) LL(3) 2,000.001 0.00 BC 1 + Stress Analysis Summary Int.Panel TC: Max Panel BC_ Reaction LE: Reaction RE: Minimum Shear: Max TC Camp,. Max BC Tension 30.00 60.00 7,171.94 7,172.15 1,793.04 27,042.03 27,456.45 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp, Web Length PP Dist. W2 7,406-35 10,018.23 0.00 0.00 10,292.43 2,827.59 45.47 0-2 V1S 7,402.40 9,809.48 0.00 0.00 2,437,63 2,775.69 37.561-2 W3 7,402.40 9,809.48 11,708.79 3,216.70 2,139.22 7,787.04 39.11 2-11318 W4 7,402.70 16,543.60 11.708.79 3,216.70 7,018.00 1,927.94 43.05 4-11 3/8 W5 7,402.70 16,543,60 20,494.32 5,630.31 1.579.39 5,749,26 43,05 7-5 318 W6 7,403.03 23,560.97 20,494,32 5,630.31 4,480.53 1,230.83 43.05 9-11 318 W7 7403,03 23,560.97 25,743.55 7,072.40 1,047.88 3,211.79 43.05 12-5 3/8 W8 7,429.13 27,042.03 25,743.55 7,072.40 2,499.88 1,048.06 43.05 14-11 318 W9 7,429.13 27,042,03 27,456.45 7,542.98 1,403,10 2,499.88 43.05 17-5 3/8 W9 1 7,413.95 26,986.78 27,456.45 7,542,9E 1,403.10 2,499.85 43.05 19-11318 W8 7,413.95 26,986.78 25,633,03 7,042.04 2,499.88 1,048.06 43.05 22-5 3/8 W7 7,404.01 23,395.21 25,633.03 7,042.04 1,047.88 3,211.79 43,05 24-11 3/8 W6 7,404.01 23,395.21 20,273.31 5,569.59 4,480.53 1,230.83 43.05 27-5 318 W5 7,404.34 16,267,33 20,273.31 5,569.59 1,579.39 5,749.26 43.05 29-11 3/8 W4 7,404.34 16,267.33 11,377.27 3,125.62 7,018.00 1,927.94 43.05 32-5 3/8 W3 7,404.64 91686.93 11,377.27 3,125.62 2,139.22 7,787.04 39.11 34-11318 V1S 7,404.64 9,686.93 0.00 0.001 2,376.43 2,688.351 36.52 38-6 7/8 W2 7,412.461 9,871.141 0.00 0.001 9,985.06 2,743,151 44.11 36-11318 Standard Verticals fMember I Position Max Tension I Max Com . Length V2 I Interior 1 2,000,001 2,327,351 30.88 STRESS ANALYSIS-PAGE 2 60 Job Number_, Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:10:03 AM NEW MILLENNIUM Location: Joist Dascripliun: Mark: R,ul n-r. 1Y-{TPM, ARLINGTON,WA Long Span 32LH3641250 J53 Chord Pro roes Chord Area Rx Rz Ryy Y Ix Q Material TC 0.6209 0,6249 0,3548 1.24T7 0,6098 0.2425 1.0000 A34A18= 1.8750 X 2.0010 X.176 BC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B= 1.7350 x 0.150 Axial and Bending Analysis K: Fy., Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50.000.00 3D,OOD.00 515,28 314.59 471.89 17-5 518 14-8 318 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 12.00 45.38 30.00 43.50 12.00 Min Weld Md Len 2X: Bending Load 364.00 364,00 364.00 364.00 364,00 0.5000 Axial Load 10,018.23 9,809.48 27,D42.03 9,6$6.93 9,871.14 Max Load FillersTC: fa 3,228.77 7,899.41 21,776.48 7,800.71 2,729.25 31,167.40 Maximum K Ur 33.82 72.61 42.28 69.61 33,82 Max Load no Fiilers TC: Fcr 45,988.11 34,005.29 43,874.58 35,083,04 45,988.11 26,486.93 TG Fa 27,592.86 20,403.17 26.324.75 21,049.83 27.592.86 378.99Ryy; 78.99 Fe 3,275,278.25 54,285,71 220,776,97 59,066.37 3,073,780,75 BcoAuRyyy Cm 0.9995 0.9272 0.9339 0.9340 0,9996 393.75 Panel Point Moment 5,680.29 5.680.29 2,275.00 5,201.21 5,201.21 Bc stress: Mid Panel Moment 4,444.46 2,970.02 1,137,50 2,714.18 4,061.94 0.96 Panel Point fb 1,678.89 16,293.66 6,525.73 14,919.43 1,529.38 SCLIRr 186.6833 Mid Panelfb 1,313.62 3.734.26 1.430.20 3,412.59 1,194.39 TC Shear Stress: Fillers 0 1 4 1 0 130476.08 Panel Point Stress 4,907.66 24,193.06 28,302,21 22,720.14 4,258.63 Bc shear stress: Mid Panel Stress 0.10231 0.5227 0.87461 0.4917 OA893 17,896.35 Web Design Member Web Tension Allow Tension Web Camp Allow Comp Weld Qt Material W2 10,292.43 14,381.54 2,827.59 6,130.86 4.62 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,139.22 18,714.09 7,787.04 8,211.80 2.98 x 0,176 1 C34AA= 1,126 x 1.549 x.176 W4 7,01800 8,984.69 1,927.94 3,564.52 4 01 x 0.118 1 C181313=1.125 x 1.035 x.118 W5 1,579.39 14,381.54 5,749.26 5,752.77 2.58 x 0.150 1 C288B=1.125 x 1.344 x.150 W6 4,480.53 6,758.64 1,230,83 1,509.97 3,35 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W7 1.047.8E 8,984.69 3,211.79 3,56452 2 00 x 0.118 1 C181313=1.125 x 1.035 x.118 W8 2,499.88 4,802.89 1,048.06 1,144.68 2.19 x 0.077 1 C1CAB=1.125 x 0.756 x.077 W9 1,403.10 7,826.93 2,499.88 2,933.15 2.00 x 0,102 1 C16BB= 1,125 x 1.025 x.102 W9 1,40310 7,826.93 2,499.88 2,933.15 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W8 2,499.88 4,802.89 1,048.06 1,144.68 2.19 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 1,047.88 8,984.69 3,211.79 3,564.52 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W6 4,480.53 5,758.64 1,230.83 1,50997 3.35 x 0.090 1 C12BB=1.125 x 0.799 x.090 W5 1,579.39 14,381.54 5,749.26 5,752.77 2.58 x 0.150 1 C28BB=1.125 x 1.344 x.150 W4 7,018.00 8,984.69 1,927.94 3,564.52 4.01 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W3 2,139.22 18,714.09 7,787.04 8,211.80 2.98 x 0.176 1 C34AA=1.125 x 1.549 x.176 W2 9,985.06 14,381.54 2,743.15 6,327.37 4.48 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1 2.437,631 7,826,93 2,775,69 3,421,851 2.00 x 0,102 1 C16BB= 1,125 x 1.025 x.102 V2 2,000001 5,758.64 2,327.35 2,754.741 2 00 x 0.090 1 1 C121313=1.125 x 0.799 x.090 STRESS ANALYSIS -PAGE 3 Job Number. Job Name: —I—Date—Run: ►/� 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS I V2212019 7:10:03 AM NEW MILLENNIUM Location: Joist D"cription: Mark: AL M—r. -T- ARLINGTON,WA Long$pan 32LH3641250 J53 TCX Desl n TCX Left TCX Right TCX Length 0-0 318 TCX Length 0-1 1/2 TCX Type R, Rnfd. TCX Type R, Rnfd TCX Depth 3 112 TCX Depth 3112 BPL Length 1-7 1/8 BPL Length 1-9 7/8 Clear Bearing 0-4 112 Clear Bearing 0-6 112 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-180 000 Reqd TL Def 1-180 0.02 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L/120 0.01 Section Modulus 2.5708 Section Modulus 3.0146 Reqd SM 0.0029 Reqd SM 0.0062 Mom of Inertia 5.1129 Mom of Inertia 5.5932 Reqd MI 0.0001 Reqd MI 0.0005 Seat Type:Lapped(Reinforced) Seat Type,Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: ❑L+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+$M) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 G� Job Number. Job Narne Date Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:13.34 AM NEW MILLENNIUM Location: Jvut Description: Mark: ,. nlNr. 1V Pm- ARLINGTON,WA Long Span 32LH3641250 J55 Geometry Base Length: Working Length: Joist Depth: Ofective Depth: BC Panel Length: Shape: 39-4 39-6 32.00 1 30.88 7 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-4 518 TC Panel 1-2 1-2 First Half 2-0 2-0 First Dia . 4-11 318 4-4 518 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loa/Begin Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-4 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 39-4 L-BL Gross Uplift(plf) W L 2) 100.00 100.00 TC - 0-0 39-4 L-BL Axial(Ibs) SM(3) 7,400.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 39-4 L-BL Uniform (plf) 5M(3) 1 12.15 12.15 TC + 0-0 39-4 L-BL Conc @ any pp{Ibs} I LL(3) 1 2,000.001 0.00 BC + Stress Analysis SUmma Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Sheer: Max TC comp: Max SC Tension 30.00 60.00 7,098.62 7,098.00 1,774.65 26.545.50 126,888.08 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,420.38 9,990.54 0.00 0.00 10,183.56 2,797,6E 45,47 0-2 V1S 7,406.98 9,781.79 0.00 0.00 2,450.13 2,775.56 37.561-2 W3 7,406.98 9,781.79 11,571.42 3,178.96 2,139.22 7,786.77 39.11 2-11318 W4 7,406.12 16,334.39 11,571.42 3,178.96 7,120.79 1,956.26 43.05 4-11 318 W5 7,406.12 16.334,39 20.213,29 5,553.10 1,607.71 5,852.05 43.05 7-5 318 W6 7,405.15 23,208.10 20,213.29 5,553.10 4,583.31 1,259.15 43.05 9-11 318 W7 7,405.15 23,208.10 25,318,84 6,955.73 1,054.60 3.314,58 43.05 12-5 318 W8 7,404.19 26,545.50 25,318.84 6,955.73 2,474.25 1,055.12 43.0514-11318 W9 7,404.19 26,545.50 26,888,08 7,386.84 1,412,09 2,474.25 43.05 17-5 318 W9 7.403.22 26.346.58 26.888.08 7.386.84 1,412.09 2,474.25 43.0519-11318 W8 7,403.22 26,346.58 24,921.01 6,846.43 2,474.25 1,055.12 43.05 22-5 318 W7 7,402.26 22,611.35 24,921.01 6,846.43 1,054.60 3,314.58 43.05 24-11 318 W6 7,402.26 22,611,35 19,417.62 5,334.51 4,583.31 1,259.15 43.05 27-5 318 W5 7,401.30 15,339.80 19,417.62 5,334.51 1,607.71 5.852.05 43.05 29-11 318 W4 7,401.30 15,339.80 10,377,91 2,851.07 7,120.79 1,956.26 43.05 32-5 318 W3 7,400.43 9,340.58 10,377.91 2,851.07 2,139.22 7,786.77 39.11 34-11318 V15 7,400.43 9.340.58 0.00 0.00 2.212.97 2,488.38 34.17 38-2 W2 7,400.43 9,466.61 0.001 O.Ool 9,131.80 2,508.74 40.77 36-11 318 Standard Verticals Member I Position Max Tension MaxComp. Length V2 I Interior 1 2,000.001 2,326,571 30.88 i STRESS ANALYSIS-PAGE 2 Job Number: Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:13.34 AM NEW MILLENNIUM Location: Joist Descriplion: Mark: .,111.1-r. ARLINGTON,WA Long Span 32LH3641250 J55 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,6209 0,6249 0,3548 1,2477 0,6098 0.2425 1.0000 A34A18= 1.8750 X 2.0010 X.176 BC 0.4771 0.5392 0.3214 1.2009 0.5106 1 0.1387 1.0000 A28B= 1.7350 x 0.150 Axial and Bendin Analysis K. Fy.� Fb Mom of inertia' LL 360: LL 240: Max aridg TC, Max Sridg SC: 0.75 50,000.00 30,000.00 515.28 324.53 1486.79 117-5718 14-10114 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 12.00 45.38 30.00 38.63 12.00 1.1250 Min Weld Len 2X: Bending Load 364.00 364.00 364,00 364.00 364,00 0.5000 Axial Load 9,990.54 9,761.79 26,545.50 9,340.58 9,406.61 Max Load Fillers TC: fa 8,045.21 7.877.10 21.376.63 7.521.81 2.617.40 31,167.40 Maximum K Ur 33.62 72,61 63,42 108,86 33,82 Max Load no Fillers TC_ Fcr 45,988.11 34,005.29 37,262.05 21,020.13 45,988.11 26,486.93 Fa 27,592.86 20.403.17 22,357.23 12,612.08 27,592.86 TC .0URyy: 375.08 _ F'e 776,169.00 54,285.71 220,776,97 74,917.24 3,073,780.75 8COAURyy Cm 0,9946 0.9274 0,9351 0,9498 0.9996 389.69 Panel Point Moment 4,534.17 4,534.17 2,275.00 4,013.06 4.013.05 BC stress: Mid Panel Moment 3,523.52 3,360.19 1,137.50 2,099,93 3,040.86 0'94 Panel Point fb 13,006.05 13,006.06 6,525.73 11,511.26 1,180.01 8CL/Rr 186.6833 Mid Panel fb 10.107.05 4,224.84 1.430.20 2,640.28 894.14 TC Shear Stress; Fillers 0 1 0 0 0 13,334.33 Panel Point Stress 21,051.26 20,883.16 27,902.36 19,033-08 3,797.41 BC Shear Stress; Mid Panel Stress 0.5947 0.5393 1.0034 0.6857 Q,0773 17,707.05 Web Design Member Web Tension Allow Tenslon Web Comp Allow Comp Weld Qty Material W2 10,183,56 14,381.54 2,797.68 6,130.86 4.57 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,139.22 18,714,09 7,786.77 8,211.80 2.98 x 0.176 1 C34AA= 1,125 x 1.549 x.176 W4 7,120.79 8,984.69 1,956.26 3,564.52 4.06 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 5 1,607.71 16,730.22 5,852.05 6,400.02 2,49 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 4,583.31 5,758.64 1,259,15 1,509.97 3.43 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,054.60 8.984.69 3,314.58 3,56452 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 2,474.25 4,802.89 1,055.12 1,144.68 2.16 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,412.09 7,826,93 2,474,25 2,933.15 2.00 x 0.102 1 C166B= 1.125 x 1.025 x.102 W9 1,41209 7,826.93 2,474.25 2,93315 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W8 2,474.25 4,802.89 1,055.12 1,144.68 2.16 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 1,054.60 8,984.69 3,314,58 3,564.52 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W6 4,58331 5,758.64 1,259.15 1,50997 3 43 x 0.090 1 C12BB=1.125 x 0.799 x.090 W5 1,607.71 16,730,22 5,852.05 6,400.02 2.49 x0.156 1 C32BA=1.125 x 1.520 x.158 W4 7,120.79 8,984.69 1,956,26 3,564.52 4.06 x 0.118 1 C18BB= 1,125 x 1.035 x.118 W3 2,139-22 18,714.09 717,56.77 8,211 80 2.98 x 0.176 1 C34AA=1.125 x 1.549 x.176 W2 9,131.80 14,381.54 2,508.74 6,815.12 4.10 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1 2,450.13 7,826,93 2,775,56 3,421.85 2.00 x 0,102 1 C16BB= 1.125 x 1.025 x.102 V2 2,00000 5.758.64 2.326.57 2,754.74 2 00 x 0.090 1 C12BB=1.125 x 0.799 x.090 STRESS ANALYSIS -PAGE 3 Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:13:34 AM NEW MILLENNIUM Location: Joist Description: Mark: A, Wing. -T- ARLINGTON,WA Long Span 32LH3641250 J55 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R, Rnfd TCX Depth 31/2 TCX Depth 3 112 BPL Length 0-8 3/8 BPL Length 1-7 3/8 Clear Bearing 0-6 518 Clear Bearing 0-4 318 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-180 003 Reqd TL Def 1-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0.3486 Section Modulus _ 3.0146 Reqd SM 0.0097 Reqd SM 0.0000 Mom of Inertia 0.4850 Mom of Inertia 5.5932 Reqd MI 0,0009 Reqd MI 0,0000 Seat Type:Lapped :Seat Type:Lapped(Reinforced) i - I t Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: ❑L+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0,75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0.75(WL+AX+$L+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0.8(TL)+SM+AX+FEM Case 6b: ❑L+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+O.B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS -PAGE 1 Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:14:52 AM NEW MILLENNIUM Location: Joist Description: Mark SYriTFMr ARLINGTON,WA Long$pan 32LH3641250 J56 Geometry Base Length: Working Length: Joist Depth: Effective Depth: 80 Panel Length: Shape: 39-3 518 38-11 518 1 32.00 30.88 17@M Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-4 114 I ' I I I I I I I I ' l l I TC Panel 1-2 1-2 First Half 2-0 2-0 First Diag. 4-1 1 3/8 4-4 114 Depth 132.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp1End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 39-3 518 L-BL Uniform (plf) DL(1) 114.00 114,00 TC + 0-0 39-3 5/8 L-BL Uniform (plf) CL 1 24.00 24.00 TO + 0-0 39-3 518 L-BL Uniform (plf) SM(2) 45.00 45.00 TC - 0-0 39-3 518 L-BL Conc @ any pp(Ibs) SM(2) 990.00 0.00 TO Gross Uplift(plf) W L(2) 100.00 100.00 TO - 0-0 39-3 518 L-BL Conc @ any pp(Ibs) SM (3) 990.00 0.00 TC + Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Uniform pif) SM(3) 45.00 45.00 TO + 0-0 39-3 518 L-BL Uniform (plf) CL(3) 24.00 24.00 TC + 0-0 39-3 516 L-BL Uniform (plf) CL(3) 114.00 114,00 TC 0-0 39-3 5/8 L-BL Uniform (plf) SM(3) 12.15 12A5 TO + 0-0 39-3518 L-BL Axial(Ibs) SM (3) 7,400,00 0.00 TC + 0-0 0-0 L-BL Axial (Ibs) SM(3) 1,700,00 0,00 TC + 0-0 0-0 L-BL Stress Anal sls mmary Int.Panel TC: Max Pagel SC: Reaction LE Reaction RE: Minimarm Shear: Max TC Comp.: Max BC Tension 30.00 60.00 7,560.56 17,559.94 1,890.14 28,255.04 126,614.32 Member TC Tension TC Com resion BC Tension BC Corn resion Web Tension Web Com . Web Length PP Dist, W2 9,120.38 13.639.19 0.00 0.00 10,846.08 2.795.38 45.47 0-2 V1S 9,106.98 13,316.25 0.00 0.00 2,450.13 3,305.87 37.561-2 W3 9,106.98 13,316.25 12,323.10 3,176.06 2,139.22 8,300.1E 39.11 2-11318 W4 9,106.12 19.249.29 12,323.10 3,176.06 7,598.74 2,111.99 43.05 4-11 318 W5 9,106.12 19,249,29 21,522.98 5,547.16 1,778.08 6,246.35 43.05 7-53/8 W6 9.105.15 24,709.37 21,522.98 5,547.16 4,893.96 1,621.24 43.05 9-11 3/8 W7 9,105.15 24,709,37 26,953.39 6,946.75 1,287.43 3,635.02 43.05 12-5 3/8 W8 9,104,19 28,255.04 26,953.39 6,946.75 3,004.61 1,130.58 43.05 14-11 3/8 W9 9,104.19 28,255.04 28,614.32 7,374.82 1,412.09 2,635.26 43.05 17-5 310 W9 9,103.22 28,031.23 28,614.32 7,374.82 1,412.09 2,635.26 43.05 19-113/6 W8 9,103.22 28,031.23 26,505.77 6,831.38 3,004.61 1,130.58 43.05 22-5 318 W7 9,102.26 24,037.94 26.505,77 6,831.38 1,287.43 3,635.02 43.05 24-11 3/8 W6 9,102,265 24,037.94 20.627.74 5,316.43 4.893.96 1.621.24 43.05 27-5 3/8 W5 9,101.29 18,572.23 20,627.74 5,316.43 1,778,08 6,246.35 43.05 29-11 3/8 W4 9,101,29 18,572.23 10,980.23 2,829.96 7,598.74 2,111.891 43.05 32-5 318 W3 9,100.42 12,481.59 10,980.231 2,829.961 2,139.22 8,300.181 39.11 34-113/8 Continued on Next Page... i STRESS ANALYSIS -PAGE 1 G� Job Number_ Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:14:52 AM L MILLENNIUM Location: Joist Description: Mark: ,. 91Nr. 1VSTPM- ARLING TON,WA Long Span 32LH3641250 J56 Stress Anal sts Summary,Continued... Member TC Tension I TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. V1S 9,100.421 12,481.59 0.00 0.00 2,202.68 2,935.54 34.01 38-1Nkad W2 9,100.42 12,670.15 0.00 0.00 9,667.71 2,491.fiB 40 53 36-11 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior 1 2,000.001 2,794.64 30.88 i STRESS ANALYSIS-PAGE 2 �� Jot,Number. Jvtj Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:14.52 AM ,NEW MILLENNIUM Location: Joist Dascaption: Mark: Rl Ill nINr, 4YR7- ARLINGTON,WA Long Span 32LH3641250 IJ56__ Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,6209 0,6249 0,3548 1,2477 0,6098 0,2425 1,0000 A34A18= 1.8750 X 2.0010 X.176 BC 0.4771 0.5392 1 0.3214 1.2009 0.5106 0.1387 1.0000 A28B= 1.7350 x 0.150 Axial and Bending Analysis K.. Fy., Fb: Mom of inertia' ILL 360: LL 240: Max Bridg TC' Max Bridg BC : L0.75 50.000.00 30,000.00 515.28 1325.31 1487.96 117-5718 14-10 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 12.00 45.38 30.00 38.25 12.00 Min Wald Md Len 2X: Bending Load 388.00 388.00 388.00 388.00 388.00 0.5000 Axial Load 13.639.19 13.316.25 28,255.04 12,461.59 12,670.15 Max Load Fillers TC: fa 10,983.40 10,723.35 22,753.29 10,051.21 4,083.46 31,056.74 Maximum K L/r 33.82 72.61 42.28 107.81 33,82 Max Load no Filters TC: Fcr 45,988.11 34,005.29 43,874,58 21,375.06 45,988.11 26,393.98 Fa 27,592.86 20,403.17 26,324.75 12,825.04 27.592.86 TCO7URyy: 374.78 F'e 776,169.00 54,285.71 220,776,97 76,393.41 3,275,278,25 8COAL/Ryy. Cm 0.9929 0.9012 0.9309 0.9342 0,9994 389.38 Panel Point Moment 4,835.42 4.835.42 2.425.00 4,174.98 4,174.98 BC stress: Mid Panel Moment 3,754.56 3,580.96 1,212,50 2,194.41 3,155,79 1.00 Panel Point fb 13.870.17 13.870.18 6.956.00 11.975.74 1,233.97 8C L/Rz. 186.6833 Mid Panel fb 10,769.78 4.502.41 1.524.50 2,759.08 932.74 TC Shear Stress: Fillers 0 1 4 0 0 14,201.83 _ Panel Point Stress 24,853-57 24,593.52 29,709,29 22,026.95 5.317,43 BC shear Stress: Mid Panel Stress 0.72261 0.70501 0.9151 0.8816 0.1051 18,859.02 Web Design Member Web Tension Allow Tension Web Comp Allow Camp Weld Qty Material W2 10,846.08 14,381,54 2,795.38 6,130.86 4.87 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,139.22 24,373,24 8,300.18 10,206.69 3.07 x 0.188 1 C386A= 1.125 x 1.845 x.199 W4 7,598.74 8,984.69 2,111.89 3,56452 4.34 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 5 1,778.08 16,730.22 6,246.35 6,400.02 2.66 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 4,893.96 7,826.93 1,621.24 2,933.15 3.23 x 0.102 1 C166B= 1,125 x 1.025 x.102 W7 1,28743 10,742.43 3,636.02 4,434.08 2 00 x 0.129 1 C22BB=1.125 x 1.110 x_129 W8 3,004.61 4,802.89 1,130.58 1,144.68 2.63 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,412.09 7,826.93 2,635.26 2,933.15 2.00 x 0,102 1 C166B= 1.125 x 1.025 x.102 W9 1,412.09 7,826.93 2,635.26 2,93315 2 00 x 0.102 1 016BB=1.125 x 1.025 x.102 W8 3,004.61 4,802.69 1,130.58 1,144.68 2.63 x 0.077 1 C10AB=1.125 x 0.756 x.077 W 7 1,287.43 10,742.43 3,635.02 4,434.08 2.00 x 0,129 1 C22BB= 1.125 x 1.110 x.129 W6 4,893.96 7,826.93 1.621.24 2,933 15 3.23 x 0.102 1 C16BB=1.125 x 1.025 x.102 W 5 1,778.081 16,730.22 6,246.35 6,400.02 2.66 x 0.158 1 IC32BA=1.125 x 1.520 x.158 W4 7,598.741 8,984.69 2,111.89 3,564.52 4.34 x 0.118 1 C188113= 1.125 x 1.035 x.118 W3 2,139.221 24,37324 8,300.18 10,206.69 3 07 x 0.188 1 C38BA=1.125 x 1.845 x.199 W2 9,667.71 14,381.54 2,491.68 6,850.97 4,34 x 0.150 1 C2813B=1.125 x 1.344 x.150 V1 2,450.13 7,826,93 3,305,871 3,421.85 2.18 x 0,102 1 C1666= 1.125 x 1.025 x.102 V2 2,000.00 7,826.93 2,794.641 4,054,92 2 00 x 0.102 1 C161313=1.125 x 1.025 x.102 STRESS ANALYSIS-PAGE 3 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:14.52 AM NEW MILLENNIUM Location: Joist Description: Mark: ni"',, YVYTPM ARLINGTON,WA Long Span 32LH3641250 J56 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R, Rnfd_ TCX Depth 3 112 TCX Depth 3 112 BPL Length 0-8 3/8 BPL Length 1-6 7/8 Clear Bearing 0-7 Clear Bearing 0-4 118 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L180 003 Reqd TL Def L180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0,3486 Section Modulus 2,5708 Red SM 0.0097 Reqd SM 0.0000 Mom of Inertia 0.4850 Mom of Inertia 5.1129 Reqd MI 0,0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: ❑L+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: ❑L+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: ❑L+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: ❑L+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 G� Job Number_ Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:18:43 AM NEW MILLENNIUM Location: Joist Description: Mark: ARLINGTQN,WA Long$pan 37LH3641250 J57 Geometry base Length: Working Length: Joist De,the Effective Depth: BC Panel Length: Shape; 39-10 314 39-6 314 37.00 35.90 705.0 Double Pitch with Ridge @ 19-11 318 Variable Left End Right End BC Panel 2-11 3/8 2-11 3/8 _ TC Panel 2-0 2-0 T First Half 2-0 2-0 'ITT TT/ First Ding. 4-1 1 31B 4-1 1 316 Depth 132.00 132.00 Loads Load Tye Category Loadl Load2 Position Direction Loc/Be In Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-10 3/4 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 39-10 314 L-BL Gross Uplift(pit) W L(2) 100.00 100.00 TC - 0-0 39-10 314 L-BL Axial(Ibs) SM(3) 7,400.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114,00 TC + 0-0 39-10 314 L-BL Uniform plf) I SM(3) 1 12,15 12.15 TC + 0-0 39-10 314 L-BL Conc @ any pp{Ibs) I LL(3) 1 2,000.001 0.00 BC + Stress Analysis Summary Int.Pane!TC: Max Panei BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp. Max BC Tension 30,01 60.00 7,200.38 17,200.38 1,800.09 23,844.29 23,803.21 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,241.82 9,749.24 0.00 0.00 9,877.09 2,713.49 45.51 0-2 V1S 7,240.70 9,640.80 0.00 0.00 2,121.73 2,418.29 33.40 2-0 W3 7,240.70 9,640,80 11,299.44 3,104.24 2,006.33 7,303.10 40.11 2-11318 W4 6,991.4E 15,668.81 11,299.44 3,104.24 6,398.76 1.757.8E 43.97 4-11 318 V2 6,991.48 15,668.81 11,299.44 3,104.24 2,000.11 2,309.65 32.77 7-5 319 W5 6,991.48 15,668,81 19,050.04 5,233,53 1,391.42 5,064.86 44.89 7-5 3/8 W6 6,733.94 21,512.29 19,050,04 5.233-53 3,677.56 1,010.30 44.89 9-11 3/8 V3 6.733.94 21.512.29 19,050.04 5,233.53 2,000,11 2,318.79 34.02 12-5 3/8 W7 1 6,733.94 21,512.29 23,088,37 6,342.96 996,94 2,415.07 45.83 12-5 318 W8 6,550.63 23,844.29 23.088.37 6,342.96 2,359.85 979.11 45.83 14-11318 V4 6,550.63 23,844,29 23,088.37 6,342.96 2,000.11 2,322.45 35.29 17-5 318 W9 6,550.63 23,844,29 23,803.21 6,539.34 2,345.81 1,286.70 46.79 17-5 318 W9 6,550.63 23,844.29 23,803.21 6,539.34 2,345.81 1,303.20 46.79 19-113/8 V5 6,550.63 23,844.29 23,803.21 6,539.34 2,000.11 2,322.45 35.28 22-5 3/8 W8 6,550.63 23,844.29 23,088.38 6,342.96 2,359,85 962.52 45.83 22-5 318 W7 6,733.94 21,512.29 23,088.38 6,342.96 980.04 2,429.24 45.83 24-11 316 V6 6,733.94 21,512.29 23,088.38 6,342.96 2,000.11 2,318.79 34.02 27-5 3/8 W6 6,733.94 21,512.29 19,050.04 5,233.53 3,677.56 1,010.30 44.89 27-5 3/8 W5 6,991.48 15,668.81 19,050.04 5,233.53 1,391.42 5,064.86 44.89 29-11 3/8 V7 6,991.48 15.668.81 19,050.04 5,233.53 2,000,11 2,309.65 32.77 32-5 3/8 W4 6,991.48 15,668.81 11,299,44 3,104.24 6,398.76 1,757.88 43.97 32-5 318 W3 7,240.70 9,640.80 11,299.44 3,104.24 2,006.33 7,303-10 40.11 34-113/8 V1S 7,240.701 9,640.801 0.00 0.00 2,121.73 2,418.291 33.40 37-10 314 Continued on Next Page... STRESS ANALYSIS-PAGE 1 G� Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11122/2019 7:18.43 AM NEW MILLENNIUM Location: Joist Description: Mark: ARLINGTON,WA Long$pan 37LH3641250 J57 Stress Anal sis Summary, Continued... Member TC Tension TC Compresion BC Tension JBCCornpresionl Web Tension IWeb Comp. lWebLengthl PP❑ist. W2 I 7,241.82 9,749.24 0.001 0.00 9,877.091 2, 13,491 45.51 36-113/8 STRESS ANALYSIS-PAGE 2 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHQPDRDERS 11/22/2019 7:18:43 AM NEW MILLENNIUM Location: Joist Description: Mark: „„, n,NG wV4T6Mw ARLINGTON,WA Long Span 37LH3641250 J57 Chord Pro sties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,6209 0.6249 0,3548 1,2477 0,6098 0,2425 P1.1-101000)IO A34A18= 1.8750 X 2.0010 X.176 BC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 A26B= 1.6560 x 0.142 Axial and Bending Analysis K Fy.1 F& Mom of Inertia., LL 360: LL 240: Max Bridg TC Max Bridg BC: 0.75 50,000.00 130,000.00 656.20 1395.90 1593.85 17-8118 14-7114 Top Chard Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 22.00 35.38 30.01 35.38 22.00 1.1250 Min Weid Len 2X: Bending Load 363.92 363.92 363,92 363.92 363.92 0.5000 Axial Load 9,749.24 9,640.80 23,844.29 9,640.80 9,749.24 Max Load F!!lers TC: fa 2,695.54 7,763.57 19,201.40 7,763.57 2,695.54 31,165.20 Maximum K L/r 62.02 99,73 63,43 99.73 62,02 Max Load noRjors TC, Fcr 37,742.10 24,163.77 37,257.27 24,163.77 37,742.10 26,483.20 TG OALIRyy: Fa 22,645.26 14,498.26 22,354.36 14,498.26 22,645,26 380.49 Fe 914,114.44 89,276.34 220,680.69 89,276.34 914,114.44 8C0AURyy. Cm 0.9985 0.9565 0.9417 0,9565 0,9985 405.92 Panel Point Moment 3,288.27 3.288.27 2.275.50 3,288.27 31288.27 BC stress: Mid Panel Moment 478,54 1,724.78 1,137.75 1,724.78 478.54 0.92 Panel Point fb 966.89 9,432,24 6,527.16 9,432.24 966,89 BC LIRr. 195.9504 Mid Panel fb 158.74 2,168.60 1.430.51 2,168.60 158.74 TC Shear Stress: Fillers 0 0 0 0 0 13,208.02 Panel Point Stress 3.662.44 17,195.81 25,728,55 17,195.81 3,662,44 BC shear Stress; Mid Panel Stress 0.06481 0.6074 0.90571 0.6074 0.0646 19,173.96 Web Design Member Web Tension Allow Tension WebCornp Allow Comp Weld City Material W2 9,877.09 14,381.54 2,713.49 6,124.52 4,43 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,121.73 5,758.64 2,418.29 2,454.10 2,00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W3 2,006.33 18,714.09 7,303.10 7,99233 2.86 x 0.176 1 C34AA=1.125 x 1.549 x.176 W4 6,398.76 7,826.93 1,757.88 2,851.91 4.22 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,000.11 5,758.64 2,309.65 2,528.29 2.00 x 0,090 1 C126B= 1.125 x 0.799 x.090 W5 1.391421 14,381.54 5,064.86 5,45618 2 27 x 0.150 1 C28BB=1.125 x 1.344 x.150 W6 3,677.56 4,802.89 1,010.30 1,052.81 3.22 x 0.077 1 C10AB=1.125 x 0.756 x.077 V3 2,000.11 5,758.64 2,318.79 2,381.77 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 99694 7,826.93 2,415.07 2,691 69 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W8 2,359.85 4,802.89 979.11 1,010.07 2,06 x 0.077 1 C10AB=1.125 x 0.756 x.077 V4 2,000.11 7,826.93 2,322,45 3,632.96 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W9 2,34581 7,826.93 1,286.70 2,61457 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 2,345.81 7,826.93 1,303.20 2,614.57 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V5 2,000.11 7,826.93 2,322.45 3,632.96 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W8 2,359.85 4,802.89 962.52 1,01007 2.06 x 0.077 1 IC1QAI3=1.125 x 0.756 x.077 W7 980.04 7,826.93 2,429.24 2,691.69 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V6 2,000.11 5,758,64 2,318,79 2,381.77 2.00 x 0.090 1 C12BB= 1.125 x 0,799 x.090 W6 3,677.56 4,802.89 1,010.30 1,05281 3.22 x 0.077 1 C10AB=1.125 x 0.756 x.077 W5 1,391,42 14,381.54 5,064.86 5,456.18 2,27 x 0.150 1 C28BB=1.125 x 1.344 x.150 Continued on Next Page.. i STRESS ANALYSIS-PAGE 2 G� Job Number: Job Naive: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:18:43 AM NEW MILLENNIUM Location: Joist aescriplion: Mark: m M ARLINGTON,WA Long Span 37LH364/250 J57 Web Design,Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld city Material V7 2,000.11 5,758.64 2,309,65 2,528.29 2.00 x 0.090 1 C12BB= 1,125 x 0,799 x.090 W4 6,398.76 7,826.93 1,757.88 2,851 91 4 22 x 0.102 1 C16BB=1.125 x 1.025 x.102 W3 2,006.33 18,714.09 7,303.101 7,992.331 2.86 x 0.176 1 1 C34AA=1.125 x 1.549 x.176 V1S 2,121.731 5,758.64 2,418,291 2,454.101 2.00 x 0.090 1 C126B= 1.125 x 0.799 x.090 W2 9.877,091 14,381.54 2,713.491 6,124 52j 4 43 x 0.150 1 C28BB=1.125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 Job Number Job Natne: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IW2212019 7:18:43 AM NEW MILLENNIUM Location: Joist Description: Mark Rl III M-1, 11-- ARLINGTON,WA Long Span 37LH3641250 J57 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 3/8 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 112 TCX Depth 3 112 BPL Length 2-5 BPL Length 2-5 Clear Bearing 0-4 718 Clear Bearing 0-4 718 BPL Material:203025=2 x 3 x.250 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L180 0.00 Reqd TL Def L180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def 1-1120 0.00 Reqd LL Def L/120 0.00 Section Modulus 3,0146 Section Modulus 3,0146 Reqd SM 0.0029 Reqd SM 0,0029 Mom of Inertia 5.5932 Mom of Inertia 5.5932 Reqd MI 0,0001 Reqd MI 0.0001 Seal Type:Lapped(Reinforced) Seat Type Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: ❑L+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(8M+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: ❑L+CL+0.85(TL)+0 75(WL+AX+8L+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a. 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: ❑L+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 �,7 Job Number_ Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11127120191:15:43 PM NEW MILLENNIUM Location: Joist Description: Mark -11,-- SY-tTFMS ARLINGTON,WA Long Span 32LH3671250 IJ58 Geometry Base Length: Working Length; Joist Depth; EReclive Depth. 80 Panel Length: Shape: 49-8 3/$ 49-4 318 1 32.00 30.35 9 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-9 TC Panel 1-6 2-0 - / First Half 2-0 2-0 First Diag. 4-11 318 4-9 Depth 32.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-8 318 L-BL Uniform (plf) DL(1) 117.00 117,00 TC + 0-0 49-8 3/8 L-BL Gone @ any p Ibs CL(1) 200.00 0.00 TC + Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-8 318 L-BL Axial(Ibs) SM(3) 5,600.00 0,00 TC + 0-0 0-0 L-BL Conc @ any pp{Ibs) LL 3) 2,000.00 0.00 BC + Uniform (plf) SM(3) 12.47 12.47 TC + 0-0 49-8 3/8 L-BL Conc @ any pp(Ibs) CL(3) 200.00 0.00 TC + Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-8 318 L-BL Stress Anal sts Summary Int.Pane!TC: Max Panel BC: Reaction LE: Reartion RE: Minimum Shear: Max TO Comp: Max BC Tension 30.00 60.00 9,256.52 19,257.39 12,314.35 44,660.79 145,169.35 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 5,604.61 9,801.59 0,00 0.00 13,394.23 3,569.48 45,11 0-2 V18 5,602.15 9,299.34 0.00 0,00 2,308.26 2,872.71 34.97 1-6 W3 5,602.15 9,299.34 15,653.92 4,213.87 2,756.87 10,345.68 38.69 2-11 318 W4 6,057.35 22,518.36 15,653,92 4,213.87 9,980,47 2,650.24 42.68 4-11 3/8 W5 1 6,057.35 22,518.36 28,475.92 7,653.74 2,298.73 8,669,88 42.6E 7-5318 W6 9,003.02 33,526.63 28,475.92 7,653.74 7,371.84 1,947.22 42.68 9-11 318 W7 9,003,02 33,526,63 37,670.46 10,105.20 1,595,71 6,054.67 42.68 12-5 318 W8 10,960,27 40,907.43 37,670.46 10,105.20 4,764.63 1,244.20 42.68 14-11 318 W9 10,960.27 40,907.43 43,237.55 11,568.25 1,127,69 3,446.04 42.68 17-5 3/8 W10 11,929.12 44,660.79 43,237.55 11,568,25 3,254.07 1,127.81 42.68 19-11 3/8 W11 11,929.12 44,660.79 45,169.35 12,042.89 1,413.18 3,254.07 42.6E 22-53/0 W11 11,909.56 44,581.17 45.169,35 12,042.89 1.413.18 3,254.07 42.68 24-11 3/8 W10 11,909.66 44,581,17 43,086.14 11,529.12 3,254.07 1,127.81 42.68 27-5318 W9 10,901.59 40,6134.24 43,086.14 11,529.12 1,127.69 3.446.04 42.68 29-11 318 W8 10,901.59 40,684.24 37,375.47 10,026.95 4,764.63 1,244.20 42.68 32-5 3/8 W7 8,905.21 33,159,84 37,375.47 10,026.95 1,595,71 6,054.67 42.68 34-11 3/8 W6 8,905.21 33,159.84 28,037.34 7,536.36 7,371.84 1,947.22 42,68 37-5 318 W5 5,920,42 22,007.98 28.037.34 7,536.36 2,298.73 8,661.88 42.68 39-11 318 W4 5,920.42 22,007.98 15,071.75 4,057.37 9,980.47 2,650.24 42.68 42-5 318 W3 51600,12 8.761.00 15,071.75 4,057.37 2,756.87 10,345.68 38.69 44-11 318 V1S 5,600.12 8,761.00 0.00 0.00 2,086.07 2,588.55 31.66 47-8 3/8 Continued on Next Page- STRESS ANALYSIS-PAGE 1 Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C •SHDPORDERS 11127/20191:15:43 PM NEW MILLENNIUM Location: Juist D"crip&un: Mark: 1.1111 fIINI'. SYri — ARLINGTON,WA Long Span 32LH3671250 J58 Stress Anal Ws Summary,Continued... Member I TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Len th PP Dist. W2 5,600.12 9,010,39 0.00 0.001 12,751,591 3,397,051 43,38 46-11 318 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 2,000.001 2,562,291 30.35 STRESS ANALYSIS-PAGE 2 G� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11127120191:15:43 PM NEW MILLENNIUM Locehorr Joist Description: Mark: A, -.1, SYSTFAAS ARLINGTON,WA Lang Span 32LH3671250 J58 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0,9205 0.3885 1,1660 0,9928 0,8044 0,9432 A40B18= 1.8750 x 2.8790 x.218 BC 0.8084 0.68B5 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and BendingAnalysis .- Fy.. Fb: Mom of 1Mertia: LL 360: LL 240: Max Bridg 7C: Max Bridg BC: .75 50.000.00 130,000.00 1806.84 250.58 375.86 15-10 518 17-7 518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 41.38 30.00 33.00 22.00 1.1250 Min Weld Len 2X: Bending Load 367.00 367,00 367.00 367.00 367,00 0.5000 Axial Load 91801.59 9,299.34 44,660.79 8,7e1.00 9,010.39 Max Load Pfiers TC: fa 2,606.94 4,897.48 23,520.54 4,613.97 2,108.29 47,460.95 Maximum K LIr 41.18 106.50 38,61 84,94 56,63 Max Load no Fillers TC: Fcr 41,952.38 21,570.71 42,550,81 28,672.43 37,801.98 41,742.10 Fa 25,171.43 12,942.43 25,530.49 17,203.46 22.681.19 508.03Ryy: 08.03 F'e 1,152,609.13 141,667,20 479,049.41 222,698.58 858,059,94 8COALIRyy. Cm 0.9989 0.9827 0.9671 0.9896 0.9988 423.42 Panel Point Moment 4,210.33 4,210.33 2,293.75 2,722.62 2,722.62 sc Stress: Mid Panel Moment 2,979.28 2,630.79 1,146.88 1,512.18 1,240.91 0.93 Panel Point fb 1.352.49 4,936.31 2,689.25 3,192.08 731.43 8C L/Rz: 146.1276 Mid Panel fb 957.04 1,623.48 707.74 933.18 333.37 TC Shear Stress: Fillers 0 0 4 0 0 9,179.63 Panel Point Stress 3,959.44 9,833,79 26,209,79 7,806.04 2,839,72 BC shear stress: Mid Panel Stress 0.0857 0.4316 0.9447 0.2983 0.0563 13,610.09 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,394.23 14,381.54 3,569.48 6,182.37 6.01 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,756.87 28,624.38 10,345.68 11,884.87 3.72 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W4 9,980.47 10,742.43 2,650.24 4,481.15 5.21 x 0.129 1 C22BB=1.125 x 1.110 x.129 W5 2,298.73 24,373.24 8,661.88 9,223.16 3.11 x 0.188 1 C386A=1.125 x 1.845 x.199 W6 7,371,84 7,826.93 1,947.22 2,965.73 4.87 x 0.102 1 C166B= 1.125 x 1.025 x.102 W7 1,595-71 16,730.22 6,054.67 6,46881 2 58 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4,764.63 5,758.64 1,244.20 1,536.76 3,57 x 0.090 1 C12BB=1.125 x 0.799 x.090 W9 1,127.69 8,984.69 3,446.04 3,604.25 2,00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W 10 3,25407 4,802.89 1,127.81 1,16499 2 85 x 0.077 1 C10AB=1.125 x 0.756 x.077 Will 1,413.18 8,984.69 3,254.07 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 Will 1,413.18 8,984.69 3,254,07 3,604.25 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W 10 3,254.07 4,802.89 1.127.81 1,164,99 2 85 x 0.077 1 C10AB=1.125 x 0.756 x.077 W 9 1,127.69 81984,69 3,446.04 3,604.25 2,00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 4,764.63 5,758,64 1,244.20 1,536.76 3,57 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,595,71 16,730.22 6,054.67 6,4e8 81 2 58 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 7,371.84 7,826,93 1,947.22 2.965.73 4,87 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 2,298.73 24,373,24 6,661,88 9,223.16 3.11 x 0,168 1 C38BA= 1,125 x 1.845 x.199 W4 9,98047 10,742.43 2,650.24 4,481 15 5 21 x 0.129 1 1 IC22BB=1.125 x 1.110 x.129 W3 2,756.87 28.624.381 10,345.68 11,884.87 3,72 x 0.168 1 IC40BA=1.125 x 2.014 x.218 Continued on Next Page.. i STRESS ANALYSIS-PAGE 2 Jub Number: i lb Name: Date Run: 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11127I20191:15:43 PM NEW MILLENNIUM Location: Joist Description: I Mark: . ^ -11 4V1-1 ARLINGTON,WA Long$pan 32LH367/250 .158 Web Design, Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld City Material W2 12,751.59 14,381.54 3,397.05 6,433.00 5,72 x 0.150 1 C28BB= 1,125 x 1.344 x.150 V1 2,30826 7,826.93 2,872.71 3,661 37 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,000,00 5,758.64 2,562.29 2,818.97 2,00 x 0.090 1 C12BB=1.125 x 0.799 x.090 STRESS ANALYSIS-PAGE 3 40 Job Number: JvL Name: date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPOROERS 11127120191:15:43 PM NEW MILLENNIUM Location: Joist Description: Mark: AL Wing. -T- ARLINGTON,WA Long Span 32LH367/250 J58 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd TCX Depth 3112 TCX Depth 3 1/2 BPL Length 1-10 5/8 BPL Length 2-4 3/4 Clear Bearing 04 112 Clear Bearing 0-4 718 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 000 Reqd TL Def 1-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2,9622 Section Modulus 3,3812 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 5.7504 Mom of Inertia 6.2013 Reqd MI 0,0001 Reqd MI 0.0000 Beal Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) — — - - — - - - - - - - - - - i I- - — — — — — — — — — — - - - - - Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: ❑L+WL+AX Case 7e: ❑L+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+O.S(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+O.B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS -PAGE 1 Job Number: Job Naha Date Run: 58,19-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11127120191:15:55 PM NEW MILLENNIUM Location: Joist Description: Mark: Fl Ill n Nr, SY-FMS ARLINGTON,WA Long Span 32LH3671250 J59 Goornetry ease Length: Working Length: Joist Depth. Effective Depth: 8C Panel Length: Shape: 49-7 314 49-3 3/4 132.00 30.35 9 @ 5.0 Parallel Chords Variable Left End Ri ht End BC Panel 2-11 3/8 2-8 318 TC Panel 1-6 2-0 First Half 2-0 2-0 First Diag. 4-1 1 3/8 4-8 318 Depth 132.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-7 314 L-BL Uniform (plf) ILL(1) 250.00 250,00 TC + 0-0 49-7 3/4 L-BL Grass Uplift(plf) W L(2) 100.00 100.00 TC - 0-0 49-7 314 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117,00 TC + 0-0 49-7 3/4 L-BL Uniform (plf) SM(3) 1 12.47 12.47 TC + 0-0 49-7 314 L-BL Conc @ an pp(Ibs) LL(3) 2,000.00 0.00 BC + Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Sheer. Max TC Camp: Max BC Tension 30.00 60.00 9,048.84 19,049.19 2,262.30 43,695.68 44,103.77 Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W2 5,605.05 9,681.12 0.00 0.00 13,085.78 3,565.61 45.11 0-2 V1S 5.602.58 9.178.87 0.00 0.00 2.308.27 2,642.24 34.97 1-6 W 3 5,602.58 9,178.87 15,446.82 4,208.94 2,753.55 10,105.52 38.69 2-11 3/8 W4 6,049.86 22,202.97 15,446.82 4,208.94 9,740.32 2,653.90 42.68 4-11 3/8 W5 6,049.86 22,202.97 28,052.25 7,643.66 2,302.39 8,450.27 42.68 7-5 318 W6 8,990.37 32,994.67 28,052.25 7,643.66 7,160.23 1,950.88 42.68 9-11 318 W7 8,990.37 32,994.67 37,030,21 10,089,98 1.599.37 5,870.19 42.68 12-5 318 W8 10,942.48 40,158.91 37,030,21 10,089.98 4,580.14 1,247.86 42.68 14-113/8 W9 10,942.48 40,158.91 42,380,73 11,547.88 1,127,69 3,290.10 42.68 17-5 318 W 10 11,906.18 43,695.68 42,360.73 11,547.88 3,180.89 1,127.98 42.68 19-11 3/8 W 1 1 11,906.18 43,695.68 44,103.77 12,017.37 1,413,18 3,180.89 42.68 22-5 3/8 will 11,881.47 43,604.99 44,103.77 12,017.37 1,413.18 3,180.89 42.68 24-11 3/8 W 10 11,881.47 43,604.99 42,199.35 11,498.46 3,180.89 1,127.98 42.68 27-5 318 W9 10,868.35 39,886.85 42.199.35 11,498.46 1.127.69 3,290.10 42.68 29-11 318 W8 10,868.35 39,886,85 36,667.48 9,991.14 4,580.14 1,247.86 42.68 32-5 318 W7 8,866.82 32,541.24 36,667.48 9,991.14 1,599.37 5,870.19 42.68 34-11 318 W6 6,866.82 32,541.24 27,508.13 7,495.40 7,160.23 1,950.88 42.68 37-5 3/8 W5 5,876.88 21,568.17 27,508.13 7,495.40 2,302.39 8,450.27 42.68 39-11 3/8 W4 5,876.88 21,568.17 14,721.33 4,011.26 9,740.32 2,653.90 42,6E 42-5 3/8 W3 5,607.44 8,594.97 14,721.33 4,011.26 2,753.55 10,105.52 38.69 44-11 3/8 V1S 5,607.44 8,594.97 0,00 0.00 2,083,06 2,363.62 31.49 47-7 314 W2 5,610-37 8,719.09 0.00 0.00 12,325.94 3,358,57 42.94 46-11 3/8 Standard Verticals Member Position Max Tension Max Comp. I Length V2 Interior 2,000.00 2,362.15 30.35 STRESS ANALYSIS-PAGE 2 �,,> Job Number Jpb Name: elate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS ll127120191:15:55 PM NEW MILLENNIUM Location: Joist Description: Mark: Fl Ill n NF, S-TFMr ARLINGTON,WA Long Span 32LH3671250 J59 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0,9205 0,3885 1,1660 0,9928 0.8044 0.9432 A40B18= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K.. Fy. Fb: Mom pt tnertia: LL 360: LL 240: Max Bridg TC' Max Bridg BC: 0.75 50.000.00 30,000.00 1806.84 1251.37 377.06 115-10518 17-7 718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Grp Between Ctwrds: Length 16.00 41.38 30.00 32.38 22.00 Min Weld Md Len 2X: Bending Load 367.00 367,00 367,00 367.00 367,00 0.5000 Axial Load 9.681.12 9,178.87 43,695.68 8,594.97 8,719.09 Max Load Fitters TC: fa 2,574.90 4,834.04 23,012.26 4,526.53 4,591.89 47,460.95 Maximum K Lh 41.18 106,50 38,61 83.33 56,63 Max Load no Fillers TC_ Fcr 41,952.38 21,570.71 42,550.81 29,212.74 37,801.98 41,742.10 Fa 25,171.43 12,942.43 25,530.49 17,527.64 22,681.19 507.49 yy: 07.49 F'e 1,709,974.50 141,667,20 479,049.41 231,379.97 501,071.78 8C0AURyy. Cm 0.9992 0,9829 0.9678 0,9902 0,9954 422.97 Panel Point Moment 4,389.92 4,389.92 2,293.75 2,607.99 2,298.76 BC Stress: Mid Panel Moment 3,128.93 2,568.69 1,146.88 1,553.58 683,33 0.91 Panel Point fb 1,189.96 5,146.86 2,689.25 3,057.67 2,695.13 SCL/Rz: 146.1276 Mid Panelfb 848.15 1,585.15 707.74 958.72 421.69 TC Shear Stress: Fillers 0 0 4 0 0 8,968.23 Panel Point Stress 3,764.86 9,980,90 25,701,51 7,584.20 7,287.02 BC Shear Stress: Mid Panel Stress o.08121 0.4254 0.9248 0.2891 0.215E 13,296.67 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,085.78 14,381.54 3,565.61 6,182.37 5.87 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,753.55 24,373,24 10,105.52 10,323.31 3.63 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,740.32 10,742.43 2,653.90 4,481 15 5 08 x 0.129 1 C22BB=1.125 x 1.110 x.129 W5 2,302.39 24,373.24 8,450,27 9,223.16 3.04 x 0.188 1 C386A=1.125 x 1.845 x.199 W6 7,160.23 7,826.93 1,950,88 2,965.73 4.73 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,599.37 16,730.22 5,870.19 6,46881 2.50 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4,580.14 5,758.64 1,247.86 1,536.76 3.43 x 0.090 1 C12BB=1.125 x 0.799 x.090 W9 1,127.69 8,984.69 3,290,10 3,604.25 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W10 3,18089 4,802.89 1,127.98 1,16499 2.78 x 0.077 1 C10AB=1.125 x 0.756 x.077 Will 1,413.18 8,984.69 3,180,89 3,604.25 2,00 x 0.118 1 C18BB=1.125 x 1.035 x.118 Will 1,413.18 8,984.69 3,180,89 3,604.25 2.00 x 0.118 1 C18BB= 1.125 x 1.036 x.118 W 10 3,180.89 4,802.89 1,127.98 1,164.99 2 78 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,127.69 8,984.69 3,290.10 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 4,580.14 5,758,64 1,247.86 1,536.76 3.43 x 0.090 1 C121138= 1.126 x 0.799 x.090 W7 1,59937 10,730.22 5,870.10 6,46881 2.50 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 7,160.23 7.826.93 1,950.88 2,965.73 4.73 x 0.102 1 C168B=1.125 x 1.025 x.102 W5 2,302.39 24,373,24 8,450,27 9,223.16 3.04 x 0,188 1 C38BA= 1,1125 x 1.845 x.199 W4 9,740.32 10,742.43 2,653.90 4,481 15 5.06 x 0.120 1 C22BB=1.125 x 1.110 x_129 W3 2,753.55 24,373.24 10,105.52 10,323.311 3,63 x 0.168 1 C38BA=1.125 x 1.845 x.199 'Continued on Next Page. STRESS ANALYSIS-PAGE 2 1110 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV27I20191:15-.55 PM NEW MILLENNIUM Location: Joist Description: Mark: -- ARLINGTON.WA Long Span 32LH3671250 J59 Web Design Continued... Member Web Tension j Allow Tension Web Comp Allow Comp Weld Qty Material W2 12,325,941 14,381.54 3,358,57 6,497.76 5.53 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,308 27 7,826.93 2,642.24 3,66137 200x0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,000.001 5,758.64 2,362.15 2,818.97 2.00 x 0.090 1 C12BB=1.125 x 0.799 x.090 i _ i I STRESS ANALYSIS -PAGE 3 G� Job Number_ Job flame Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C .SHDPDRDERS 11/27120191:15.55 PM NEW MILLENNIUM Location: J:n�r Description_ Mark: A -.1, SYSTEMS ARLINGTON,WA Long Span 32LH3671250 IJ59 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-2 3/8 TCX Type R, Rnfd. TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-10 3/4 BPL Length 0-8 3/8 Clear Bearing 0-4 112 Clear Bearing 0-7 114 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.24$ Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 0.00 Reqd TL Def 1-180 0.03 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.02 Section Modulus 2.9622 Section Modulus 0,8529 Reqd SM 0.0029 Reqd SM 0.0098 Mom of Inertia 5.7504 Mom of Inertia 1.6088 Reqd MI 0,0001 Reqd MI 0,0009 Seat Type:Lapped(Reinforced) Seat Type:Lapped I � I L - - - - - - - - - - - tj Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0,75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0,75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0-85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Bib: DL+CL+0-85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number: .h•L Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11127120191;16:15 PM NEW MILLENNIUM Location: Joist Description: Mark: ,.,,,,n-1. 1VRTPMR ARLINGTON,WA Long Span 32LH3671250 J60 Geornetry Base Length: Working Length: Joist Depth: Elfeoflve Depth: BC Panel Length: Shape: 49.7112 49-3112 32.00 30.35 9 @ 5.0 Parallel Chords Variable Left End Right End BC Panel 2-11 318 2-8 118 TC Panel 1-6 2-0 First Half 2-0 2-0 First Diag. 4-11 318 4-8 118 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-7 112 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 49-7 1/2 L-BL Gross Uplift(pit) W L(2) 100.00 100.00 TC - 0-0 49-7 112 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-7 1/2 L-BL Uniform (plf) 5M(3) 1 12.47 12.47 TC + 0-0 49-7 112 L-BL Cone @ any pp(Ibs) I LL(3) 2,000.001 0.00 BC + Stress Analysis Summary int.Panel TC: Max Panel BC_ Reaction LE: Reaction RE: Minimum Shear: Max TC Camp: Max BC Tension 30.00 60.00 9,045.02 9,045.37 12,261.34 143.662.00 144,066.31 Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist, W2 5,605-05 9,676.91 0.00 0.00 13.080.09 3,564.06 45.11 0-2 V1S 5,602.58 9.174.67 0.00 0.00 2,308.27 2,642.24 34.971-6 W3 5,602.58 9,174,67 15,439,691 4,206.97 2,752.22 10,100.65 38.69 2-11 3/8 W4 6,046.86 22,191.96 15,439.59 4,206.97 9,745.69 2,655.37 42.68 4-11 3/0 W5 6,046.86 22,191.96 28.037.46 7,639.64 2,303,86 8,455.65 42.68 7-5 318 W6 8,985.32 32,976,11 28,037,46 7,639.64 7,165.60 1,952.35 42.68 9-11 318 W7 8,985.32 32,976.11 37.007.88 10,083.89 1,600.84 5,875.56 42.6E 12-5 318 W8 10,935.36 40,132.78 37,007.88 10,083.89 4.585.52 1,249.33 42.68 14-11318 W9 10,935.36 40,132.78 42,350,83 11,539.74 1,127.69 3,295.48 42.68 17-5 3/8 W 10 11,897.00 43,662.00 42,350.83 11.539.74 3.179.54 1,127.98 42.6E 19-11 318 Will 11,897.00 43,662.00 44,066.31 12,007.17 1,413,18 3,179.54 42.68 22-5 3/8 W11 11,870.23 43,563.76 44,066.31 12,007.17 1,413.18 3,179.54 42.68 24-11 3/8 W 10 11,870.23 43,563,76 42,154.34 11,486.20 3,179.54 1,127.98 42.6E 27-5 318 W9 10,855.06 39,838.05 42.154.34 11,486.20 1.127.69 3,295.48 42.68 29-11 3/8 W8 10,855.06 39,838.05 36,614.90 9,976.81 4,585.52 1,249.33 42.68 32-5 318 W7 8,851,47 32,484.88 36,614.90 9,976.81 1,600.84 5,875.56 42.68 34-11 318 W6 8,851.47 32,484,88 27,448.01 7,479.02 7,165.60 1,952.35 42,68 37-5 318 W5 5,859.47 21,504.26 27,448,01 7,479.02 21303.86 8,455.65 42.68 39-11 3/8 W4 5,859.47 21,504.26 14,653.65 3,992.82 9,745.69 2,655.37 42.68 42-5 318 W3 5,607.44 8,571.10 14,653.65 3,992.82 2.752.22 10,100.65 38.69 44-11 3/8 V1S 5,607.44 8,571.10 0.00 0.00 2,078,721 2,357.35 31.42 47-71/2 W2 5,610.291 8,649.26 0.00 0.00 112.269.901 3.343.30 42.76 46-11 318 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 2,000.001 2,362.101 30.351 i STRESS ANALYSIS-PAGE 2 Job Number. Job Name: Date Run: 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11127120191;16:15 PM NEW MILLENNIUM Location: Juist Descriplion: Mark Rl l,l-r, -T- ARLINGTON,WA Long Span 32LH3671250 J60 Chord Pro roes Chord Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0.9205 0.3885 1,1660 0,9928 0,8044 1 0,9432 A40B18= 1,8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3090 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K. Fy.1 Fb.' Mom of ineRia: LL 360: ILL 240: Max Bridg TIC Max Bridg BC' 0.75 50,000.00 30,000.00 1806.84 251.69 377.53 15-10 518 17-8 Top Chard Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 41.381 30.00 32.13 22.00 1.1250 Min Weld Len 2X: Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 9,676.91 9,174.67 43,662.00 8,571.10 8,649,26 Max Load Fillers TC: fa 2,573.78 4,831.82 22,994.52 4,513.95 4,555.12 47,460.95 Maximum KLIr 41.18 106,50 38.61 82,69 56,63 Max Load no FillersTC: Fcr 41.952.38 21.570.71 42,550.81 29,428.76 37,801,98 41,742.10 TIC OALIRyy: Fa 25,171.43 12.942.43 25,530.49 17,657.26 22.681.19 507.28 F'e 1,709,974.50 141,667.20 479,049.41 234,995.22 501,071,78 BCoALIRyy. Cm 0.9992 0.9829 0.9678 0.9904 0,9955 422.79 Panel Point Moment 4,389.92 4,389.92 2,293.75 2,581.14 2,268.26 BC Stress: Mid Panel Moment 3,128.93 2,568.69 1,146.88 1,520.60 693.49 0'91 Panel Point fb 1,189.96 5,146.86 2,689.25 3,026.19 2.659.39 SCLIRz: 146.1276 Mid Panel fb 848.15 1,585.15 707.74 938.37 427.96 TIC Shear Stress; Fillers 0 0 4 0 0 8,964.34 Panel Point Stress 1 3,763.74 9,978,68 25,683,78 7,540.15 7,214,50 BC Shear Stress; Mid Panel Stress 0.0812 0.4252 0.9241 0.2858 0.2144 13,290.89 Web Design Member I Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,080.09 14,381.54 3,504.06 6,182.37 5.87 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,752.22 24,373.24 10,100.65 10,323.31 3.63 x 0.188 1 C38BA= 1.126 x 1.845 x.199 W4 9,74569 10,742.43 2,655.37 4,481 15 5.09 x 0.129 1 C22B8=1.125 x 1.110 x.129 W 5 2,303.86 24,373.24 8,455.65 9,223.16 3,04 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,165.60 7,826.93 1,952.35 2,965.73 4.73 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,60084 16,730.22 5,875.56 6,46881 2 50 x 0.158 1 IC32BA=1.125 x 1.520 x.158 W8 4,585.52 5,758.64 1,249.33 1,536.76 3.43 x 0.090 1 C12BB=1.125 x 0.799 x.090 W9 1,127.69 8,984.69 3,295.48 3,604.25 2.00 x 0.118 1 C18BB= 1,125 x 1.035 x.118 W 10 3,17954 4,802.89 1,127.98 1,164.99 2 78 x 0.077 1 C10A6=1.125 x 0.756 x.077 Will 1,413.18 8,984.69 3,179.54 3,604.25 2,00 x 0.118 1 C18BB=1,125 x 1.035 x.118 Will 1,413.18 8,984,69 3,179.64 3,604.25 2.00 x 0.118 1 C18BB= 1.125 x 1,035 x.118 W 10 3,179.54 4,802.89 1,127.98 1,164.99 2.78 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,127.69 8,984.69 3,295,48 3,604.25 2.00 x0.118 1 C18BB=1,125 x 1.035 x.118 W8 4,585.52 5,758,64 1,249,33 1,536.76 3.43 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W7 1,600.84 16,730.22 5,875.56 6,46881 2 50 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 7,165.60 7,826.93 1,952.35 2,965.73 4.73 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 2,303.86 24,373,24 8,455,65 9,223,16 3.04 x 0.188 1 C38BA= 1,125 x 1.845 x.199 W4 9,745.69 10,742.43 2,655.37 4,481.151 5.09 x 0.129 1 C22BB=1.125 x 1.110 x.129 W3 2,752.22 24,373.24 10,100.65 10,323,311 3,63 x 0.188 1 C38BA=1.125 x 1.845 x.199 'Continued on Next Page.._ i STRESS ANALYSIS-PAGE 2 G� Job Number f 1A,nid r:e Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27120191:16:15 PM NEW MILLENNIUM Lucalion: Joist Descriplion: Mark: —.1 1-1 aY—— ARLINGTON,WA Long Span 32LH3671250 IJ60 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld City Material W2 12,269.90 14,381.54 3,343.30 6,523.51 5.51 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,30827 7,826.93 2,642.24 3,661.37 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,000.00 5,758.64 2,362.10 2,818,97 2,00 x 0.090 1 C12BB=1.125 x 0.799 x.090 STRESS ANALYSIS-PAGE 3 Job Number Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11127f2O191;16:15 PM NEW MILLENNIUM Location: Juiyt Description: Mark: H„I, PII 11 11-M9 ARLINGTON,WA Long Span 32LH3671250 J60 TCX Design TCX Left TCX Right 1 TCX Length 0-0 3/8 TCX Length 0-2 3/8 i TCX Type R, Rnfd. TCX Type R TCX Depth 3 1/2 TCX Depth 3112 BPL Length 1-10 7/8 BPL Length 0-8 3/8 Clear Bearing 0-4 518 Clear Bearing 0-7 118 BPL Material:2024=2 x 2 x.248 I BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L180 0.00 Reqd TL Def 1-180 003 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def 11-1120 0.02 Section Modulus 2,9622 Section Modulus 0,8529 Reqd SM 0.0029 Reqd SM 0.0098 Mom of Inertia 5.7504 Mom of Inertia 1.6088 Reqd MI 0,0001 Reqd MI 0,0009 Seat Type'Lapped(Reinforced) Seat Type!Lapped I I Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: ❑L+CL+0-85(TL)+0,75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0-85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0-85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case Sc:0-6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 6h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c, DL+CL+0.85(TL)+WL+C+AX+IP i i STRESS ANALYSIS-PAGE 1 G� Job Number: Job Name: Date Run_ 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:34:01 AM NEW MILLENNIUM Location: Joist Description: Mark: Rl111--r, 4V4TFMS ARLINGTON,WA Long Span 32LH3671250 J61 Geornetry Base Length: Working Length. Joist Depth: Effective Depth: BC Panel Length: Shape: 49-7118 149-3118 1 32.00 30.35 9 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-7 314 TC Panel 1-6 2-0 1 First Half 2-0 2-0 First Dia . 4-1 1 3/8 4-7 314 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-7 118 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 49-7 1/8 L-BL Gross Uplift If WL(2) 100.00 100.00 TC - 0-0 49-7 118 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (pif) CL(3) 117.00 117,00 TC + 0-0 49-7 1/8 L-BL Uniform If SM(3) 12.47 12.47 TC + 0-0 49-7 118 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Stress Analysis Summary Int.Panel TC: Max Pansi BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Camp: Max BC Tension 30.00 60.00 9,039.29 9,039.63 12,259.91 143,611.49 44,010.13 Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W2 5,605.05 9,670.61 0.00 0.00 13,071.57 3,561.74 45.11 0-2 V1S 5,602.58 9,168.36 0.00 0.00 2.308.27 2,642.23 34.971-6 W3 5,602.68 9,168.36 15,428.76 4,204.02 2,750.23 10,093.34 38.69 2-11 318 W4 6,042.36 22,175.46 15,428.76 4,204.02 9,753.75 2,657.56 42.68 4-11 3/8 W5 6,042.36 22,175.46 28,015.29 7,633.59 2,306.05 8,463.71 42.68 7-5 318 W6 8,977.73 32,948,26 28,015.29 7,633.59 7,173.67 1,954.54 42.68 9-11 318 W7 8.977.73 32.948.26 36,974.36 10.074.76 1.603,03 5,883.62 42,6E 12-5 3/8 W8 10,924.69 40,093.60 36,974.36 10,074.76 4,593.58 1,251.52 42.68 14-11 3/8 W9 10,924.69 40,093.60 42,305.98 11,527.52 1,127,69 3,303.64 42.68 17-5 318 W 10 11,883.24 43.611.49 42,305.98 11,527.52 3,177.53 1,127.98 42.68 19-11 3/8 W 1 1 11,883.241 43,611.49 44,010.13 11,991.86 1,413.18 3,177.53 42.68 22-5 3/8 W11 11,853.38 43,501,91 44,010.13 11,991.86 1,413.18 3,177.53 42.68 24-11 3/8 W10 11,853.38 43,501.91 42,086.82 11,467.80 3,177.53 1,127.98 42.68 27-53/8 W9 10,835.12 39.764.87 42,086.82 11.467.80 1.127.69 3,303,54 42.68 29-11 318 W8 10,835.12 39,764.87 36,536.05 9,955.33 4,593.58 1,251.52 42.68 32-5 3/8 W7 1 8,828.44 32,400.36 36,5336.05 91955-33 1,603.03 5,883.62 42.68 34-11 318 W6 8,828.44 32,400.36 27,357.81 7,454.45 7,173.67 1,954.54 42.68 37-5 318 W5 5,833.35 21,408.40 27,357.81 7,454.45 2,306.05 8,463.71 42.68 39-11 3/8 W4 5,833.35 21,408.40 14,552,12 3,965,16 9,753.75 2,657,56 42.68 42-5 3/8 W3 5,607.44 8,535.28 14,552.12 3,965.16 2,750.23 10,093.34 38.69 44-11 3/8 V1S 5,607.44 8,535.28 0.00 0.00 2,072.45 2,348.20 31.33 47-7 118 W2 5,610.16 8,609.32 0.00 0.00 12,186.31 3,320.52 42.50 46-11 310 Standard Verticals Member I Position Max Tension Max Comp. Length V2 1 Interior 1 2,000.001 2,362.02 30.35 STRESS ANALYSIS -PAGE 2 Job Number Job Name rate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:34.01 AM NEW MILLENNIUM Location: Joist Descriplion: Mark: Rl Ill r NF, SYrTFMS ARLINGTON,WA Long Span 32LH3671250 �41 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0,9205 0,3885 1,1660 0,9928 0,8044 0,9432 A40B18= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K., Fy, Fb.' Morn of inerrfa: LL 360: LL 240: Max Bridg TC: Max Bridg Sc.. 0.75 50,000.00 30,000.00 1806.84 252.17 378.25 115-10518 117-8118 Top Chard Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap&efween Chords: Length 16.00 41.38 30.00 31.75 22.00 1.1250 Min Weld Lan 2X: Bending Load 367.00 367,00 367.00 367.00 367.00 0.5000 Axial Load 9,670.61 9,168.36 43,611.49 8,535.28 8,609,32 Max Load Fillers TC: fa 2,572.11 4,828.50 22,967.92 4,495.09 4,534.08 47,460.95 Maximum K L1r 41.18 106,60 38,61 81.72 56,63 Max Load no Fivers TC: Fcr 41,952.38 21,570.71 42,550.81 29,752,60 37,801,98 41,742.10 Fa 25,171.43 12.942.43 25.530.49 17,851.56 22,681.19 Tc o9LIRyy: 506.96 F'e 1,709,974.50 141,667,20 479,049.41 240,579.08 501,071,78 8COAL/Ryy. Cm 0.9992 0.9830 0.9679 0,9907 0.9955 422.52 Panel Point Moment 4,389.92 4,389.92 2.293.75 2,541.49 2,223.20 scStress: Mid Panel Moment 3,128.93 2,568.69 1,146.88 1,471.39 708.52 0.91 Panel Point fb 1.189.96 5.146.86 2.689.25 2,979.71 2.606.53 SCL/Rr. 146.1276 Mid Panel fb 848.15 1.585.15 707.74 908.01 437.23 TC Shear Stress: Fillers 0 0 4 0 0 8,958.50 Panel Point Stress 3.762.07 9.975,36 25,657A8 7,47431 7,140,62 Bc shear stress: Mid Panel Stress 0.0811 0.4250 0.92301 0.2810 0.1156 13,282.23 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld city Material W2 13,071.57 14,381.54 3,561.74 6,182.37 5.87 x 0.150 1 C28BB=1,125 x 1.344 x.150 W3 2,750.23 24,373.24 10,093.34 10,323.31 3.63 x 0.188 1 C38BA= 1,125 x 1.845 x.199 W4 9,753.75 10,742.43 2,657.56 4A81 15 5 09 x 0.129 1 C22BB=1.125 x 1.110 x.129 W5 2,306.05 24,373.24 8,463.71 9,223.16 3.04 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,173.67 7,826.93 1,954.54 2,965.73 4.74 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,603.03 16,730.22 5,883.62 6,46881 2 51 x 0.158 1 IC32BA=1.125 x 1.520 x.158 W8 4,593.58 5,758,64 1,251.52 1,536.76 3.44 x 0.090 1 C121313=1.125 x 0.799 x.090 W 9 1,127.69 8,984.69 3,303.64 3,604.25 2.00 x 0.118 1 C 186E= 1.125 x 1,035 x.118 W 10 3,17753 4,802.89 1,127.98 1,16499 2 78 x 0.077 1 C10A13=1.125 x 0.756 x.077 Will 1,413.18 6,984.69 3,177.53 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 11 1,413.18 8,984,69 3,177.53 3,604.25 2.00 x 0.118 1 C18BB= 1,125 x 1.035 x.118 W 10 3,177.53 4,802.89 1,127.98 1,16499 2.78 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,127.69 8,984.69 3,303.54 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 4,593.58 6,758,64 1,251.52 1,536.76 3.44 x 0.090 1 C128B= 1.125 x 0.799 x.090 W7 1,603 03 16,730.22 5,883.62 6,46881 2 51 x 0.158 1 C32BA=1.125 x 1.5520 x.158 W6 7,173.67 7,826.93 1,954.54 2,965.73 4.74 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 2,306.05 24,373.24 8,463,71 9,223.16 3.04 x 0,188 1 C386A= 1,125 x 1.845 x.199 W4 9,753 75 10,742.43 2,657.56 4,481 15 5.09 x 0.129 1 C22BB=1.125 x 1.110 x.129 W3 1 2.750,231 24.373,241 10,093.34 10,323.31 3.63 x 0.188 1 C38BA=1.125 x 1.845 x.199 'Continued on Next Page .. STRESS ANALYSIS-PAGE 2 Job Number, i-Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:34:01 AM NEW MILLENNIUM Location: Joist Description: !Nark: Rl Ill Ml- 4YPTFM9 ARLINGTON,WA Long$pan 32LH3671250 IJ61 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 12,186.31 14,381.54 3,320.52 6,561.97 5.47 x 0.150 1 C28BB= 1,125 x 1.344 x.150 V1 2,30827 7,826.93 2,642.23 3,661.37 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,000.00 5,758.64 2,302.02 2,818.97 2.00 x 0.090 1 C12BB=1.125 x 0.799 x.090 STRESS ANALYSIS-PAGE 3 G� Job Number: Job Name: Date RrJn: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHDPGRDERS IV22/2019 7:34.01 AM NEW MILLENNIUM Location: Joist Description: Mark: . "I�-rl 4Y--F ARLINGTON,WA Long Span 32LH3671250 TCX Design TCX Left 7CX Right TCX Length 0-0 3/8 TCX Length 0-2 3/8 TCX Type R, Rnfd. TCX Type R TCX Depth 3 1/2 TCX Depth 3 112 BPL Length 1-11 318 BPL Length 0-8 3/8 Clear Bearing 0-4 718 Clear Bearing 0-6 314 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 000 Reqd TL Def 1-180 003 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L/120 0.02 Section Modulus 2.9622 Section Modulus 0.8529 Reqd SM 0.0029 Reqd SM 0.0098 Mom of Inertia 5.7504 Mom of Inertia 1.6088 Reqd MI 0.0001 Reqd MI 0.0009 Seat Type:Lapped(Reinforced) Seat Type:Lapped Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: ❑L+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0,75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: ❑L+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0,75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: ❑L+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: ❑L+CL+0.86(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0.8(TL)+SM+AX+FEM Case 6b: ❑L+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,8(TL)+SM-AX+FEM Case 6c, DL+CL+0.85(TL)+WL+C+AX+IP I I :, I STRESS ANALYSIS-PAGE 1 Job Number. Job no Date Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:34.40 AM NEW MILLENNIUM Location: Jow Description: Mark .1--,sr. 4-r- ARLINGTON,WA I Long Span 32LH367/250 IJ62 Geomet Base Length: Working Length: Joist Depth: EJtective Depth: 8C Pane;Length: Shape: 49-7118 149-3118 32.00 30.35 9 @ 5.0 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-7 314 TC Panel 1-6 2-0 First Half 2-0 2-0 First Dia . 4-1 1 318 4-7 314 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in 5p/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-7 118 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 49-7 1/8 L-BL Gross Uplift(plf) W L(2) 100.00 100.00 TC - 0-0 49-7 118 L-BL Axial(Ibs) SM(3) 7,400,00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-7 1/8 L-BL Uniform (plf) SM(3) 12.47 12.47 TC + 0-0 49-7 1/8 L-BL Conc @ any pp(Ibs) I LL(3) 2,000.001 0.00 BC + Stress Analysis Summary Int.Pane!TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Camp,. Max BC Tension 1 3D.00 60.00 9,039.29 9,039.63 2,259.91 43.611.49 44,010.13 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W2 7,405.05 10,811.59 0.00 0.00 13,071.57 3,561.74 45.11 0-2 V1S 7,402.58 10,634.41 0.00 0.00 2,308.27 2,642.23 34.97 1-6 W3 7,402.68 10,634,41 15,428.76 4,204.02 2,750.23 10,093.34 38.69 2-11 318 W4 7.403.08 22,176.46 15,428.76 4,204.02 9,753.75 2,657.56 42.6B 4-11 3/0 W5 7,403.08 22,175.46 28,015.29 7,633.59 2,306.05 8,463.71 42.68 7-5 318 W6 8,977.73 32,948,26 28,015.29 7,633.59 7,173.67 1,954.54 42.68 9-11 318 W7 8,977.73 32,948.26 36,974,36 10,074.76 1,603.03 5,883.62 42.68 12-5 318 W8 10.924.69 40,093.60 36,974.36 10,074.76 4.593.58 1,251.52 42.68 14-11 3/8 W9 10,924.69 40,093.60 42,305,98 11,527.52 1,127.69 3,303.54 42.68 17-5 318 W10 11,883.24 43,611.49 42,305,98 11,527.52 3,177.53 1,127.9B 42,6E 19-11 318 wit 11,883.24 43,611.49 44,010.13 11,991.86 1,413.18 3,177.53 42.68 22-5 3/9 will 11,853.38 43,501,91 44,010.13 11,991.86 1,413.18 3,177.53 42.68 24-11 3/8 W10 11,853,3E 43,501.91 42,086.82 11,467.80 3,177.53 1,127,9E 42.68 27-5 3/8 W9 10,835.12 39.764,87 42,086.82 11,467.80 1,127.69 3,303.54 42.68 29-11 3/8 W8 10,835.12 39,764.87 36,536,05 9,955.33 4,593.58 1,251.52 42.68 32-5 3/8 W7 8,828.44 32,400.36 36,536.05 9,955.33 1,603.03 5.883.62 42.68 34-11 318 W6 8,828.44 32,400.36 27,357.81 7,454.45 7,173.67 1,954.54 42.68 37-5 318 W5 7,406.94 21,408.40 27,357.81 7,454.45 2,306.05 8,463.71 42.68 39-11 318 W4 7,406.94 21,408.40 14,552.12 3,965.16 9,753.75 2,657.56 42.6E 42-5 318 W3 7,407.44 10,335.28 14,552.12 3,965.16 2,750,23 10,093.34 38.69 44-11 3/8 V1s 7,407.44 10,335,28 0.00 0.00 2,072,451 2,348.20 31.33 47-7 1/8 W2 7,410.16 10,409.32 0.00 0.00 12.186,311 3,320.52 42.50 46-11 318 Standard Verticals Member Position Max Tension Max Comp. Let L V2 Interior 2,000.00 2,362.02 5 I STRESS ANALYSIS -PAGE 2 Job Number. Job Name: Date Run: 40 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 7:34.40 AM NEW MILLENNIUM Location: Joist Description: Mark: 1-1 ARLINGTON,WA Long Span 32LH3671250 J62 Chord Pro rtles Chard Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0,9205 0,3885 1.1660 0,9928 0,8044 0.9432 A40B18= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1 1.3990 0.6554 0.3832 1 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K: Fy.1 Fb: Mom of Inertia: LL 360: LL 240_ Max Bridg TC: Max BrOg BC: 0.75 50.000.00 130"000.00 1806.84 252.17 378.25 115-10518 117-8118 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Befween Chords; Len th 16.00 41.38 30.00 31.75 22.00 1.1250 Min Weld Len 2X: Bending Load 367.00 367,00 367,00 367.00 367.00 0.5000 Axial Load 10,811.59 10,634.41 43,611.49 10,335.28 10,409.32 Max Load Fillers TC: fa 2,875.58 5,600.59 22,967.92 5,443.06 5,482.05 47,460.95 Maximum K LIr 41.18 106,50 38,61 81.72 56,63 Max Load no Fillers,TC: Fcr 41,952.3E 21.570.71 42,550.81 29,752.60 37,801.98 41,742.10 Fa 25,171.43 12,942.43 25.530.49 17,851.515 22,681.19 506.96 Ryy; 06.96 F'e 1,709,974.50 141,667.20 479,049,41 240,579.08 501,071.78 8COALrRyy. Cm 0.9992 0.9802 0.9679 0.9887 0.9945 422.52 Panel Point Moment 4,389.92 4,389.92 2.293.75 2,541.49 2,223.20 SC Stress: Mid Panel Moment 3,128.93 2,568.69 1,146.88 1,471.39 708.52 0.91 Panel Point fb 1,189.96 5,146.86 2,689.25 2,979.71 2,606.53 SCLIRz: 146.1276 Mid Panelfb 848.15 1,585.15 707.74 908,01 437.23 TC Shear Stress: Fillers 0 0 4 0 0 8,958.50 Panel Point Stress 4,065-53 10,747,45 25,657A8 8,422.77 8.088.58 BC Shear Stress: Mid Panel Stress 1 0.08721 0.4850 0.9230 0.33421 0,2556 13,282.23 Web DesIgn Member Web Tension Allow Tenslon Web Comp Allow Comp Weld Qty Material W2 13,071.57 14,381,54 3,561.74 6,182.37 5.87 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,750.23 24,373.24 10,093.34 10,323.31 3.63 x 0.188 1 C38BA= 1.125 x 1.846 x.199 W4 9,753,75 10,742.43 2,657.56 4,481 15 5 09 x 0.129 1 C22BB=1.125 x 1.110 x.129 W5 2,306.05 24,373.24 8,463.71 9,223.16 3.04 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,173.67 7,826,93 1,954,54 2,965.73 4.74 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,603 03 16,730.22 5,883.62 6,46881 2.51 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4,593,58 5,758.64 1,251.52 1,536.76 3.44 x 0.090 1 C121313=1.125 x 0.799 x.090 W9 1,127.69 8,984.69 3,303.54 3,604.25 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W 10 3,17753 4,802.89 1,127.98 1,16499 2.78 x 0.077 1 C10AB=1.125 x 0.756 x.077 Will 1,413.1 B 8,984.69 3,177.53 3,604.25 2,00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 11 1,413.18 8,984.69 3,177.53 3,604.25 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W 10 3,177.53 4,802.89 1,127.98 1,16499 2 78 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,127.69 6,984.69 3,303.54 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 4,593.58 5,758.64 1,251,52 1,536.76 3.44 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W7 1,603.03 16,730.22 5,883.62 6,4fi8 81 2.51 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 7,173.67 7,826.93 1,954.54 2,965.73 4,74 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 2,306.05 24,373,24 8,463.71 9,223.16 3.04 x 0,188 1 C38BA= 1.125 x 1.845 x.199 W4 9,75375 10.742.43 2,657.56 4,481 151 5.09 x 0.129 1 C22BB=1.125 x 1.110 x.129 W3 2,750.23 24,373.24 10,092 10,323,31 3.63 x 0.188 1 C38BA=1.125 x 1.845 x.199 ' Continued on Next Page- I STRESS ANALYSIS-PAGE 2 Job Number Job Name: Date Ron: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:34:40 AM NEW MILLENNIUM Location: Joist Descrip[ion: Mark: Rl Ill r Nr --TFMr ARLINGTON,WA Long Span 32LH367/250 J62 Web De sign,Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld CKY Material W2 12,186.31 14,381,64 3,320.52 6,561,97 5,47 x 0.150 1 C286B= 1.125 x 1.344 x.150 V1 2,30827 7,826.93 2,642.23 3,66137 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,000.00 5,758.64 2,362,02 2,818.97 2,00 x 0.090 1 C12BB=1.125 x 0.799 x.090 i STRESS ANALYSIS-PAGE 3 G� Job Number Job Name: 71,11/22/2019 te Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 7:34:40 AM NEW MILLENNIUM Location: Joist Desoription: Mark: nni r, II-TFMI ARLINGTON,WA Long Span 32LH3671250 .,162 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-2 3/8 TCX Type R, Rnfd. TCX Type R TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 1-11 31B BPL Length 0-8 3/8 Clear Bearing 0-4 718 Clear Bearing 0-6 314 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 000 Reqd TL Def L180 003 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.02 Sectlon Modulus 2.9622 Section Modulus 0.8529 Reqd SM 0.0029 Reqd SM 0.0098 Mom of Inertia 5.7504 Mom of Inertia 1.6088 Reqd MI 0.0001 Reqd MI 0.0009 Seat Type:Lapped(Reinforced) Seat Type!Lapped Load Combinations Case 1: DL Case 5d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: ❑L+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: ❑L+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case Be: ❑L+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: ❑L+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case Bf: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+O 75(WL-AX+SL+SM) Case 6a: DL+CL+0.86(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+O,S(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP I I STRESS ANALYSIS-PAGE 1 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHDPGRDERS 11/27/20191:16:32 PM NEW MILLENNIUM Lacetion: Joist Description: Mark: R,,,, -1. -4V1rPM-f ARLINGTON,WA Long$pan 32LH3671250 J63 Geometry _ Base Length: Working Length: Joist Depth: Elfective Depth: 80 Panel Length: Shape: 49-81/8 49-4118 132.00 30.35 9 @ 5-0 Parallel Chords Variable Left End Ri ht End BC Panel 2-11 3/8 2-8 314 TC Panel 2-0 2-0 First Half 2-0 2-0 First Diag. 4-11 318 4-8 314 Depth 32.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-8 118 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 49-8 1/8 L-BL Gross Uplift(plf) W L(2) 100.00 100.00 TC - 0-0 49-8 118 L-BL Axial (Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-DL Uniform (plf) CL(3) 117.00 117,00 TC + 0-0 49-8 1/8 L-BL Uniform (plf) SM(3) 12.47 12,47 TC + 0-0 49-8 118 L-BL Cone @ any pp(Ibs) LL{3) 2,000.00 0.001 BC I + Stress Analysis Summary tnt_Panel TC_ Max Panel BC_ Reaction LE: Reacbbn RE: Minimum Shear.• Max TC Camp: Max BC Tension 30.00 60.00 9,054.72 9,054.58 2,263.68 43,746.19 44,159.95 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Cornp. Web Length PP Dist. W2 5,603.32 9,586.54 0.00 0.00 12,957.93 3,530.77 45.11 0-2 V1S 5.602.15 9.257.73 0.00 0.00 2,138.37 2,449.82 32.41 2-0 W3 5,602.15 9,257.73 15,457.66 4,211.90 2,737.61 10,047.04 38.69 2-11 318 W4 6,054.35 22,219.48 15,457.66 4,211.90 9,731.76 2,651.71 42,68 4-11 3/8 W5 6,054.35 22,219.48 28,074.43 7,649.71 2,300.20 8,441.72 42.68 7-5 318 W6 8,997.96 33,022.51 28,074.43 7,649.71 7,151,67 1,948.69 42.68 9-11 318 W7 8,997.96 33,022ZII 37,063,73 10,099.11 1,597.18 5,861.63 42.68 12-5 3/8 W8 10,953.16 40,198.09 37,063.73 10,099.11 4,571.59 1,245.66 42.68 14-11318 W 9 10,953.16 40,198.09 42,425,57 11,560.10 1,127.69 3,281.55 42.68 17-5 3/8 W 10 11,919.94 43,746.19 42,425.57 11,560.10 3,182.83 1,127.81 42.68 19-11 3/8 W 1 1 11,919.94 43,746.19 44,159.95 12,032.68 1,413,18 3,182.83 42.68 22-5 318 W 11 11,898.32 43,666.85 44,159.95 12,032.68 1,413.18 3,182.83 42.68 24-11 3/8 W10 11,898.32 43,666.85 42,266.87 11,516.86 3,182.83 1,127.81 42.68 27-5310 W9 10,888.29 39,960.03 42,266.87 11,516.86 1.127.69 3,281.55 42.68 29-11 3/8 W8 10,888.29 39,960.03 36,746.33 10,012.62 4,571.59 1,245.66 42.68 32-5 3/8 W7 8,889.85 32,625.76 36,746.33 10,012.62 1,597,18 5,861.63 42.68 34-11 318 W6 8,889.85 32,625.76 27,598.33 7,519.98 7,151.67 1,948.69 42.68 37-5 318 W5 5,903.00 21,664,03 27,598.33 7,519.98 2,300.20 8,441.72 42.68 39-11 3/8 W4 5,903.00 21,664.03 14,822.86 4,038.03 9,731.76 2,651.71 42,6E 42-5 3/0 W3 5,600.12 8,630.79 14,822.86 4,038.93 2,737.61 10,047.04 38.69 44-11 3/8 V1S 5,600.12 8,630,79 0,00 0.00 2,081.45 2,373.31 31.59 47-8 118 W2 5,600.12 8,832.54 0.00 0.00 12,410.49 3,381.60 43.21 46-11318 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 2,000.001 2,362.231 30.35 i STRESS ANALYSIS-PAGE 2 Job Number job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPDRDERS 11127120191:16.32 PM NEW MILLENNIUM Location: Joist Descripliun: Mark: -Ill r91N1 SYSTFMS ARLINGTON,WA Long Span 32LH367/250 J63 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0,9205 0.3885 1,1660 0,9928 0.8044 0,9432 A40618= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 1 0.4106 1 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K.- Fy., Fb: Mom of inertia! LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50.000.00 30,000.00 1806.84 250.89 376.34 15-10 518 17-7 314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 22.00 35.38 30.00 32.75 22.00 Min Wel WeJ Md Len 2X: Bending Load 367.00 367,00 367,00 367.00 367,00 0.5000 Axial Load 9,506.54 9,257.73 43,746.19 B,630.79 8,832,54 Max Load Pilers TC: fa 2,549.75 4,875.57 23,038.86 4,545.39 2.349.20 47,460.95 Maximum K Lfr 56.63 91,06 38.61 84.30 56,63 Max Load no Fibers TC: Fcr 37,801.96 26,622,04 42,550.81 28,888,5E 37,801.98 41,742.10 Fa 22,681.19 15,973.23 25,530.49 17,333.15 22.681.19 5c o8L Ryy: 507.81 F'e 904,449.31 193,799.39 479,049,41 226,111.53 904,449.31 8COALIRyy. Cm 0,9986 0.9874 0.9678 0,9899 0.9987 423.24 Panel Point Moment 3,138.79 3,138.79 2,293.75 2,667.43 2,667.43 BC stress: Mid Panel Moment 540.97 1,801.08 1,146.88 1,487.29 1,194.92 0.91 IRz- Panel Point fb 850.82 3,680.00 2,689.25 5,127.37 723,05 Bc 146.121276 Mid Panelfb 182.63 1,111.46 707.74 917.81 323.90 TC Shear Stress: Fillers 0` 0 4 0 0 8,880.62 Panel Point Stress 3,400,56 8555.57 25,728.11 7,672.76 3,072.25 BC shear stress; Mid Panel Stress 0.0627 0.3412 0.925E 0.2918 0.0633 13,166.76 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 12,957.93 14,381.54 3,530.77 6,182.37 5.82 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,737.61 24,373.24 10,047.04 10,323.31 3.61 x 0.188 1 C38BA= 1,125 x 1.845 x.199 W4 9,731 76 10,742.43 2,651.71 4,481.15 5 08 x 0.129 1 C22BB=1.125 x 1.110 x.129 W5 2,300.20 24,373.24 8,441.72 9,223.16 3.03 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,151.67 7,826,93 1,948,69 2,965.73 4.72 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,59718 16,730.22 5,861.63 6,46881 2.50 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4,571.59 5,758.64 1,245.66 1,536.76 3.42 x 0.090 1 C12BB=1.125 x 0.799 x.090 W9 1,127.69 8,984.69 3,281,55 3,604.25 2.00 x 0,118 1 C18BB= 1.125 x 1,035 x.118 W 10 3,182.83 4,802.89 1,127.81 1,16499 2 78 x 0.077 1 C10AB=1.125 x 0.756 x.077 W 11 1,413.18 8,984.69 3,182.83 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 11 1,413.18 8,984.69 3,182.83 3,604.25 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W 10 3,18283 4.802.89 1,127.81 1,164.99 2.78 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,127.69 6,984.69 3,281.55 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 4,571.59 6,758.64 1,245.66 1,536.76 3.42 x 0.090 1 C126B= 1.125 x 0.799 x.090 W7 1,59718 16,730.22 5,861-05 6,468.81 2 50 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 7,151.67 7,826.93 1,948.69 2,965.73 4.72 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 2,300.20 24,373,24 8,441,72 9,223.16 3.03 x 0.188 1 C38BA= 1,125 x 1.845 x.199 W4 9,731 76 10,742.43 2,651.71 4,481.15 5 08 x 0.129 1 1 C22BB=1.125 x 1.110 x.129 W3 2,737.611 24,373,241 10,04TO41 10,323.311 3,61 x 0.188 1 1 C38BA=1.125 x 1.845 x.199 Continued on Next Page... i STRESS ANALYSIS-PAGE 2 G� Job Number lclt,Name: D-1te Faun. 5819.0100 GAYTEWAY BUSINESS PARK BLDG C -SHDPDRDERS IV27120191:16.32 PM NEW MILLENNIUM Location: Joist Description: Mark: m III-N1, IY4TPM" ARLINGTON,WA Long$pan 32LH3671250 J63 Web Design. Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material W2 12,410.49 14,381,54 3,381.60 6,458.97 5,57 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,13837 5,758.64 2,449.82 2,570 48 2.00 x 0.090 1 C121313=1.125 x 0.799 x.090 V2 2.000.00 5.758.64 2,362.23 2,818.97 2,00 x 0.090 1 C12BB=1.125 x 0.799 x.090 i STRESS ANALYSIS-PAGE 3 COO Number. Jo-, Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHDPDRDERS I V27/20191:16:32 PM NEW MILLENNIUM Location: Juist Descripliun: Mark: Rl Ill MI1 r, r Y r T F V ARLINGTON,WA Long Span 32LH3671250 J63 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd, TCX Type R, Rnfd. TCX Depth 3 112 TCX Depth 3 112 BPL Length 2-4 1/4 BPL Length 2-4 112 Clear Bearing 0-4 518 Clear Bearing 0-4 314 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L/80 0.00 Recid TL Def 1-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L1120 0.00 Section Modulus 2,9622 Section Modulus 2,9622 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 5.7504 Mom of Inertia 5.7504 Reqd MI 0.0001 Reqd MI 0.0000 Seat Type:Lapped(Reinforced) 'eat Type:Lapped(Reinforced) - - - - - - - - - - _ Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Sa: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case Bd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+O 75(WL-AX+SL+SM) Case 6a: ❑L+CL+0.86(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+O.B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i � STRESS ANALYSIS-PAGE 1 G� Job Number Job Natne: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:41:29 AM NEW MILLENNIUM Location: Joist Descriplion: Mark: A, M-r. SYr r- ARLINGTON,WA Long Span 32LH3671250 J64 Geometry Base Length: Working Length; Joist Depth: Ellecltve Depth; BG Panel Length: Shape; 49-7 518 49-3 518 32.00 3Q.35 9 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-8 114 �1I11�111lllllllllilll(IIILII III Ill IIII I l I III I:IIII:II IIIIII'IIIIIIIIIIIIIIIIILIII TC Panel 2-0 2-0 / First Half 2-0 2-0 First Dia . 4-11 3/8 4-8 1/4 Depth 132.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-7 518 L-BL Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-7 5/8 L-BL Uniform if CL(1) 24.00 24.00 TC + 0-0 49-7 518 L-BL Uniform (plf) SM(2) 45.00 45.00 TC - 0-0 49-7 518 L-BL Cone @ any pp(Ibs) SM(2) 990.00 0,00 TC - Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-7 5/8 L-BL Cone @ any pp(Ibs) SM(3) 990.00 0.00 TC + Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Uniform ( If) SM(3) 45.00 45.00 TC + 0-0 49-7 518 L-BL Uniform (plf) CL(3) 24.00 24.00 TC + 0-0 49-7 518 L-BL Uniform (plf) CL(3) 117.00 117,00 TC + 0-0 49-7 5/8 L-BL Uniform ( If) SM(3) 12,471 12A71 TC I + 0-0 49-7 518 L-BL Axial(Ibs) SM(3) 5,600.001 0.001 TC I + 0-0 0-0 L-BL Axial(Ibs) SM(3) 1,700.001 0,001 TC 1 10-0 0-0 L-BL Stress Analysis Summary lot,Panel TC: Max Pane!BG: Reaction LE: Reaction RE: Minimum Shear; Max TC Comp,: Max BC Tension 30.00 . 19,638.70 19,638.56 2,09.68 46,535.22 46,967.98 Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Com . Web Length PP Dist. W2 7,303.32 13,024.06 0.00 0.00 13.793.21 3,527.68 45.11 0-2 V1S 7,302.15 12,846,25 0.00 0.00 2,138.37 2,916,22 32.41 2-0 W3 7,302.15 12,846.25 16,453.12 4,207.96 2,737.61 10,704.07 38.69 2-11 310 W4 7,301.94 23.649.07 16,453.12 4,207.96 10,379.63 2,654.64 42.68 4-11 3/8 V2 7,301.94 23,649.07 16,453,12 4,207.96 2,000.00 2,785.81 30.35 7-5 3/8 W5 1 7,301.94 23,649.07 29,878.85 7,641.65 2,303.13 9,005.22 42,6E 7-5318 W6 8,987.84 35,142.47 29,878.85 7,641.65 7,630.81 2,001.88 42.68 9-11 318 V3 8,987.84 35,142.47 29,878.85 7,641.65 2,000,00 2,812.87 30.35 12-5 318 W7 8,987.84 35.142.47 39,439.91 10,086.93 1,702.38 6,256.41 42.68 12-5 3/0 W8 10,938.92 42,771.18 39,439.91 10,086.93 4,882.00 1,544.20 42.68 14-113/8 V4 10,938.92 42,771.18 39,439.91 10,086.93 2,000,00 2,830.83 30.35 17-5 318 W9 10,938.92 42,771.18 45,136.29 11,543.81 1,244.70 3,556.19 42.68 17-5 3/8 W10 11,901.59 46,535.22 45.136.29 11,543.81 3,388.10 1,127.81 42.68 19-11 3/8 V5 11,901.59 46,535.22 45,136.29 11,543.81 2,000,00 2,839.69 30,35 22-5 318 W11 11,901.59 46,535.22 46,967.98 12,012.27 1.413.18 3,388.10 42,6E 22-5318 W11 11,875.85 46,434.59 46,967.98 12,012.27 1.413.18 3,388.101 42,68 24-11 3/8 'Continued on Next Page... i STRESS ANALYSIS-PAGE 1 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORUERS 11/22/2019 7:41:29 AM NEW MILLENNIUM Location: Joist Description: Mark AL IIL M-r. -T- ARLINGTON,WA Long Span 32LH367/250 IJ64 Stress Anal sls Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. V6 11,875.85 46,434.59 46,967,98 12,012.27 2,000,00 2,839.45 30.35 27-5 3/8 W 10 11,875 85 46,434.59 44,935.01 11,492 33 3,388.10 1,12781 42 6B 27-5 318 W9 10,861.71 42,469,25 44,935.01 11,492.33 1,244.70 3,556.19 42.68 29-11 318 V7 10,861.71 42,469.25 44,935,01 11,492,33 2,000.00 2,830.11 30.35 32-5 3/8 WS 10,861,71 42,469.25 39,037.34 9,98397 4,882.00 1.544.20 4268 32-5 318 W7 8,859.15 34,639.26 39,037.34 9,983.97 1,702.38 6,256.41 42,68 34-11 3/8 V8 8,859.15 34,639.26 39,037,34 9,983.97 2,000,00 2,811.68 30.35 37-5 319 W6 8,859.15 34,639.26 29,275.00 7,487.21 7,630.81 2,001.88 42.68 37-5 3/8 W5 7,300.32 22,944.57 29,275.00 7,487.21 2,303,13 9,005.22 42.68 39-11 318 V9 7,300.32 22,944.57 29,275.00 7,487.21 2,000.00 2,784.15 30.35 42-5 3/8 W4 7,300.32 22,944.57 15,647.98 4,002.04 10,379.63 2,654.64 42.68 42-5 318 W3 7,300.12 12,366.16 15,647.98 4,002,04 2,737.61 10,704.07 38.69 44-11 3/8 V15 7,300.12 12,366.16 0.00 0.00 2,072.57 2,804,26 31.45 47-7 5/9 W2 7,300.12 12,488.10 0,00 0.001 13,102,11 3,350.92 42,85 46-11 3/8 v I STRESS ANALYSIS-PAGE 2 G� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 7:41:29 AM NEW MILLENNIUM Location: Joist Description: Mark: RI 111 1-1.. --.p ARLINGTON,WA Long Span 32LH3671250 J64 Chord s Chord Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0,9205 0,3885 1,1660 0,9928 0,8044 1 0,9432 A40B18= 1.8750 x 2.8790 x.218 BC 0.80B4 0.6885 0.4106 1.3990 0.6554 0.3832 1 1.0000 1 A38B=2.2190 x 0.199 Axial and BendiN Analysis K: Fy Fb: Mom of inertia: LL 360: LL 240: Max Bridg 7C, Max Bridg BC: 0.75 50.000.00 30,000.00 806.84 251.53 1377.30 15-10 518 17-7 718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Len th 22.00 35.38 30.00 32.25 22.00 Min Weld Md Len 2X: Bending Load 391.00 391.00 391,00 391.00 391.00 0.5014 Axial Load 13,024.06 12,846.25 46,535,22 12,366.16 12,488.10 Max Load Fillers TC- fa 3,464.03 6,765.46 24,507.70 6,512.62 3.321.48 47,378.72 Maximum KUr 56.63 91,06 38,61 83.01 56,63 Max Load no FillersTC: Fcr 37,801.9E 26.622,04 42,550.81 29,320.76 37,801.98 41,670.07 Fa 22,681.19 15,973.23 25,530.49 17,592.46 22.681.19 7co3LiRyy: 507.39 Fe 904,449.31 193,799.39 479,049.41 233,177.09 904,449.31 SCOAURyy. Cm 0.9981 0.9825 0.9657 0.9860 0.9982 422.88 Panel Point Moment 3,344.52 3,344.53 2.443.75 2.749.52 2,749.52 BC Stress: Mid Panel Moment 579.95 1,918.70 1,221.88 1,523.29 1,196.10 0.97 Panel Point fb 906,59 3,921.21 2,865.12 3,223.61 745.30 SC LURz. 146.1276 Mid Panel fb 195.78 1.184.04 754.03 940.03 324.22 7C Shear Stress; Fillers 0 0 8 0 0 9,453.07 Panel Point Stress 4,370,62 10,686.67 27,372,82 9,736,23 4,066.78 BC Shear Stress: Mid Panel Stress 1 0.08331 0.4624 0.,98501 0.4007 0,0847 14,015.50 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,793.21 14,381,54 3,527.68 6,182.37 6.19 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,138.37 7,826.93 2,916.22 3,905.33 2.00 x 0,102 1 C166B= 1.125 x 1.025 x.102 W 3 2,737.61 28,624.38 10,704.07 11,884 87 3 84 x 0.188 1 C40BA=1.125 x 2.014 x.218 W4 10,379.63 10,742.43 2,654.64 4,481.15 5.42 x 0.129 1 C22BB=1.125 x 1.110 x.129 V2 2,000.00 6,758,64 2,785.81 2,818,97 2,08 x 0.090 1 C12BB= 1,126 x 0.799 x.090 W5 2,30313 24,373.24 9,005.22 9,22316 3 23 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,630.81 7,826.93 2,001.88 2,965.73 5.04 x 0.102 1 C16BB=1.125 x 1.025 x.102 V3 2,000.00 6,758.64 2,812,87 2,818.97 2.10 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W7 1,702 3B 16,730.22 6,256.41 6,46881 2 67 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4,882.00 7,826.93 1.544.20 2,965.73 3.22 x 0.102 1 C16BB=1.125 x 1.025 x.102 V4 2,000.00 7,826.93 2,830.83 4,107.05 2.00 x 0.102 1 CI6BB= 1,125 x 1.025 x.102 W9 1,244.70 8,984.69 3,556.19 3,604.25 2.03 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 10 3,388.10 4,802.89 1,127.81 1,164.99 2.96 x 0.077 1 C1CAB=1.125 x 0.756 x.077 V5 2,000.00 7,826,93 2,839,69 4,107.05 2.00 x 0,102 1 C16BB= 1.125 x 1.025 x.102 Will 1,41318 8,984.69 3,3158.10 3,60425 2 00 x 0.118 1 C18BB=1.125 x 1.035 x.118 Will 1,413.1 B 8,984.69 3,388.1`0 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 V6 2,001,00 7,11211,93 2,839.45 4,107.05 2.00 x 0,102 1 C16BB= 1.125 x 1.025 x A 02 W 10 3,388.10 4,802.89 1,127.81 1,16499 2 96 x 0.077 1 C10AB=1.125 x 0.756 x_077 W9 1,244.70 8,984.69 3,556.19 3,604,25 2,03 x0.118 1 C781313=1.125 x 1.035 x.118 Continued on Next Page.. i STRESS ANALYSIS-PAGE 2 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 7:41:29 AM NEW MILLENNIUM Location: Joist Description Mark: A „ n-, --, ARLINGTON,WA Long Span 32LH3671250 J64 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material V7 2,000.00 7,826.93 2,830,11 4,107.05 2.00 x 0.102 1 C16BB= 1,125 x 1.025 x.102 W8 4,882.00 7,826.93 1,544.20 2,96573 3 22 x 0.102 1 C16BB=1.125 x 1.025 x.102 W7 1,702.38 16,730.22 6,256.41 6,468.81 2.67 x 0.158 1 C32BA=1.125 x 1.520 x.158 V8 2,000.00 6,758.64 2,811,68 2,818.97 2.10 x 0.090 1 C12613= 1.125 x 0.799 x.090 W6 7,63081 7,826.93 2,001.88 2,96573 5.04 x 0.102 1 IC16BB=1.125 x 1.025 x.102 W5 2,303.13 24,373.24 9,005.22 9,223.16 3.23 x 0.188 1 C38BA=1.125 x 1.845 x.199 V9 2,000,00 5,758.64 2,784.15 2,818.97 2.08 x 0,090 1 C12BB= 1,125 x 0.799 x.090 W4 10,379.63 10,742,43 2,654.64 4,481.15 5.42 x 0.129 1 C22BB= 1,125 x 1,110 x,129 W 3 2,737.61 28,624.38 10,704.07 11,884.87 3.84 x 0.188 1 C40BA= 1 A 25 x 2,014 x.218 V1S 2,072.57 7,826.931 2,804.26 3,998.66 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x,102 W2 13,102.11 14,381,541 3,350.92 6,510.65 5.88 x 0.150 1 1 C28BB= 1,125 x 1,344 x.150 i STRESS ANALYSIS -PAGE 3 Job Number: Job Name: Date Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:41:29 AM NEW MILLENNIUM Location: Joist Description: I Mark: Rl 111 I'IINr SYSTFM9 ARLINGTON,WA Long Span 32LH3671250 IJ64 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 2-4 7/8 BPL Length 2-4 1/4 Clear Bearing 0-5 118 Clear Bearing 0-4 318 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 000 Reqd TL Def LI80 000 Live Load 250.00 Live Load 250.0O Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 2,9622 Section Modulus 2,9622 Reqd SM 0.0029 Reqd SM 0,0000 Mom of Inertia 5.7504 Mom of Inertia 5.7504 Reqd MI 0.0001 Reqd MI 0.0060 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+VVL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0,75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+O.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+O,B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP L: I STRESS ANALYSIS-PAGE 1 G� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 7;42-.03 AM NEW MILLENNIUM Location: Juisr Description: Mark: A,II,r Wr. -T- ARLINGTON,WA Long Span 32LH3671250 J65 Goomet Base Length: Working Length. Joist Depth: Effective Depth. BG Panet Length: Shape: 49-7 f 49-3 518 32.00 30.35 9 @ 5.0 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-8 114 �IilllllllllllllliIIIIll III III I I Ifllllll III IIIIII:II�II'IIIIIIIIIIIIIIIIIIIIIII TC Panel 2-0 2-0 / First Half 2-0 2-0 \. First Dia . 4-11 318 4-8 114 Depth 132.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be In Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-7 518 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 49-7 5/8 L-BL Conc @ any pp(Ibs) CL 1) 200.00 0,00 TC + Uniform (plf) CL(1) 24.00 24.00 TC + 0-0 49-7 5/6 L-BL Gross Uplift(plf) WL(2) 100.00 100,00 TC 0-0 49-7 5/8 L-BL Conc @ any p (Ibs) SM(2) 990.00 0.00 TC - Uniform (plf) SM(2) 45.00 45.00 TC 0-0 49-7 5/8 L-BL Conc @ any pp(Ibs) SM(3) 990.00 0,00 TC + Axial (Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) 5M(3) 45.00 45.00 TC + 0-0 49-7 5/6 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0,00 BC + Conc @ any pp(Ibs) CL 3) 200,00 0,00 TC + Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-7 518 L-BL Uniform (plf) CL(3) 24.00 24.00 TC + 0-0 49-7 5/8 L-BL Axial Ibs SM(3) 5.600-00 0,00 TC + 0-0 0-0 L-BL Uniform (plf) SM(3) 12.471 12.471 TC I + 0-0 49-7 5/8 L-13L Stress Analysis Summary Int.Pane!TC: Max Panel BC.- Reaction LE: Reaction RE: Minimum Shear: Max TC Camp.: Max BC Tension 30.00 60.00 9,836.67 9,837.54 2,459.39 47,416.14 Max BC.Te Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. l Web Length PP Dist. W2 7.303.32 13,134.02 0.00 0.00 14,087.45 3,527.681 45.11 0-2 V1s 7,302.15 12,956.21 0.00 0.00 2,141.94 3,129.91 32.41 2-0 W3 7,302.15 12,956.21 16,642,15 4,207.96 2,737.61 10,934.45 38.69 2-11 318 W4 7,301.94 23,936.95 16,642.15 4,207.96 10,633.71 2,654.64 42.68 4-11 318 W5 7,301.94 23.936.95 30.265.57 7,641.65 2,303.13 9,232.19 42.68 7-5 318 W6 8,987.84 35,628.02 30,265,57 7,641.65 7,857.78 2,001.88 42.68 9-11 318 W7 8,987.84 35,628.02 40,024.31 10.086.93 1,702.38 6,454.82 42.68 12-5 318 W8 10,938,92 43,454.42 40,024.31 10,086.93 5,080.42 1,544.20 42.68 14-11318 W9 10,938.92 43,454.42 45,918.37 11,543.81 1,244.70 3,726.05 42.68 17-5 3/8 W 10 11,901-59 47,416.14 45,918.37 11,543.81 3,458.00 1,127.81 42.68 19-11 318 W11 11,901.59 47.416.14 47,937.45 12,012.27 1,435.98 3,458.00 42.68 22-53/8 W11 11,875.85 47,305.21 47,937.45 12,012.27 1,435.98 3,458.00 42.68 24-11 3/8 W10 11,875.85 47,305.21 45,706.79 11,492.33 3,458.00 1,127.81 42.68 27-5316 W 9 10,861.71 43,142.201 45,706.79 11,492.33 1,244.70 3,726.05 42.68 29-11 3/8 'Continued on Next Page... STRESS ANALYSIS-PAGE 1 G� Job Number. lob Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:42:03 AM NEW MILLENNIUM Location: Joist Description: Mark: RI ill 1'l- -%rw- ARLINGTON,WA Long Span 32LH3671250 J65 Stress Ana Ms Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W8 10,861.71 43,142,20 39,611.44 9,983.97 5,080,42 1,544.20 42.68 32-5 318 W7 8,85915 35,114.52 39,611.44 9,983.97 1,702.38 6,454.82 42 68 34-11 318 W6 8,859.15 35,114.52 29,651.42 7,487.21 7,857.78 2,001,88 42.68 37-5 318 W5 7,300.32 23,222.15 29,651.42 7,487.21 2,303.13 9,232.18 42.68 39-11 318 W4 7,300.32 23.222.15 15.826.72 4,002.04 10,633.71 2,65464 42.68 42-5 318 W3 7,300.12 12,405.83 15,826.72 4,002.04 2,737.61 10,934.45 38.69 44-11 318 V1S 7,300.12 12,465.83 0.00 0.00 2,099.87 3,011.52 31.45 47-7 519 W2 7,300.12 12,587,77 0.00 0.00 13,383,05 3,350.92 42.85 46-11 318 Standard Verticals Member I Position Max Tension I Max Comp. I Length V2 I Interior 1 2,000,001 3,039,69 30.35 i STRESS ANALYSIS -PAGE 2 Job Number_ Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111/22/2019 7:42:03 AM NEW MILLENNIUM Location: Just Descrip&on: Mark: -Ill M-, ARLINGTON,WA Long Span 32LH3671250 1J65 Chord Properties Chard I Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0,9205 0.3885 1,1660 0,9928 0.8044 0,9432 A40B18= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K. Fy., Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50.000.00 30,000.00 1806.84 251.53 377.30 15-10 518 117-7718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 22.00 35.38 30.00 32.25 22.00 1.1250 Min Weld Len 2X: Bending Load 391.00 391.00 391.00 391.00 391,00 0.5109 Axial Load 13,134.02 12,956.21 47,416.14 12,465.83 12,587.77 Max LoadFiiiers TC: fa 3,493.28 6,823.37 24,971.63 6,565.11 3.347.99 47.378.72 Maximum K Ur 56.63 91,06 38,61 83.01 56,63 Max Load no Fillers M, Fcr 37,801.96 26,622.04 42,550.81 29,320.76 37,801.98 41,670.07 TIC Fa 22,681.19 15.973.23 25,530.49 17,592.46 22.681.19 507.39 yy; 07.39 Fe 904,449.31 193,799.39 479,049,41 233,177.09 904,449.31 8COAURyy. Cm 0,9981 0.9824 0.9651 0.9859 0.9981 422.88 Panel Point Moment 3,344.52 3,344.53 2,443.75 2,749.52 2,749.52 BC Stress: Mid Panel Moment 579,95 1,918.70 1,221,88 1,523.29 1,196,10 0.99 Panel Point fb 906.59 3,921.21 2,865.12 3,223.611 745.30 SC L/Rr. 146.1276 Mid Panel fb 195.78 1,184.04 754.03 940,03 324.22 TIC Shear Stress: Fillers 0 0 8 0 0 9,654.73 Panel Point Stress 4,399,86 10,744,58 27,836.75 9,788,72 4.093.29 BC Shear Stress; Mid Panel Stress 0.08401 0.4660 1.0032 0.4037 0.0853 14,314.48 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,087.45 14,381,54 3,527.68 6,182.37 6,32 x0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,737.61 28,624.38 10,934.45 11,884.87 3.93 x 0.188 1 C40BA= 1.126 x 2.014 x.218 W4 10,633 71 10,742.43 2,654.64 4,481.15 5.55 x 0.129 1 C22BB=1.125 x 1.110 x.129 W 5 2,303.13 26.624.38 9,232.18 10,588.83 3,32 x 0.188 1 C40BA=1.125 x 2.014 x.218 W6 7,857.79 8,984,69 2,001,88 3,604.25 4.48 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W7 1,702.38 16,730.22 6,454.82 6,46881 2 75 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 5,080.42 7,826.93 1,544.20 2,965.73 3.35 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 1,244.70 10,742,43 3,726,05 4,481.15 2.00 x 0.129 1 C22BB= 1,125 x 1.110 x.129 W 10 3,45800 4,802.89 1,127.81 1,16495 3 02 x 0.077 1 C10AB=1.125 x 0.756 x.077 Will 1,435.98 8,984,69 3,458.00 3,604.25 2.00 x 0.118 1 C1 BBB=1.125 x 1.035 x.118 Will 1,435.98 8,984.69 3,458.00 3,604.25 2.00 x 0,118 1 C18BB= 1,125 x 1.035 x.118 W 10 3,458.00 4,802.89 1,127.81 1,16499 3 02 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,244.70 10,742.43 3,726.05 4,481.15 2.00 x 0.129 1 C22BB=1.125 x 1.110 x.129 W8 5,080.42 7,826,93 1,544.20 2,965.73 3.35 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,702 3B 16,730.22 6,454.82 6,46881 2 75 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 7,857.78 8,984.69 2,001.68 3,604.25 4.48 x 0.118 1 C18BB=1.125 x 1.035 x.118 W5 2,303.13 26,624,38 9,232,18 10,588.83 3,32 x 0.188 1 C40BA= 1.125 x 2.014 x.218 W4 10,633 71 10,742.43 2,654.64 4,481 15 5 55 x 0.129 1 1 IC221313=1.125 x 1.110 x.129 W 3 2,737.611 213,624.381 10,934.45 11,884.871 3,93 x 0.188 1 IC40BA=1.125 x 2.014 x.218 ' Continued on Next Page_. STRESS ANALYSIS-PAGE 2 Job Number: Job Name: Date Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORUERS 11/22/2019 7:42:03 AM NEW MILLENNIUM Location: Jumf Description: !Nark: A 11L M-r, SY-F- ARLINGTON,WA Long Span 32LH3671250 J65 Web Design,Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 4V2 W2 13,383.05 14,381,54 3,350.92 6,510.65 6.01 x 0.150 'I C286B= 1.125 x 1.344 x.150 V1 2,14194 7,826.93 3,129.81 3,90533 2 07 x 0.102 1 C16BB=1.125 x 1.025 x.102 2,000.00 7.826.93 3.039.691 4,107,05 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 I I I STRESS ANALYSIS-PAGE 3 �7 Job Number. J"d6 Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:42:03 AM NEW MILLENNIUM Location: Joist Description: !Nark: 1—r. -5V4iPM1 ARLINGTON,WA Long Span 32LH3671250 J65 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Tye R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 2-4 7/8 BPL Length 2-4 1/4 Clear Bearing 0-5 1/8 Clear Bearing 0-4 318 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 000 Reqd TL Def 11-180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L1120 0.00 Section Modulus 2,9622 Section Modulus 2,9622 Reqd SM 0.0029 Reqd SM 0,0000 Mom of Inertia 5.7504 Mom of Inertia 5.7504 Reqd MI 0.0001 Reqd MI 0.0000 Seat Type:Lapped(Reinforced) seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+8L+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+O 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) tease 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a. 1.2(DL)+0.5(LL)+0.B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+O,B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP r � I STRESS ANALYSIS-PAGE 1 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:42-.40 AM NEW MILLENNIUM Location: ]Tw,7D68CriPliOn. Mark: Rt 1�1 11-, -SVgTRM-1 ARLINGTON,WA $pan 32LH367/250 J66 Geometry _ base Lenglh; Working Length: Joist Depth: Elreelive Depth: 1 80 Panel Length: Shape: 49-7 518 49- 1 32.00 13D.35 9 @ 5-0 JlParallelChords Variable Left End Right End BC Panel 2-11 3/8 2-8 114 TC Panel 2-0 2-0 First Half 2-0 2-0 First Diag. 4-11 318 4-8 114 Depth 132.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-7 518 L-BL Uniform (plf) DL (1) 117.00 117,00 TC + 0-0 49-7 5/8 L-BL Conc @ an Ibs CL 1) 200.00 0.00 TC + Gross Uplift(plf) W L(2) 100.00 100.00 TC - 0-0 49-7 5/6 L-BL Axial(Ibs) SM (3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Conc @ any p Ibs LL 3 2,000.00 0.00 BC + Uniform (plf) SM(3) 12,47 12.47 TC + 0-0 49-7 5/8 L-BL Conc @ any pp(Ibs) CL(3) 200,00 0.00 TC + Uniform (plf) CL(3) 117,00 117.00 TC + 0-0 49-7 518 L-BL Stress Anal sis Summary tnL Panel TC: Max Panel BC: Rearlion LE. Reaction RE: Minimum Shear: Max TC Comp. Max BC'tension 30.00 60.00 9,245.05 9,245.92 2,311.48 44.559.76 45,054.51 Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W2 5,603.32 9,688.09 0.00 0,00 13,240,81 3,527.68 45.11 0-2 V18 5,602.15 9,359.28 0.00 0,00 2,138.37 2,663.39 32.41 2-0 W3 5.602.15 9,359.28 15.632.24 4,207,96 2,737.61 10,277.42 38.69 2-11 318 W4 6,048.35 22,485,34 15,632.24 4,207.96 9,996.60 2,654.64 42.68 4-11 318 W5 6,048.35 22,485.34 28,431.57 7,641.65 2,303.13 8.679.43 42.68 7-5 31B W6 8,987.84 33.470.94 28.431.57 7,641.65 7,389.39 1,951.61 42.68 9-11 318 W7 8,987.84 33,470.94 37,603.45 10,086.93 1,600.10 6,070.80 42.68 12-5 3/8 W8 10,938.92 40,829.08 37,603.45 10.086-93 4,780.76 1,248.59 42.68 14-113/8 W 9 10,938.92 40,829,08 43,147.85 11,543.81 1,127,69 3,462.16 42.68 17-5 318 W 10 11,901.69 44,559,76 43,147.85 11,543.81 3,250.04 1,127.81 42.68 19-11 3/8 Will 11,901.59 44,559.76 45,054.51 12,012.27 1,413.18 3,250.04 42.68 22-5 318 W 11 11,875.65 44,455.00 45.054.51 12,012.27 1.413.18 3,250.04 42,68 24-11 318 W10 11,875.85 44,455.00 42,948.63 11,492.33 3,250.04 1,127.81 42.68 27-5318 W9 10,861.71 40,535.39 42,948.63 11,492.33 1,127.69 3,462.16 42.68 29-11 3/8 W8 10,861.71 40,535.39 37,215.29 9,983.97 4,780.76 1,248.59 42.68 32-5 3/8 W7 8,859.15 32,988.32 37,215.29 9,983.97 1,600,10 6,070.80 42.68 34-11 3/8 W6 8,859,15 32,988.32 27,854.49 7,487.21 7,389.39 1,951.61 42,68 37-5 318 W5 5,868.18 21.813.79 27,854.49 7,487.21 2,303.13 8,679.43 42.68 39-11 3/8 W4 5,868.18 21,813.79 14,866,23 4,002.04 9,996,60 2,654.64 42.68 42-5 3/9 f W3 5.600.12 8,682.70 14,866.23 4,002.04 2,737.61 10,277.42 38.69 44-11 318 V1S 5,600.121 8,682.701 0.001 2,072.57 2,567.72 31,45 47-7 5/8 'Continued on Next Page.. i i STRESS ANALYSIS -PAGE 1 �,7 Job Number. A b Name: I date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:42:40 AM NEW MILLENNIUM Location: Joist Descriplion: Mark: Rl Ill MI r, SYSTEMS ARLINGTON,WA Long Span 32LH367/250 IJ66 Stress Analysis Summary,Contlnued... Member TC Tension I TC Compresion I BC Tension 113CCompresionj Web Tension I Web Comp. Web Len th PP Dist. W2 5,600.121 8,780,961 0,001 0.001 12,578,631 3,350.921 42.85 46-11 318 Standard Verticals Member Position Max Tension Max Comp. Len th V2 I Interior 1 2,000.001 2,562,121 30.35 i STRESS ANALYSIS-PAGE 2 o Job Number. Jul,Name: !late Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11I2212019 7:42:40 AM NEW MILLENNIUM Location: Joist Description: Mark: .11.4 fliNG -1-1 ARLINGTON,WA Long$pan 32LH3671250 IJ66 Chord Properties Chord j Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0,9205 0,3885 1.1660 0,9928 0,8044 0.9432 A4011318= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 C.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K. Fy.1 Fb: Mom of Inertia: LL 360: LL 240: Max Bridg 7C: Max Bridg BC: 0.75 50,000.00 130"000.00 806.84 251.53 377.30 15-10 518 17-7 718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Len th 22.00 35.38 30.00 32.25 22.00 1 Min n W Weleld Lan 2X: Bending Load 367.00_ 367.00 367,00 367.00 367,00 0.5000 Axial Load 91688.09 9,359.28 44,559.76 8,682.70 8,7eC.96 Max Load Fillers TC: fa 2,576.76 4.929.05 23,467.33 4,572.73 2.335.49 47,460.95 Maximum KUr 56.63 91.06 38.61 83.01 56,63 Max Load no Fillers TC: Fcr 37,801.9E 26,622.04 42,550.81 29,320.76 37,801.98 41,742.10 Fa 22,681,19 15,973.23 25,530.49 17,592.46 22.681.19 507.39 yy, 07.39 F'e 904,449.31 193,799.39 479,049.41 233,177.09 904,449.31 8COAURyy. Cm 0.9986 0,9873 0.9672 0.9902 0.9987 422.88 Panel Point Moment 3,138.79 3.138.79 2,293.75 2,580.75 2.580.75 BC Stress: Mid Panel Moment 540.97 1,801.08 1,146.88 1,429.79 1,122,68 0.93 Panel Point fb 850.82 3,680.00 2,689.25 3,025.75 699 55 BC LIRZ: 146.1276 Mid Panel fb 182.63 1,111.46 707.74 882.33 304.32 TC Shear Stress: Fillers 0 0 4 0 0 9,074.49 _ Panel Point Stress 3,427-57 8,609,05 26,156,58 7,598.48 31035.04 BC Shear Stress: Mid Panel Stress 0.0633 0.34461 0.9426 0.2883 0.0623 13,454.20 Web Design Member Web Tension Allow Tension Web Comp Allow Camp Weld Qty Material W2 13,240.81 14,381.54 3,527,68 6,182.37 5,94 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,737.61 24,373.24 10,277.42 10,323.31 3.69 x 0,188 1 C38BA= 1.125 x 1.845 x.199 W4 9,996.60 10,742.43 2,654.64 4,481 15 5.22 x 0.129 1 C22BB=1.125 x 1.110 x.129 W5 2,303.13 24,373.24 8,679.43 9,223.16 3.12 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,389.39 7,826,93 1,951,61 2,965.73 4.88 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,600.10 16,730.22 6.070.80 6,46881 2 59 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4,780.76 5,758.64 1,248.59 1,536.76 3.58 x 0.090 1 C12BB=1.125 x 0.799 x.090 W 9 1,127.69 8,984.69 3,462.16 3,604.25 2.00 x 0.118 1 C18BB= 1,125 x 1.035 x.118 W 10 3,250.04 4,802.89 1,127.81 1,16499 2.84 x 0.077 1 ' C1 CAB=1.125 x 0.756 x.077 Will 1,413.18 8,984,69 3,250.04 3,604.25 2.00 x 0.118 1 C1888=1.125 x 1.035 x.118 Will 1,413.19 8,984.69 3,250.04 3,604.25 2.00 x 0.118 1 C18BB= 1,125 x 1.035 x.118 W 10 3,250.04 4,802.89 1,127.81 1,164.99 2.84 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,127.69 8,984.69 3,462.16 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 4,780.76 5,758.64 1,248.59 1,536.76 3.58 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,600,10 16,730.22 6,070.80 6,468.81 2.59 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 7,389.39 7,826.93 1,951,61 2,965.73 4.88 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 2,303.13 24,373,24 8,679,43 9,223.16 3.12 x 0,188 1 C38BA= 1,125 x 1,845 x.199 W4 9,996 60 10,742A3 2,654.64 4,481 151 5 22 x 0.129 1 C22BB=1.125 x 1.110 x.129 W3 2,737,611 24,373.24 10,277.42 10,323,311 3.69 x 0.188 1 1 C38BA=1.125 x 1.845 x.199 Continued on Next Page... i STRESS ANALYSIS-PAGE 2 G� Job Number. Job Name: note Ron: 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 7:42:40 AM NEW MILLENNIUM Location: Joist Description: Mark: AL ni—, -TFM9 ARLINGTON,WA Long Span 32LH3671250 J66 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld city Material W2 12,578.83 14,381.54_ 3,350.92 6,510.65 5.65 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,138.37 7,826.93 2,663.39 3,90533 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,000.00 5,758.64 2,562.12 2,818.97 2.00 x 0.090 1 C12BB=1.125 x 0.799 x.090 i STRESS ANALYSIS -PAGE 3 G� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHGPORDERS 11/22/2019 7:42.40 AM NEW MILLENNIUM Location: Joist Description: Mark: — ^,tip-. -+vRT ARLINGTON,WA Long Span 32LH3671250 J66 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd TCX Tye R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 112 BPL Length 2-4 7/8 BPL Length 2-4 1/8 Clear Bearing 0-5 118 Clear Bearing 0-4 112 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 0.00 Reqd TL Def 1-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def 1-1120 0.00 Reqd LL Def L1120 0.00 Section Modulus 2.9622 Section Modulus 2,9622 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 5.7504 Mom of Inertia 5.7504 Reqd MI 0.0001 Reqd MI 0,0000 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 5d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Ba: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case Bd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a. 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 1 Job Number_ JUG Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:59:11 AM NEW MILLENNIUM Locelion: Joist Description: Mark: pan 32LH3641250 J67 g gr.MR ARLINGTpN,WA Long S Geometry J Base Length; Working Length. oist Depth: Effective Depth: t3C Panel Length: Shape: 44-8112 44-4112 1 32.00 30.57 8 @ 5.0 l Parallel Chords Variable Left End Right End BC Panel 2-5 318 3-3 118 TC Panel 2-0 2-0 �� I ` First Half 2-0 2-0 First Dia . 4-5 318 5-3 118 Depth 132.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin 5p1End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-8 1/2 L-BL Uniform (plf) LL(1) 250,00 250,00 TC + 0-0 44-8 1/2 L-BL Cone Load Ibs CL 1 420,00 0.00 TC + 27-0 33-0 L-GAL Gross Uplift(plf) WL(2) 100.00 100.00 TC 0-0 44-8 112 L-BL Cone Load(Ibs) SM(2) 990.00 0.00 TC 27-0 33-0 L-OAL Cone @ any pp Ibs) LL(3) 2,000.00 0.00 BC + Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Axial(Ibs) SM(3) 7,400.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM(3) 12,15 12.15 TC + 0-0 44-8 1/2 L-BL Uniform (plf) CL(3) 114,00 114.00 TC + 0-0 44-8 112 L-BL Conc Load(Ibs) CL(3) 420.00 0.00 TC + 27-0 33-0 L-OAL Cone Load(Ibs) SM(3) 990.00 0.00 TC + 27-0 33-0 L-GAL Stress Analysis Summary Int.Panel TC: Max Panei SC: Reaction LE' Reaction RE: Minimum Shear: Max TC Comp: Max BC Tension 30.00 60.00 8,245.01 18,382.61 2,095.65 136,588.88 136,452.27 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 9,109.06 12,007.23 0.00 0.00 10,618.38 2,855.11 41.04 0-2 V1S 9.107.21 11,959.76 0.00 0.00 2,038.74 2,289.30 31.04 2-0 W3 9,107.21 11.959.76 12,543.67 3,368.55 2,432.01 9,067.06 38.87 2-5 318 W4 9,106.44 18,657.42 12,543.67 3,368.55 8,730,50 2,333.54 42.83 4-5 3/6 V2 9,106.44 18,657.42 12,543.67 3,368.55 2,000.00 2,313.52 30.57 6-11 3/0 W5 9,106.44 18,657.42 23,878,28 6,391.94 1,983.29 7,455.59 42.83 6-11 3/8 W6 9,105.58 28,206,21 23,878.28 6,391.94 6,180.69 1,633.04 42.83 9-53/8 V3 9,105,5B 28,206.21 23,878.28 6,391.94 2,000.00 2,327.95 30.57 11-11318 W7 9.105.58 28.206.21 31.641.24 8,434.10 1.282.79 4,905.78 42.83 11-113/8 W8 9,104.72 34,183.36 31,641,24 8,434.10 3,630.87 934.46 42,83 14-5 3/8 V4 1 9,104.72 34,183.36 31,641.24 8,434.10 2,000.00 2,336.80 30,57 16-11318 W9 9,104,72 34,183,36 35,832.57 9,495.04 1,276.76 2,936.00 42.83 16-113/8 W10 9,657.56 36,588,88 35,832.57 9,495.04 2,936.00 1,445.37 42.8319-53/8 V5 9,657.56 36,588,88 35,832.57 9,495.04 2,000.00 2,340.05 30.57 21-11 318 W10 9,657.56 36,588.88 36.452.27 9,574.77 _ 2,936.00 1,445.37 42.83 21-11 3/8 W9 9,246.67 35,398.71 36,452,27 9,574.77 1,276.76 2,936.00 42.83 24-5 318 V6 9,246.67 35,398.71 36,452.27 9,574.77 2,354.72 3,061.33 30,57 26-11 3/8 W8 9,246.67 35,398.71 33,064.17 8,673.27 3,630.871 934.461 42.83126-11 3/8 " Continued on Next Page.. I STRESS ANALYSIS -PAGE 1 G� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS I V2212019 7:59.11 AM NEW MILLENNIUM Location: Juist Description: Mark: -IL-- SYrTFMr ARLINGTON,WA Long Span 32LH3641250 J67 Stress Anal sls Summary,Continued... Member TC Tension TC Campresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W7 9,102.16 29,836.72 33,064,17 8,673.27 1,282,79 4,905.78 42.83 29-5 3/8 V7 9,10216 29,836.72 33,064.17 8,67327 2,354.72 3,05276 3057 31-11 318 W6 9,102.16 29,836,72 25,716.36 6,790.56 6,180.69 1,633.04 42.83 31-11 318 W5 9,101.30 20,703.09 25,716,36 6,790.56 1,983.29 7,455.59 42.83 34-5 3/8 V8 9,101.30 20,703.09 25,716.36 6,79056 2,000.00 2,316.24 3057 36-11 3/8 W4 9,101.30 20,703,09 14,796.91 3,926.62 8,730.50 2,333.54 42.83 36-11 3/8 W3 9,100.53 13,226,96 14,796.91 3,926.62 2,432.01 9,067.06 38.87 39-5 319 V1S 9,100.53 13,226,96 0.00 0.00 21231,35 2,570.00 34.11 42-8112 W2 9,100.53 13,386,91 o.00)l 0,00 12,661.241 3,345.971 48.09 41-5 3/8 t� I �: � STRESS ANALYSIS-PAGE 2 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHQPDRDERS 11/22/2019 7:59:11 AM NEW MILLENNIUM Location: Joist Descripliun: Mark: A1,1,n1w'. 4V4TRM4 ARLINGTON,WA Long$pan 32LH3641250 J67 Chord Pro rttes Chord Area Rx Rz Ryy Y Ix Q Material TC 0,8084 0.8160 0,3832 1.1905 0,8495 0,5383 1 0.9576 JA381318= 1.8750 x 2.5630 x.199 BC 0.6209 0.6011 0.3559 12877 0-5763 0.2243 1 1.0000 1 A34A= 1.9380 x 0.176 Axial and Bending Analysis K. Fy., Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: Max Bn'dg BC: 0.75 50.000.00 30,000.00 658.07 1281.36 422.04 16-5 15-11112 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Clwrds; Length 22.00 29.38 30.00 39.13 22.00 1.1250 Min Weld Len 2X: Bending Load 364.00 364,00 364.00 364.00 364,00 0.5000 Axial Load 12,007.23 11,959.76 36,588.88 13,226.96 1313,55.91 Max Load Fillers TC: fa 7.426.54 7.397.18 22,630.43 8,180.95 3,353.35 40,564.69 Maximum KUr 57.41 76,66 39,14 102.10 57,41 Max Load noFiiiers7C: Fcr 38,012.33 31,729.61 43.008.83 23,076.11 38,012.33 35,480.29 Fa 22,807.40 19.037.76 25.805.30 13,845.67 22.607.40 4C OAURyy; 447.29 Fe 393,761.00 220,862.66 376,454.94 124,500.00 872,935.75 8COAURyy. Cm 0.9906 0.9833 0.9597 0,9671 0,9981 413.53 Panel Point Moment 1,939.96 2,289.30 2,275.00 3,982.03 3,982.03 BC stress: Mid Panel Moment 791.08 1,157.16 1,137.50 2,211.57 2,298,80 0.98 Panel Point fb 3,087.61 3,643.61 3,620.85 6,337.74 1,121.89 SC L/Rz: 168.5867 Mid Panel fb 624.21 913.07 697.55 1,745.06 649.39 TC Shear Stress; Fillers 1 0 0 2 0 0 10,310.85 Panel Point Stress 10,514.15 11,040,79 26,251.2$ 14,518,69 4,478.24 BC Shear Stress; Mid Panel Stress 0.3454 0.4180 0.90661 0.6495 0.0962 16,258.74 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 10,618.38 14,381.54 2,855.11 6,776.10 4.77 x 0.150 1 C286B=1 A 25 x 1.344 x.150 V1S 2,038.74 6,758,64 2,289.30 2,734.93 2,00 x 0.090 1 C128B= 1.126 x 0.799 x.090 W3 2,432.01 24,373.24 9,067.06 10,274 21 3 26 x 0.188 1 C38BA=1.125 x 1.845 x.199 W4 8,730.50 10,742.43 2,333.54 4,461.35 4.56 x 0.129 1 C22BB=1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,313,52 2,791.86 2.00 x 0.090 1 C12613= 1.125 x 0.799 x.090 W5 1,983,29 24,373.24 7,455.59 9,18025 2 68 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 6,180.69 7,826.93 1,633.04 2,952.02 4,08 x 0.102 1 C161313=1.125 x 1.025 x.102 V3 2,000.00 5,758,64 2,327,95 2,791.86 2,00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W7 1,282,79 14,381.54 4,905.78 5,78834 2.20 x 0.150 1 C28BB=1.125 x 1.344 x.150 W8 3,630.87 4,802.89 934.46 1,156.39 3.18 x 0.077 1 C10AB=1.125 x 0.756 x.077 V4 2,000.00 5,758.64 2,336,80 2,791.86 2.00 x 0.090 1 C12613= 1.125 x 0.799 x.090 W9 1,276,76 7,826.93 2,936.00 2,95202 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W 10 2,936.00 5,758,64 1,445.37 1,525.41 2.20 x 0.090 1 C126B=1.125 x 0.799 x.090 V5 2,000.00 6,758,64 2,340.05 2,791.86 2.00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W 10 2,936.00 5,758.64 1,445.37 1,525 41 2 20 x 0.090 1 C12136=1.125 x 0.799 x.000 W 9 1,276.76 7,826.93 2,936.00 2,952.02 2.00 x 0.102 1 C1688=1.125 x 1.025 x.102 V6 2,354.72 7,826,93 3,061,33 4,085.04 2.02 x 0,102 1 C16613= 1.125 x 1,025 x.102 W8 3,630.87 4,802.89 934.46 1,156.39 3 18 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 1,282.791 14,381.54 4,905,78 5,788.34 2.20 x 0.150 1 C281313=1 A25 x 1.344 x.150 Continued on Next Page- ti: I STRESS ANALYSIS-PAGE 2 G� Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:59.11 AM NEW MILLENNIUM Localion: Joist Desariplion: Mark: ARLINGTON,WA Long Span 32LH3641250 J67 Web Desi n,Continued... Member Web Tension Allow Tension _Web Camp Allow Comp Weld Qty Materiel V7 2,354.72 7,826.93 3,052.76 4,085.04 2.02 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W6 6,18069 7,826.93 1,633.04 2,95202 4.08 x 0.102 1 C16BB=1.125 x 1.025 x.102 W 5 1,983.29 24.373.24 7,455.59 9,180.25 2.68 x 0.168 1 C38BA=1.125 x 1.845 x.199 V8 2,000.00 5,758.64 2,316.24 2,791.86 2.00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W4 9,73050 10,742.43 2,333.54 4,461 35 4 56 x 0.129 1 C22BB=1.125 x 1.110 x.129 W3 2,432.01 24,373.24 9,067.06 10,274.21 3.26 x 0.188 1 C38BA=1.125 x 1.845 x.199 V1S 2,231.35 7,826,93 2,570.00 3,742.80 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 12,661.24 14,381.54 3,345.97 5,754.90 5.68 x 0.150 1 C28BB= 1.125 x 1,344 x A50 i STRESS ANALYSIS-PAGE 3 �,,> Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 7:59-.11 AM NEW MILLENNIUM Lucatiun: Juiar Description: Mark: 1-1 - -- ARLINGTON,WA il-ongSpan3211-11-113641250 IJ67 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R, Rnfd TCX Depth 3 112 TCX Depth 3 112 BPL.Length 0-8 3/8 BPL Length 2-5 7/8 Clear Bearing 0-6 114 Clear Bearing 0-5 114 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-180 0.03 Reqd TL Def 1-180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def 1-1120 0.00 Sectlon Modulus 0.6283 Section Modulus 3,2104 Reqd SM 0.0097 Reqd SM 0.0000 Mom of Inertia 1.0766 Mom of Inertia 5.8925 Reqd MI 0.0009 Reqd MI 0.0000 Seai Type:Lapped 'Seat Type:Lapped(Reinforced) I I I I IL - - - - - - --- - - - - -II L - - - - - - - -- - -- - - Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case W DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.86(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 6a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case Bd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.B(TL)+SM-AX+FEM Case 6c, DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 1 �,7 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 8:02:24AM NEW MILLENNIUM Lucation: Joist Descripliun: Mark: .till 1-1. 4"11^''"" ARLINGTON,WA Long Span 32LH3641250 J6$ Geometry Base Length: Working Length; Joist Depth: EJrective Depth: 8C Panel Length: Shape: 44-8112 44-4112 32.00 30.57 8 5-0 Parallel Chords Variable Left End Right End BC Panel 2-5 318 3-3 118 TC Panel 2-0 2-0 First Half 2-0 2-0 _ First Dia . 4-5 318 5-3 118 Depth 132.Og 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-8 1/2 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-8 1/2 L-BL Cone Load(Ibs) CL(1) 420.00 0.00 TC + 27-0 33-0 L-OAL Gross Uplift(plf) W L(2) 100.00 100.00 TC 0-0 44-8 112 L-BL Cone Load(Ibs) SM(2) 990.00 0,00 TC 27-0 33-0 L-OAL Uniform (plf) SM(3) 12.15 12.15 TC + 0-0 44-8 112 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114,00 TC + 0-0 44-8 1/2 L-BL Axial Ibs SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 1 2,000.001 0.00 BC + Conc Load(Ibs) CL(3) 420.001 0,00 TC + 27-0 33-0 L-OAL Cone Load(Ibs) SM(3) 1 990.0ol 0.00 TC + 27-0 33-0 L-OAL Stress Analysis Summary Int.Panel'TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 30.00 60.00 8,245.01 8,382.61 12.095.65 36,588.88 136,452.27 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,309.06 10,207.23 0.00 0.00 10,618.38 2,855.11 41.04 0-2 V1S 7,307.21 10,159.76 0.00 0.00 2,D38.74 2,289.30 31.04 2-0 W3 7,307,21 10,159.76 12.543.67 3,368.55 2,432.01 9,067.06 38.87 2-5 318 W4 7,306,44 18,657,42 12,543,67 3,368.55 8,730,50 2,333.54 42.83 4-5 318 V2 7,306.44 18,657.42 12,543.67 3,368.55 2,000.00 2,313.52 30.57 6-1 1 3118 W5 7,306.44 18.657.42 23,878.28 6,391.94 1,983.29 7,455.59 42.83 6-11 3/8 W6 7,535.67 28,206.21 23,878.28 6,391.94 6,180.69 1,633.04 42.83 9-53/8 V3 7,535.67 28,206.21 23,878.28 6,391.94 2,000.00 2,327.95 30.57 11-113/8 W7 7,535.67 28,206.21 31,641.24 8,434.10 1,282.79 4.905.78 42.83 11-11 3/8 W8 9,087.22 34,183.36 31,641.24 8,434.10 3,630,87 934.46 42.83 14-5 3/8 V4 1 9.087.22 34,1133.36 31,641.24 8,434.10 2,000.00 2,336,80 30.57 16-11318 W9 9,087.22 34,183.36 35,832.57 9,495.04 1,276.76 2,936,00 42.83 16-113/8 W 10 9,657.56 36,588.88 35,832.57 9,495.04 2,936.00 1,445.37 42.83 19-5 318 V5 9,657.56 36,588.88 35,832.57 9,495.04 2,000.00 2,340.05 30.57 21-11 318 W10 9,657.56 36.588.88 36.452.27 9,574.77 2,936.00 1,445.37 42.83 21-11 3/8 W9 9,246.67 35,398.71 36,452,27 9,574.77 1,276.76 2,936.00 42.83 24-5 318 V6 9,246.67 35,398.71 36,452.27 9,574.771 2,354.72 3,054.58 30.57 26-11 3/8 W8 9,246.67 35,398.711 33,064.17 8,673,271 3,630.87 934.461 42.83 26-11 318 'Continued on Next Page... i STRESS ANALYSIS-PAGE 1 Job Number tot N.»re I bate Run: Op 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 8:02:24 AM NEW MILLENNIUM Location: Joist Description: Mark: R III r11Nr 1-T-1 ARLINGTON,WA Long Span 32LH3641250 J68 Stress Anal Ms Summary,Continued... Member TIC Tension TIC Compresion BC Tension IBCCompresion Web Tension Web Comp. Web Length PP Dist. W7 7,854.57 29,836,72 33,064.17 8,673.27 1,282.79 4,905.78 42.83 29-5 3/8 V7 7,05457 29,836.72 33,064.17 8,67327 2,354.72 3,046.01 30 57 31-11 318 W6 7,854.57 29,836.72 25,716,36 6,790.56 6,180.69 1,633.04 42.83 31-11 318 W5 7,301.30 20,703.09 25,716.36 6,790.56 1,983.29 7,455.59 42.83 34-5 318 V8 7,30130 20,703.09 25,716.36 6,79056 2,000.00 2,31624 30.57 36-11 3/8 W4 7,301,30 20,703,09 14,796.91 3,926.62 8,730.50 2,333.54 42.83 36-11 3/8 W3 7,300.53 11,426,96 14,796.91 3,926.62 2,432.01 9,067.06 38.87 39-5 318 V1S 7,300.53 11,426,96 0.00 0.00 2,231.35 2,570.00 34.11 42-8112 W2 7,300.53 11,585.91 0.00 0.00 12,661.24 3,345.97 48.09 41-5 318 • Y STRESS ANALYSIS-PAGE 2 G� Job Number Job Name: t7ate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C •SHDPDRUER5 11/22/2019 8:02:24 AM NEW MILLENNIUM Location: Joist Description: Mark: A,11,-Nr SY�TFV. ARLINGTON,WA Long Span 32LH3641250 J68 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,8084 0.8160 0,3832 1,1905 0,8495 0.5383 0.9576 1,A38618= 1.8750 x 2.5630 x.199 BC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 1 A34A= 1.9380 x 0.176 Axial and[)ending Analysis v. Fy., Fb Mom of inart+a: LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50.000.00 30,000.00 1658.07 281.36 1422.04 16-5 115-11112 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap sefween Chords; Len th 22.00 29.38 30.00 39.13 22.00 1.1250 Min Weld Lan 2X: Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 10,207.23 10,159.76 36,508.88 11,426.96 1115e5.91 Max Load FiiiersTC: fa 6,313.23 6,283.87 22,630.43 7,067.64 2,902.43 40,564.69 Maximum KLh 57.41 76.66 39,14 102.10 57,41 Max Load no Fillers TC-, Fcr 38,012.33 31,729.61 43,008.83 23,076.11 38,012.33 35,480.29 TC Fa 22,807.40 19.037.76 25.805.30 13,845.67 22.807. 447.29 40 47.29 yy, F'e 393,761.00 220,862,66 376,454.94 124,500.00 872,935.75 SC OAL/Ryy. Cm 0.9920 0.9858 0.9597 0,9716 O.g983 413.53 Panel Point Moment 1,939.96 2,289.30 2,275.00 3,982.03 3,982.03 sCStress: Mid Panel Moment 791.08 1,157.16 1,137.50 2,211.57 2,298.80 U-98 Panel Point fb 3.087.61 3,643.61 3,620.85 6,337.74 1.124.89 sc LIRr. 168.5867 Mid Panel fb 624.21 913.07 897.55 1,745.06 649.39 Fillers 0 0 2 0 0 TC Shear Stress; 10,310.85 Panel Point Stress 9.400.83 9,927,48 26,251,28 13,405.361 4,027,31 SC Shear Stress: Mid Panel Stress 0.29651 0.3593 0.9066 0.56841 0.0863 16,258.74 Web Design Member Web Tension Allow Tension Web Comp Allow Camp Weld Qty Material W2 10,618.38 14,381.54 2,855.11 6,776.10 4.77 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,038.74 5,758,64 2,289.30 2,734.93 2.00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W3 2,43201 24,373.24 9,067.06 10,274 21 3 26 x 0.188 1 C38BA=1.125 x 1.845 x.199 W4 8.730.50 10,742.431 2,333,54 4,461.35 4.56 x 0.129 1 IC226B=1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,313.52 2,791.86 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 1,98329 24,373.24 7,455.59 9,180.25 2 68 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 6,180.69 7,826.93 1,633.04 2,952.02 4.08 x 0.102 1 C168B=1.125 x 1.025 x.102 V3 2,000.00 6,758.64 2,327,95 2,791.86 2,00 x 0.090 1 C126B= 1.125 x 0.799 x.090 W7 1,282 79 14,381.54 4,905.78 5,78834 2 20 x 0.150 1 C28BB=1.125 x 1.344 x.150 W8 3,630.87 4,802,89 934,46 1,156.39 3.18 x 0.077 1 C1CAB=1.125 x 0.756 x.077 V4 2,000.00 5,758.64 2,336.80 2,791.86 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,27676 7,626.93 2.936.00 2,952.02 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W 10 2,936.00 5,758.64 1,445.37 1,525.41 2,20 x 0.090 1 C12BB=1.125 x 0.799 x.090 V5 2,000.00 5,758,64 2,340.05 2,791.86 2,00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W 10 2,93600 5,758.64 1,446.37 1,52541 2 20 x 0.090 1 C121313=1.125 x 0.799 x.090 W 9 1.276.76 7.826.93 2.936.00 2,952.02 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V6 2,354.72 7,826,93 3,054,58 4,085.04 2,02 x 0.102 1 C16BB= 1.125 x 1.025 x.102 we 3,630,87 41802.89 934.46 1,156.39 3.18 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 1,282,79 14,381.54 4,905.78 5,788.341 2.20 x 0.150 1 C28BB=1.125 x 1.344 x.150 Continued on Next Page... i STRESS ANALYSIS-PAGE 2 4-0 JobNumber_ Job Name na a Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV22I2019 8:02:24 AM NEW MILLENNIUM Locnfion: Joist DesoripGun_ Mark: Ill ill Ml- -T- ARLINGTON,WA Long Span 32LH3641250 J68 Web Design, Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld city Material V7 2,354.72 7,826,93 3,046.01 4,085.04 2.01 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W6 6,18069 7,826.93 1,633.04 2,95202 4.08 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 1,983.29 24,373.24 7,455.59 9,180.25 2.68 x 0.168 1 C38BA=1.125 x 1.845 x.199 V8 2,000.00 5,758.64 2,316.24 2,791.86 2,00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W4 8,73050 10,742.43 2,333.54 4,46135 4.56 x 0.129 1 C22BB=1.125 x 1.110 x.129 W3 2,432.01 24,373.24 9,067,06 10,274.21 3.26 x 0.188 1 C38BA=1.125 x 1.845 x.199 V1S 2,231.35 7,826.93 2,570.00 3,742.80 2.00 x 0.102 1 C16BB= 1.125 x 1,025 x.102 W2 12,661.24 14,381.54 3,345.97 5,754.90 5.68 x 0.150 1 C28BB= 1,125 x 1.344 x.150 I STRESS ANALYSIS -PAGE 3 �,7 Job Number. Tillb Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV22I2019 8:02:24 AM NEW MILLENNIUM Location: Joist Description: Mark: Rl Ill nINr, SY-Ml ARLINGTON,WA Long Span 32LH3641250 IJ68 TCX Design TCX Left TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R, Rnfd TCX Depth 3 112 TCX Depth 3 112 BPL Length 0-8 3/8 BPL Length 2-5 7/8 Clear Bearing 0-6 114 Clear Bearing 0-5 114 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-180 0.03 Reqd TL Def LIB4 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.02 Reqd LL Def L1120 0.00 Section Modulus 0.6283 Section Modulus 3,2104 Reqd SM 0.0097 Reqd SM 0.0000 Mom of Inertia 1.0766 Mom of Inertia 5.8925 Reqd MI 0,0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped(Reinforced) I � I - - - - ------ - - :I L _- - - - - - - - - - -- Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0-85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case W DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: ❑L+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0-85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0-85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Ba: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0-85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e, DL+CL+0-85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0,6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0-85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0,8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP i STRESS ANALYSIS-PAGE 1 G� Job Number: Job Name (]ate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/2019 9:36:16 AM NEW MILLENNIUM Location: Joist Description: Mark: HI I1,fllNr. ZV-aTPM4 ARLINGTON,WA Long Span 32LH3671250 J7 Geometry Base Length: Working Length; Joist Depth: Effective Depth: BC Panel Length: Shape: 49-8 318 149-4 318 32.00 30.35 9 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-7 318 2-5 TC Panel 1-6 2-0 First Half 2-4 2-4 First Dia . 4-11 318 4-9 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be In Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-8 318 L-BL Uniform (plf) LL(1) 250,00 250,00 TC + 0-0 49-8 318 L-BL Cone Load(Ibs) CL 1 420.00 0.00 TC + 15-0 21-0 L-OAL Gross Uplift(plf) W L(2) 100.00 100.00 TC 0-0 49-8 3/8 L-BL Cone Load(Ibs) SM(2) 990.00 0.00 TC - 15-0 21-0 L-OAL Conc Q any p (Ibs) LL 3) 2,000.00 0.00 BC + Axial(Ibs) SM(3) 1.700.00 0.00 TC + 0-0 0-0 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform If SM(3) 12.47 12.47 TC + 0-0 49-8 318 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-8 318 L-BL Conc Load(Ibs) CL(3) 420,00 0,00 TC + 15-0 21-0 L-OAL Conc Load(Ibs) SM(3) 990,00 0.00 TC + 15-0 21-0 L-OAL Stress Analysis Stanmry tnt_Panel TC: Max panel BC: Reaction LE. Reaction RE: Minimum Shear. Max TC Comp.: Max BC Tension 30.00 60.00 19,352.04 19,235.30 2,338.01 145,675.00 45,917.61 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W2 7,304.06 11,098,81 0.00 0.00 12,674.01 3,342.12 42.24 0-2 V1S 7,302.16 10,962.42 0.00 0.00 2,189.13 2,504.83 33.17 1-6 W 3 7,302.16 10,962.42 15.924.26 4,213.87 2.942.14 11,197.16 41.29 2-7 318 W4 7,301.94 22,930.06 15,924.26 4,213.87 10,037,13 2,650.24 42,68 4-11 318 V2 7,301.94 22,930.06 15,924.26 4,213.87 2,000.00 2,327.94 30-35 7-5 318 W5 7,301.94 22.930,06 29,028.98 7,653.74 2,298,73 8,747.09 42.68 7-5 318 W6 9,003.02 34,221,04 29,028.98 7,653.74 7,457.05 1,947.22 42.68 9-11 3/8 V3 9,003.02 34,221.04 29,028,98 7,653.74 2,000.00 2,345.17 30.35 12-5 3/0 W7 9,003.02 34,221.04 38,506.23 10,105.20 1,595.71 6,164.01 42.68 12-5 3/8 W8 10,960.27 41,884.56 38,506,23 10,105.20 4,873,96 1,244.20 42.68 14-11 3/8 V4 10,960.27 41,884.56 38.506.23 10,105.20 2,346.62 3,075.00 30.35 17-5 318 W 9 10,960.27 41,884.56 44,356.03 11,568.25 1,127.69 3,525.02 42.68 17-5 318 W10 11,929.12 45,675,00 44,356.03 11,568.25 3,287.34 1,127.81 42.68 19-11 3/8 V5 11,929.12 45,675.00 44,356.03 11,568.25 2,000.00 2,362.29 30.35 22-5 318 Will 11,929.12 45.675.00 45,917.61 12,042.89 1,596,36 3,287.34 42.68 22-5 3/8 W11 11,909.56 45,253.34 46,917,61 12,042.89 1,596,36 3,287.34 42.68 24-11 3/8 V6 11.909.56 45,253.34 45,917.61 12,042,89 2.000.00 2,362.17 30.35 27-5 318 W 10 11,909.56 45,253.34 43,682.21 11,529.1,21 3.2 7.34L 1,127.81 42.68 27-5 3/8 'Continued on Next Page.. STRESS ANALYSIS-PAGE 1 Job Number. JvL Name: safe Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111/27/2019 9:36:16 AM NEW MILLENNIUM Location: Joist Description: Mark R1,11 f'1Nr 1ViTPM-1 ARLINGTON,WA Long Span 32LH367/250 J7 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W9 10,901.59 41,204.22 43,682.21 11,529.12 1,127,69 3,525.02 42.68 29-11 3/8 V7 10,901 59 41,204.22 43,682.21 11,529.12 2,000.00 2,35627 30.35 32-5 31B W8 10,901.59 41.204.22 37,819.36 10,026.95 4,873.96 1,244.20 42.68 32-5 3/8 W7 8,905.21 33,527.63 37,819,36 10,026.95 1,595,71 6,164.01 42.68 34-11 3/8 V8 8,905,21 33,527.63 37,819.36 10,026 95 2,000.00 2,34460 30.35 37-5 318 W6 8,905.21 33,527.63 26,329.04 7,536.36 7,457.05 1,947.22 42.68 37-5 3/B W5 7,300.33 22,223.58 28,329.04 7,536.36 2,298.73 8,747.09 42.68 39-11 3/8 V9 7,300.33 22,223,58 28,329,04 7,536.36 2,000.00 2,327.13 30.35 42-5 318 W4 7,300.33 22,223.58 15,211.26 4,057.37 10,037.13 2,650.24 42,6B 42-5 3/B W3 7,300.10 10,516.62 15,211.26 4,057.37 2,942.14 11,197.16 41.29 44-11 318 V1S 7,300.10 10,516.82 0,001 0.00 2,026.96 2,311.06 30.76 47-8 3/8 W2 7,300.10 10,565.70 0.001 0.00 11,910.44 3,180.81 40.62 47-3 3/8 I i I x STRESS ANALYSIS-PAGE 2 Job Number Job Name: Oate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/2019 9:36:16 AM NEW MILLENNIUM Location: Jost Dltscriplion: Mark: ARLINGTON,WA Long Span 32LH3671250 J7 Chord Pro sties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0.9205 0,3885 1,1660 0,9928 0.8044 0,9432 A40B18= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1 1.3990 1 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis V. I Fy.- Fb.- Mom of Inertia.. LL 360: LL 240: Max Bridg TC' Max Bndg RC: 0.75 50.000.00 30,000.00 806.84 250.58 375.86 15-10 518 17-7 518 Top Chard Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 41.38 30.00 33.00 22.00 1.1250 Min Weld Lan 2X: Bending Load 367.00 367,00 367,00 367.00 367.00 0.5000 Axial Load 11,098.81 10,962.42 45,675.00 10,516.82 10,565,70 Max Load Fillers TC: fa 2,951.97 5,773.34 24.054.67 5,538.67 2,472.20 47,460.95 Maximum K Lh 41,18 106,50 38.61 84.94 56,63 Max Load no Fillers M, Fcr 41.952.36 21.570.71 42,550.81 28,672.43 37,801.98 41,742.10 Fa 25,171.43 12,942.43 25.530.49 17,203.46 22,681.19 508.03 yy; 08.03 F'e 1,152,609.13 141,667,20 479,049.41 222,698.58 858,059.94 8COAURyy. Cm 0.9987 0.9796 0.9664 0.9876 0,9986 423.42 Panel Point Moment 4,210.33 4,210.331 2.293.75 2,722.62 2,722.62 BC Stress: Mid Panel Moment 2,979.28 2,630.79 1,146.88 1,512.18 1,240.91 0.95 Panel Point fb 1,352.49 4,936.31 2,689.25 3,192.08 731,43 8CLURr. Mid Panel fb 957.04 1.623.48 707.74 933.18 333.37 146.1276 TC Shear Stress; Fillers 0 0 6 0 0 9,192.09 Panel Point Stress 4,304.46 10,709.65 26,743,92 8,730.74 3,203.63 BC Shear Stress: Mid Panel Stress 0.0926 0.4997 C).96561 0.3522 0.0663 13,675.57 Web Desl n Member Web Tension Allow Tension Web Comp Allow Cornp Weld Qty Material W2 12,674.01 14,381.54 3,342.12 6,600.22 5.69 x 0.150 1 C28BB=1.125 x 1.344 x.150 V15 2,189.13 7,826.93 2,504.83 3,832.68 2,00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,942.14 28,624.38 11,197.16 15,276.13 4 02 x 0.188 1 CW40BA= 1.5 x 1.926 x 218 W4 10,037.13 10,742.43 2,650.24 4,481.15 5.24 x 0.129 1 C2268=1.125 x 1.110 x.129 V2 2,000.00 5,758,64 2,327,94 2,818.97 2.00 x 0,090 1 C126B= 1,125 x 0.799 x.090 W5 2,298.73 24,373.24 8,747.09 9,22316 3 14 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,457.05 7,826.93 1,947.22 2,965.73 4.92 x 0.102 1 C16BB=I A25 x 1.025 x.102 V3 2,000.00 5,758.64 2,345,17 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,59571 16,730.22 6,164.01 6,468.81 2.63 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4.873.96 5,758.64 1,244.20 1,536.76 3.65 x 0.090 1 C121313=1.125 x 0.799 x.090 V4 2,346.62 7,826,93 3,075.00 4,107.05 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W9 1,127.69 8,984.69 3,525.02 3,604.25 2 01 x 0.118 1 C181313=1.125 x 1.035 x.118 W 10 3,287.34 4,802.89 1,127.81 1,164.99 2.88 x 0.077 1 C10AB=1.125 x 0.756 x,077 V5 2,000.00 5,758,64 2,362.29 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,59636 8,984.69 3,2$7.34 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 Will 1,596.36 6,984.69 3,287.34 3,604.25 2,00 x 0.119 1 C181313=1.125 x 1.035 x.118 V6 2,000.00 5,758,64 2,362,17 2,816.97 2.00 x 0,090 1 C12613= 1,125 x 0.799 x.090 W 10 3,28734 4,802.89 1,127.811 1,164 99 2 88 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,127.69 8,984.69 3,525.021 1 C180B=1.125 x 1.035 x.118 " Continued on Next Page.. STRESS ANALYSIS-PAGE 2 G� Job Number.. lob Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11I2712019 9:36:16 AM NEW MILLENNIUM Location: Joist Description: Mark: .11.1 1-r. -aY rp- ARLINGTON,WA Long Span 32LH3671250 J7 Web Design Continued.. Member Web Tension Allow Tension Web Camp Allow Comp Weld city Material V7 2,000.00 5,758.64 2,356.27 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 4,87396 5,758.64 1,244.20 1,536.76 3.65 x 0.090 1 C12BB=1.125 x 0.799 x.090 W7 1,595.71 16,730.22 6.164.01 6,468.81 2.63 x 0.158 1 C32BA=1.125 x 1.520 x.158 V8 2,000.00 5,758.64 2,344.60 2,818.97 2,00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W6 7,45705 7,826.93 1,947.22 2,96573 4.92 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 2,298.73 24,373.24 8,747.09 9,223.16 3.14 x 0.168 1 C38BA=1.125 x 1.845 x.199 V9 2,000.00 5,758.64 2,327.13 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 10,037.13 10,742.43 2,650,24 4,481.15 5.24 x 0.129 1 C22BB= 1,125 x 1.110 x.129 W3 2,942,14 28,624.38 11,197.161 15,276.13 4.02 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V15 2,026.96.1 5,758.64 2,311.06 2,769.16 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x,090 W2 11,910.441 14,381,54 .3,180,811 6,837.17 5,35 x 0.150 1 IC28BB= 1,126 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 �,,> Job Number.• Job Name: Date Run- 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/2019 9:36:16 AM NEW MILLENNIUM Location: Joist Description: (Nark: .,III'IN, 1 --, ARLINGTON,WA Long Span 32LH3671250 V TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 112 TCX Depth 3 112 BPL Length 1-10 1/2 BPL Length 2-4 1/4 Clear Bearing 0-4 318 Clear Bearing 0-4 518 BPL Material:2024-2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 367.00 Total Load 367.00 Reqd TL Def L180 0.00 Reqd TL Def 1-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L1120 0.00 Section Modulus 2.9622 Section Modulus 3,3812 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 5.7504 Mom of Inertia 6.2013 Reqd MI 0,0001 Reqd MI 0,0000 Seal Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) - - - - - -- - - - - - - - - -— L - - - - - - - - - - - - - - - - - Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0_85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 G� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11127120191:16:54 PM L MILLENNIUM Location: Joist Description: Mark: A1,❑ Mff r, -."STPMS ARLINGTQN,WA Long Span 32LH364/250 J71 t3eomet Base Length: Working Length: Joist Depth: Elfecit"Depth: BC panel Length; Shape: 44-8 44.4 132.00 30.57 8 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-5 318 3-2 518 TC Panel 2-0 2-0 First Half 2-0 2-0 �. First Diag. 4-5 318 5-2 518 Depth 132.00 32.00 Loads Load Type Category Loadl Load2 Position Direction LoclBe in SplEnd Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-8 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 44-8 L-BL Cone Load(Ibs) CL 1) 420.00 0.00 TC + 27-0 33-0 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC 0-0 44-8 L-BL Cone Load(Ibs) SM(2) 990,00 0,00 TC 27-0 33-0 L-OAL Uniform (plf) SM(3) 1 12,15 12.15 TC + 0-0 44-8 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC _ + 0-0 44-8 L-BL Axial Ibs SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Conc Load(Ibs) CL(3) 420,00 0,00 TC + 27-0 33-0 L-DAL Conc Load(Ibs) SM(3) 990.00 0.00 TC + 27-0 33-0 L-OAL Stress Analysis Surnmary Int.Panel TC: Max Penel BC: Reartion LE.- Rearfinn RE: Minimum Shear. Max TC Comp: Max BC Tension 30.00 60.00 8,235.24 18,376.83 12.094.21 36,508.52 136,362.69 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Cornp. Web Length PP Dist. W2 7,302.67 10,199.42 0.00 0.00 10,605.79 2,852.31 41.04 0-2 V1S 7,302.12 10,151.94 0,00 0.00 2,033.05 2,289.29 31.04 2-0 W3 7,302.12 10.151.94 12,527.87 3,365.05 2,429.36 9,056.29 38.87 2-5 318 W4 7,301.90 18,632.41 12,527,87 3,365.05 8,716.81 2,330.62 42,83 4-5 318 V2 1 7,301.90 18,632.41 12,527.87 3,365.05 2,000.00 2,313,4B 30,57 6-11 318 W5 7,301.90 18,632.41 23,844.03 6,384.35 1,980.37 7,441.91 42,83 6-11 3/9 W6 7,526.04 28,162,75 23,844.03 6,384.35 6,167,00 1,630.12 42,83 9-53/8 V3 7,526.04 28,162.75 23.844.03 6,384.35 2,000.00 2,327.90 30.57 11-113/8 W7 7,526.04 28,162.75 31,588.56 8.422.42 1,279.87 4,892.09 42.83 11-113/8 W8 9,073.50 34,121.46 31,588.56 8,422.42 3,617.19 934,13 42.83 14-5 318 V4 1 9.073-50 34,121.46 31,588.56 8,422.42 2,000.00 2,336.72 30.57 16-11 318 W9 9,073.50 34,121,46 35,761.45 9,479.28 1,277,97 2,93198 42.83 16-113/8 W10 9,639.75 36,508.52 35,761,45 9,479.28 2,933.98 1,434.33 42.8319-5318 V5 9,639.75 36,508.52 35,761.45 9,479.28 2,000.00 2,339.95 30.57 21-11 318 W10 9,639.75 36.508.52 36,362.69 9,554.91 2,933.98 1,434.33 42.83 21-11 3/8 W9 9,224.77 35,323.95 36,362,69 9,554.91 1,277.97 2,933.98 42.83 24-5 3/8 V6 9,224.77 35,323.95 36.362.69 9,554.911 2,354.721 3,054.44 30,57 26-11 318 W8 9,224.77 35,323.95 32,983,621 8,649.331 3,617.191 934.13 42,83 26-11 3/8 Continued on Next Page.. STRESS ANALYSIS-PAGE 1 G� Job Number: Job Nsme: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHDPGRGERS 11/27120191:1fi:54 PM L MILLENNIUM Location: Joist Description: Mark: Rl Ill r I 4YSTFMri ARLINGTON,WA Long Span 32LH3641250 J71 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W7 7,828.58 29,746.95 32,983.62 8,649.33 1,279.87 4,892.09 42.83 29-5 318 V7 7,828.5B 29,746.95 32,983.62 8,649.33 2,354.72 3,045.85 3057 31-11 318 W6 7,828.58 29,746.95 25,617,37 6,762.52 6,167.00 1,630.12 42.83 31-11 318 W5 7,300.38 20,594,87 25,617.37 6,762.52 1,980.37 7,441.91 42.83 34-5 318 V8 7,300.3B 20,594.87 25,617.37 6,76252 2,000.00 2,31607 30.57 36-11 318 W4 7,300.38 20,594.87 14,679.47 3,894.50 8,716.81 2,330.62 42.83 36-11 318 W3 7,300.15 11,379,91 14,679.47 3,894,50 2,429.36 9,056.29 38.87 39-5 318 V1S 7,300.15 11,379.91 0,00 0.00 2,217,04 2,550.77 33.89 42-8 W2 7,300.15 11.532.34 0.00 0.00 12,550.891 3,315.94 47.71 41-5 318 STRESS ANALYSIS-PAGE 2 Job Number. Job Name: date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV27120191:16.54 PM NEW MILLENNIUM Locabon: Joist description: Mark: p, I"IINr SYS TFM9 ARLINGTON,WA Long Span 32LH3641250 J71 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,8094 0,8160 0,3632 1,1905 0,8495 0,5383 0,9576 A38B18= 1.8750 x 2.5630 x.199 BC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A= 1.9380 x 0.176 Axial and Bending Analysis K. Fy. Fb Mom of Inert+a. LL 360: LL 24tl: Max Bridg TC. Max Bridg BC: 0.75 50.000.00 30,000.00 658.07 1282.15 1423.23 16-5 115-11518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Cfwrds: Length 22.00 29.38 30.00 38.63 22.00 Min Weld Md Len 2X: Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 10,199.42 10,151.94 36,508.52 11,379.91 11,532.34 Max Load Fillers TC: fa 2,932.72 6,279.04 22,580.73 7,038.54 2.889.01 40,564.69 Maximum K LIr 57.41 76.66 39.14 100.60 57,41 Max Load no Fillers TC Fcr 38,012.33 31,729.61 43,008.83 23,507.84 38,012.33 35,480.29 037.76 25,805.30 14,104.71 22.807.40 11ILIRyy: Fa 22,807.40 19, 446.87 Fe 924,470.50 220,862,66 376,454,94 127,744.16 872,935.75 8COAL/Ryy. Cm 0.9984 0.9858 0.9598 0.9725 0,9983 413.15 Panel Point Moment 2.102.82 2,245.88 2.275.00 3.873.39 3,873.39 BC stress: Mid Panel Moment 873.34 1,097.44 1,137,50 2,148.80 2,208,27 0.98 Panel Point fb 598.90 3,574.50 3,620.85 6,164.82 1,094.20 BC L/Rz: 168.5867 Mid Panel fb 313.49 865.95 897.55 1,695.53 623.82 TC Shear Stress: Fillers 0 0 2 0 0 10,291.59 Panel Point Stress 3.531.62 9,853.54 26,201,58 11203,36 3.983,20 BC shear stress: Mid Panel Stress 1 0.0752 0.35751 0.9047 0.5552 u851 16,234.32 Web Design Member Web Tension Allow Tension WebCornp Allow Comp Weld Qty Material W2 10,605.79 14,381,54 2,852.31 6,776.10 4.76 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,033.05 5,758.64 2,289,29 2,734.93 2.00 x 0,090 1 C126B= 1.125 x 0.799 x.090 W3 2,429.36 24,373.24 9,056.29 10,274 21 3 25 x 0.188 1 C38BA=1.125 x 1.845 x.199 W4 8,716,81 10,742.43 2,330.62 4,461.35 4.55 x 0.129 1 C22BB=1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,313.48 2,791.86 2.00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W5 1,980.37 24,373.24 7,441.91 9,18025 2 67 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 6,167.00 7,826.93 1,630.12 2,952.02 4.07 x 0.102 1 C16BB=1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,327.90 2,791.86 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,27987 14,381.54 4,892.09 5,78834 2 20 x 0.150 1 C28BB=1.125 x 1.344 x.150 W8 3,617.19 4.802.89 934.13 1,156.39 3.16 x 0.077 1 C10AB=1.125 x 0.756 x.077 V4 2,000.00 5,758.64 2,336.72 2,791.86 2.00 x 0.090 1 C12BB= 1,125 x 0,799 x.090 W9 1,27797 7,826.93 2,933.98 2,95202 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W 10 2,933.98 5,758,64 1,434.33 1,525.41 2.20 x 0.090 1 C12BB=1.125 x 0.799 x.090 V5 2,000.00 5,758.64 2,339.95 2,791.86 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 2,933.9E 5,758.64 1,434.33 1,525.41 2.20 x 0.090 1 C12BB=1.125 x 0.799 x.090 W9 1,277.97 7,826.93 2,933.98 2,952.02 2.00 x 0.102 1 C1688=1.125 x 1.025 x.102 V6 2,354.72 7,826,93 3,054,44 4,085.04 2.02 x 0,102 1 C168B= 1.125 x 1.025 x.102 we 3161719 4,802.89 934.13 1,156,39 3 16 x 0.077 1 1 IC10AB=1.125 x 0.756 x.077 W7 1,279,87 14,381.54 4,892.09 5,788.34 2.20 x 0.150 1 IC28BB=1.125 x 1.344 x.150 Continued on Next Page... STRESS ANALYSIS-PAGE 2 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C •SHOPORDERS 11/27120191:16.54 PM NEW MILLENNIUM Lucation: Juist Descriptiun: Mark: Fl Ill M-r, -TFM9 ARLINGTON,WA Long Span 32LH3641250 471 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld ()ty Material V7 2,354.72 7,826.93 3,045,85 4,085.04 2.01 x 0.102 1 C16BB= 1,125 x 1.025 x.102 W6 6,16700 7,826.93 1.630.12 2,952.02 4 07 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 1,980.37 24,373.24 7,441.91 9,180.25 2.67 x 0.168 1 C38BA=1.125 x 1.845 x.199 V8 2,000.00 5,758.64 2,316,07 2,791.86 2.00 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W4 8,716.81 10,742.43 2,330.62 4,461.35 4.55 x 0.129 1 C22BB=1.125 x 1.110 x.129 W3 2,429.36 24,373.24 9,056.29 10,274.21 3.25 x 0.188 1 C38BA=1.125 x 1.845 x.199 V15 2,217.04 7,826.93 2,550.77 3,763.57 2.00 x 0.102 1 C166B= 1,125 x 1,025 x.102 W2 12,550.89 14,381.54 3,315,94 5,809.66 5.63 x 0.150 1 C28BB= 1,125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 .Job Number: .Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27120191:16.54 PM NEW MILLENNIUM Location: Joist Description: Mark: A ti� SYSTFMr ARLINGTON,WA Long Span 32LH364/250 J71 TCX Deslgn TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 112 TCX Depth 3112 BPL Length 2-4 BPL Length 2-5 1/2 Clear Bearing 0-4 112 Clear Bearing 0-5 BPL Material:2024=2 x 2 x.248 BPL Material:203025=2 x 3 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L180 000 Reqd TL Def 1-180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def 1-1120 0.00 Reqd LL Def L1120 0.00 Section Modulus 2.7859 Section Modulus 3.2104 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 5.4368 Mom of Inertia 5.8925 Reqd MI 0,0001 Reqd MI 0.0000 Sear Type Lapped(Reinforced) Seat Type,Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: ❑L+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case A DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: ❑L+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Sb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 G� Job Number. Job Name: Oate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:50.35 AM NEW MILLENNIUM Location: Joist Description: Mark ^""1.N1. ^" T-1 ARLINGTON,WA I Long Span 32LH3641250 J72 t3eomet Base Length, Working Length: Joist Depth; EJfeotfve Depth: BC Panel Length: Shape; 44-7 518 44-3 WS 32.00 30.53 8 @ 5.0 Parallel Chords Variable Left End Right End BC Panel 2-5 318 3-2 114 '1111 111 I.J I I I 1"/1111111 11H I-III,I I I I I I I I I i I I I I I I IP1j-L�JJ11]1 I!l i l l l l l l l f TC Panel 2-0 2-0 First Half 2-0 2-0 First Diag. 4-5 318 5-2 114 Depth 132.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-7 518 L-BL Uniform (plf) ❑L(1) 114.00 114,00 TC + 0-0 44-7 5/8 L-BL Uniform (plf) CL(1) 24.00, 24.00 TC + 0-0 44-7 518 L-BL Conc Load(Ibs) CL(1) 420.00 0.00 TC + 27-0 33-0 L-DAL Gross Uplift(plf) WL(2) 100.00 100,00 TC 0-0 44-7 5/8 L-BL Conc @ any pp(Ibs) SM(2) 990.00 0.00 TC - Uniform (plf) SM(2) 45.00 45.00 TC 0-0 44-7 5/8 L-BL Conc Load(Ibs) SM(2) 990,00 0,00 TC 27-0 33-0 L-DAL Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM(3) 45.00 45.00 TC + 0-0 44-7 5/8 L-BL Conc @ any pp(Ibs) SM(3) 990.00 0.00 TC + Axial(Ibs) SM(3) 51600-00 0,00 TC + 0-0 0-0 L-BL Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 24.00 24.00 TC + 0-0 44-7 5/8 L-BL Uniform (plf) SM(3) 12.15 12.15 TC + 0-0 44-7 518 L-BL Conc @ any pp(Ibs) ILL(3) 2,000.00 0.00 BC + Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-7 5/8 L-BL Conc Load(Ibs) CL(3) 1 420.00 0,00 TC + 27-0 33-0 L-OAL Conc Load(Ibs) SM(3) 1 990.00 0.00 TC + 27-0 33-0 L-DAL Stress Ana"Is Summary Int.Panel TC: Max Panel BC: Reaction LE Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 30.00 60.00 8,761.00 18,902.94 12,225.74 138,818.98 138,646.44 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W2 9,002.67 13,658.21 0.00 0.00 11,288.48 3,128.44 41.01 0-2 V1S 9,002.13 13,584.68 0.00 0.00 2.033.13 2,721.06 31.00 2-0 W3 9,002.13 13,584.68 13,342.28 3,366.79 3,106.11 9,634.52 38.84 2-5 3/8 W4 9,001.90 21,560.37 13,342.28 3,366.79 9,273.32 3.244.09 42.81 4-5 318 V2 9,001.90 21,560.37 13,342.28 3,366.79 2,000.00 2,773.62 30.53 6-11 318 W5 9,001.90 21,560,37 25,386.42 6,386.93 2,937.40 7,913.49 42.81 6-11318 W6 9,001.65 29,978.97 25,386.42 6,386.93 6553.65 2,779.69 42.81 9-5 31B V3 9,001.65 29,978.97 25,386.42 6,386.93 2,000.00 2,796.49 30.53 11-11 3/8 W7 9,001.65 29,978.97 33,618.50 8,765.70 2,363.22 5,279.59 42.81 11-11318 W8 9,928.79 36,305.01 33,618.50 8,765.70 4,645.72 2,205.51 42.81 14-5 318 V4 9,928.791 36.305.O 11 33,618.501 8,765.701 2,000.001 2,810.471 30.53 16-11318 Continued on Next Page.. STRESS ANALYSIS-PAGE 1 G7 Job Number: JeG Name t]ate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:50:35 AM NEW MILLENNIUM Location: Joist Description: Mark: ^t.°I.", ARLINGTON,WA Long Span 32LH3641250 J72 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PIP Dist. W9 9,928.79 36,305,01 38,038.50 10,981.36 1,585.48 3,448.15 42.81 16-113/8 W 10 11,923 39 38,818.98 38,038.50 10,981 36 3,120.23 1,98746 4281 19-5 318 V5 11,923.39 38,818.98 38,038.50 10,981.36 2,000.00 2,815.57 30.53 21-11 3/8 W 10 11,923.39 38,818,98 38,646.44 11,926.09 3,120.23 1,987.46 42.81 21-11 3/8 W9 11,674 40 37,520.88 38,646.44 11,926 09 1,585.48 3,44815 42.81 24-5 318 V6 11,674.40 37,520.88 38,646.44 11,926.09 2,952.84 3,974.29 30.53 26-11 3/8 W8 11,674.40 37,520.88 36,033.11 10,347.61 4,645,72 2,205.51 42.81 26-113/8 W7 9,000.63 31,588.86 35,033.11 10,347.61 2,363,22 5,279.59 42.81 29-5 318 V7 9,000.63 31,588.86 35,033.11 10,347.61 2,952.84 3,961.62 30.53 31-11 318 W6 9,000.63 31,588.66 27,191.61 7,346.23 6,553.65 2,779.69 42.81 31-11318 W5 9,000.38 23,591.99 27,191.61 7,346.23 2,937,40 7,913.49 42.81 34-5 318 V8 9,000.38 23,591,99 27.191.61 7,346.23 2,000.00 2,777.56 30.53 36-11 318 W4 9,000.39 23,591.99 15,538.05 3,902.74 9,273.32 3,244.09 42.81 36-11318 W3 9,000.15 15,291.25 15,538.05 3,902.74 3,106.11 9,634.52 38.84 39-5 318 V1S 9,000.15 15,291.25 0.00 0,00 2,207.07 3,032.28 33.70 42-7 518 W2 9,000.15 15,519.88 O.00)j 0.00 1 13,267.27 4,139.611 47.40 41-5 3/8 STRESS ANALYSIS -PAGE 2 G� Job Number Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11122/2019 7:W:35 AM NEW MILLENNIUM Location: Joist Description: Mark: A,11,ni"r. -T- ARLINGTON,WA Long Span 32LH3641250 J72 Chord Pro roes Chard Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0,8160 0,3832 1,1905 0,8495 0,5383 0,9576 A38618= 1,8750 x 2.5630 x.199 BC 0-7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B=2.0780 x 0.188 Axial and Bending Analysis K.- Fy., Fb. Morn of Inertia: LL 360: LL 240: Max Bridg 7C.' Max Bridg BC 0.75 50.000.00 30,000.00 1708.23 304.30 1456.45 16-5 15-11314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between CI)ords: Length 22.00 29.38 30.00 38.25 22.00 1.1250 Min Weld Lan 2X: Bending Load 388,00, 388.00 388,00 388.00 388,00 0.5000 Axial Load 13,658.21 13,504.68 38,818.98 15,291.25 15,519.88 Max Load Fillers TC: fa 3.927.26 8.402.20 24.009.76 9.457.73 4,462.56 40,474.77 Maximum K Ur 57.41 76.66 39,14 99.82 57,41 Max Load no Fillers TC: Fcr 38,012.33 31,729.61 43,008.83 23,833.21 38,012.33 35,402.07 TC Fa 22,807.40 19,037.76 25,805.30 14,299.92 22,607.40 46.55- 446.55" CALIRyy: F'e 924,470.50 220,862,66 376,454,94 130,261.23 924,470,60 Bc0AURyy: Cm 0.9979 0.9810 0,9573 0.9637 0.9976 1395.80 Panel Point Moment 2,241.88 2,393.85 2,425.00 4,023.82 4,023.81 Bc stress: Mid Panel Moment 934.55 1,169.65 1,212.50 2,247.40 2,266.41 0.90 Panel Point fb 638.50 3,810.01 3,859.59 6,404.24 1,146.01 SCLlRz." 156.6171 Mid Panel fb 335.46 922.92 956.73 1,773.33 645.49 TC Shear Stress: Fillers 0 0 6 0 0 10,928.45 Panel Point Stress 4,565,76 12,212,21 27,869,36 15,861.97 5,608.57 Bc shear stress; Mid Panel Stress 0.0978 0.47131 0.9621 0.7216 0.1204 14,842.71 Web Desli n Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 11,288.48 14,381,54 3,128.44 6,780,43 5,07 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,033,13 5,758.64 2,721.06 2,739.65 2.04 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 3 3,106,11 24,373.24 9,634.52 10,282.96 3.46 x 0.188 1 C38BA=1.125 x 1.845 x.199 W4 9,273.32 10.742.43 3.244.09 4.464.88 4,84 x 0.129 1 C22BB=1.125 x 1.110 x.129 V2 2,000.00 6,758.64 2,773.62 2,796.68 2.08 x 0.090 1 C12BB= 1.125 x 0,799 x.090 W5 2,937.40 24,373.24 7,913.49 9,18789 2 84 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 6,553,65 7,826.93 2,779.69 2,954.46 4.33 x 0.102 1 C161313=1.125 x 1.025 x.102 V3 2,000.00 6,758.64 2,796.49 2,796.68 2.09 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 2,36322 14,381.54 5,279.59 5,792.94 2.37 x 0.150 1 C28BB=1.125 x 1.344 x.150 W8 4,645.72 7,826.93 2,205.51 2,954.46 3.07 x 0.102 1 C161313=1.125 x 1.025 x.102 V4 2,000.00 7,826.93 2,810,47 4,088.95 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W9 1,58546 81984.69 3,448.15 3,59051 2 00 x 0.118 1 C18138=1.125 x 1.035 x.118 W 10 3,120.23 7,826,93 1,987.46 2,954.46 2.06 x 0.102 1 C1613113=1.125 x 1.025 x.102 V5 2,000.00 7,826.93 2,815.57 4,088.95 2.00 x 0.102 1 C168B= 1.125 x 1.025 x.102 W 10 3,120.23 7,826.03 1,987.46 2,954.46 2 06 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 1,585,48 8.984,69 3,448,15 3,590.51 2.00 x 0.118 1 C188B=1.125 x 1.035 x.118 V6 2,952.84 7,826,93 3,974,29 4,088.95 2,62 x 0.102 1 C166B= 1,125 x 1,025 x.102 W8 4,645 72 7,826.93 2,205.51 2,95446 3.07 x 0.102 1 C16BB=1.125 x 1.025 x.102 W7 1 2,363.221 14,381.541 5,279.59 5,792.94 2,37 x 0.150 1 C28BB=1 A25 x 1.344 x.150 Continued on Next Page.. STRESS ANALYSIS-PAGE 2 !� Job Number Job Name: t7ate Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS I V2212019 7:50:35 AM NEW MILLENNIUM Location: toysr Description: Mark: A, ti� SYriTFM9 ARUNGTON,WA Long Span 32LH3641250 J72 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material V7 2,952.84 7,826.93 3,961.62 4,088.95 2.62 x 0.102 1 C16613= 1,125 x 1.025 x.102 W6 6,553.65 7,826.93 2,779.69 2,954.46 4 33 x 0.102 1 C16BB=1.125 x 1.025 x_102 W5 2,937.40 24,373.24 7,913.49 9,187.89 2.84 x 0.188 1 C38BA=1.125 x 1.845 x.199 V8 2,000.00 5,758.64 2,777.56 2,796.68 2,08 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 9,27332 10,742.43 3,244.09 4A64 88 4.84 x 0.129 1 C22BB=1.125 x 1.110 x.129 W3 3,106.11 24,373.24 9,634.52 10,282.96 3.46 x 0.188 1 C38BA=1.125 x 1.845 x.199 V1S 2,207.07 7,826.93 3,032.28 3,782.23 2.00 x 0.102 1 C166B= 1.125 x 1.025 x.102 W2 13,267.27 14,381,54 4,139.61 5,854.26 5.96 x 0.150 1 C28BB= 1.125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 G� Job Number Job Marne Date Ran: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS I V2212019 7:50:35 AM NEW MILLENNIUM Location: Jcrrsr Description: Mark R ti� SVSTFM9 ARLINGTON,WA Long Span 32LH3641250 IJ72 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 112 BPL Length 2-4 1/4 BPL Length 2-4 3/4 Clear Bearing 0-4 518 Clear Bearing 0-4 314 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L180 000 Reqd TL Def L180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def 11-1120 0.00 Reqd LL Def 1-1120 0.00 Section Modulus 2,7859 Section Modulus 2,7859 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 5.4368 Mom of Inertia 5.4368 Reqd MI 0,0001 Reqd MI 0.0000 Neat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case A DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Sa: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case Be: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be-, DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number: Job Nei e: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:49.46 AM NEW MILLENNIUM Location: Joist Descriplion: Mark: „„ --M� ARLINGTON,WA Long Span 32LH3641250 J73 Geometry Base Length: Working Length: Joist Depth: Effective Depth., BG Panel Length: Shape: 44-7 518 44-3 518 132.00 30.53 8 @ 5-0 1 Parallel Chords Variable Left End Ri ht End BC Panel 2-5 318 3-2 114 TC Panel 2-0 2-0 i i i i i First Half 2-0 2-0 First Dia . 4-5 318 5-2 114 Depth 132.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-7 518 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-7 5/8 L-BL Conc @ any p (Ibs) CL(1) 200.00 0.00 TC + Uniform (plf) CL(1) 24.00 24.00 TC + 0-0 44-7 5/6 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC 0-0 44-7 5/8 L-BL Conc V.any pp(Ibs) SM(2) 990.00 0.00 TC - Uniform (plf) SM(2) 45.00 45.00 TC - 0-0 44-7 518 L-BL Conc @ any pp(lbs) SM(3) 990.00 0.00 TC + Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM(3) 45.00 45.00 TC + 0-0 44-7 518 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0,00 BC + Conc @ any pp(Ibs) CL(3) 200.00 0,00 TC + Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-7 518 L-BL Uniform (plf) CL(3) 24.00 24,00 TC + 0-0 44-7 5/8 L-BL Axial(Ibs) SM(3) 1 51600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM(3) 12.151 12.15 TC + 0-0 44-7 516 L-BL Stress Analysis Summary int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Mill Shear: Max TC Comp,: Max BC Tension 30.00 60.00 8,792.51 8,793.47 2,198.37 38,254.83 37,850.10 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,302.67 11,548.53 0.00 0.00 11,330.79 2,851.86 41.01 0-2 V1S 7,302.13 11.474.99 0.00 0.00 2,090.30 2,917.76 31.00 2-0 W3 7,302.13 11,474.99 13,231.39 3,366.79 2,428.58 9,650.16 38.84 2-53/8 W4 1 7,301.90 19,665.22 13,231.39 3,366.79 9,290.55 2,329.91 42.81 4-5 318 W5 7,301.90 19,665.22 25,146.03 6,386.93 1,980.66 7.900.63 42.81 6-113/8 W6 7,528.56 29,673,82 25,146,03 6,386.93 6,540.79 1,822.94 42.81 9-53/8 W7 7,528-56 29.673.82 33,248.60 8,424.57 1,508.41 5,149.28 42.81 11-113/8 W8 9,074.96 35,870.36 33,248.60 8,424.57 3,980.72 1,350.70 42.81 14-5 3/8 W9 9,074.96 35,870,36 37,539,10 9,479.73 1,251.40 3,081.87 42.81 16-11318 W10 9,638.87 38,254.83 37,539,10 9,479.73 3,081.87 1,305.29 42.81 19-5318 W10 9,638.87 38,254.83 37,850,10 9,552.39 3,081.87 1,305.29 42.81 21-11318 W9 9,220.29 36,463.29 37,850.10 9,552.39 1,251,40 3,081.87 42.81 24-5 318 W8 9,220,29 36,463.29 34,123,46 8,642.56 3,980.721 1,350.70 42.81 26-11318 W7 7,819.221 30,830,621 34,123.46 8,642.56 1,508,411 5,149.281 42.81 29-5 3/8 Continued on Next Page... STRESS ANALYSIS-PAGE 1 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:49:46 AM NEW MILLENNIUM Location: Joist Description: Mark: A, ti� SYriTFM9 ARLINGTON,WA Long$pan 32LH3641250 J73 Stress Anal sls SummarV,Continued... Member TC Tension TIC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W6 7,819.22 30,830,62 26,584.76 6,750.24 6,540,79 1,822.94 42.81 31-11318 W5 7,300.3B 21,385.89 26,584.76 6,75024 1,980.66 7,900.63 4281 34-5 318 W4 7.300.38 21,385.89 15,233.99 3,875.43 9,290.55 2,329.91 42.81 36-11318 W3 7,300.15 12,697.27 15,233.99 3,875.43 2,428,58 9,650.16 38.84 39-5 318 V1S 7,300.15 12,697.27 0.00 0.00 2.207.07 3,246 61 33 70 42-7 518 W2 7,300.15 12,925,901 0.00 0.00 1 13,097.341 3,296.041 47.40 41-5 318 Standard Verticals Member Position Max Tension I Max Com . Length V2 L Interior 1 2,000.001 3,009.20 30.53 STRESS ANALYSIS -PAGE 2 G� Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:49:46 AM L MILLENNIUM Location: Joist Description: Mark: R1 II,n-r. -T- ARLINGTON,WA Long Span 32LH3641250 J73 Chord Pro rtles Chord Area Rx Rz Ry Y Ix {] Material TC 0,8084 0,8160 0,3832 1,1905 0,8495 0.5383 0,9576 A38B18= 1.8750 x 2.5630 x.199 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A3613=2.0780 x 0.188 Axial and Bending Analysis K: Fy.1 Fb: Mom of lnerria LL 360- LL 240: Max Bridg TC., Max Bridg BC: 0.75 50,000.00 130,000.00 708.23 304.30 1456.45 16-5 17-10114 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.00 29.38 30.00 38.25 22.00 1.1250 Min Weld Lan 2X: Bending Load 388.00 388.00 388.00 388.00 388,00 0.5000 Axial Load 11,548.53 11,474.99 38,254.83 12,697.27 12,926,90 Max Load Fillers TC: fa 3,320.64 7,097.35 23,660.83 7,853.33 3,716.69 40,474.77 Maximum K L/r 57,41 76.66 39,14 99.82 57,41 Max Load no Fillers TC: Fcr 38,012.33 31,729.61 43,008.83 23,833.21 38,012.33 35,402.07 TC Fa 22,807.40 19,037.76 25.605.30 14,299.92 22.807.40 446.55 yy: 46.55 F'e 924,470.50 220,862.66 376,454,94 130,261.23 924,470.60 8COAURyy.. Cm 0,9982 0.9839 0.9579 0.9699 0.9980 395.80 Panel Point Moment 2,241.88 2,393.85 2,425.00 4,023.82 4,023.81 BC stress: Mid Panel Moment 934.55 1,169.65 1,212.50 2,247.40 2,266.41 0.88 Panel Point fb 638.50 3,810.01 3,859.59 6,404.24 1,146.01 8CLIRz: 156.6171 Mid Panel fb 335,46 922.92 956.73 1,773.33 645.49 'fC Shear Stress: Fillers 0 0 6 0 0 101788.48 Panel Point Stress 3.989.14 10,907.36 27,520,42 14,257,58 4,862,70 BC Shear stress, Mid Panel Stress 0.08451 0.4025 0.94861 0.6084 0.1041 14,652.61 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 11,330.79 14,381.54 2,851,86 6,780.43 5,09 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,428.58 24,373.24 9,650.16 10,282.96 3,47 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,29055 10,742.43 2,329.91 4,464.88 4.85 x 0.129 1 C22BB=1.125 x 1.110 x.129 W5 1,980.66 24,373.24 7,900.63 9,187.89 2.84 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 6,540.79 7,826.93 1,822,94 2,954.46 4.32 x 0,102 1 C16BB= 1.125 x 1.025 x.102 W7 1,50841 14,381.54 5,149.28 5,79294 2.31 x 0.150 1 C28BB=1.125 x 1.344 x.150 W8 3,980.72 5,758.64 1,350.70 1,527.43 2.98 x 0.090 1 C12BB=1.125 x 0.799 x.090 W9 1,251.40 8,984,69 3,081.87 3,590.51 2.00 x 0.118 1 C186B= 1.126 x 1.035 x.118 W 10 3,081 87 5,758.64 1,305.29 1,52743 2.31 x 0.090 1 C12BB=1.125 x 0.799 x.090 W 10 3,081.87 5,758.64 1,305.29 1,527.43 2,31 x 0.090 1 C12BB=1.125 x 0.799 x.090 W9 1,251.40 8,984.69 3,081.87 3,590.51 2.00 x 0.118 1 C186B= 1.125 x 1.035 x.118 W8 3,980.72 5,758.64 1.350.70 1,52743 2 98 x 0.090 1 C12BB=1.125 x 0.799 x.090 W7 1,508.41 14,381,54 5,149.28 5,792.94 2.31 x 0.150 1 C28BB=1.125 x 1.344 x.150 W6 6,540.79 7,826,93 1,822.94 2,954.46 4.32 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 1,98066 24,373.24 7,000.63 9,187.89 2.84 x 0.188 1 C38BA=1.125 x 1.845 x.199 W4 9,290.55 10,742.43 2,329,91 4.464.88 4,85 x 0.129 1 C22BB=1.125 x 1.110 x.129 W3 2,428.58 24,373,24 9,650,16 10,282.96 3.47 x 0.188 1 C38BA= 1,125 x 1,845 x,199 W2 13,097.34 14,381.54 3,296.04 5,85426 5 88 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1 2,207,07 7,626.93 3,246,61 4,042.671 2,00 x 0.102 1 C1613113=1.125 x 1.025 x.102 V2 2,000.00 7,826,931 3,009.20 4,088.951 2.00 x 0,102 1 IC16BB= 1.126 x 1.025 x.102 STRESS ANALYSIS-PAGE 3 G� Job Number: Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 7:49:46 AM L MILLENNIUM Location: luysf Descrip[iun: Mark: ARLINGTON,WA Long Span 32LH3641250 J73 TCX Design TCX Left TCX Right TCX Length 0-0 318 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 112 TCX Depth 3112 BPL Length 2-4 3/8 BPL Length 2-4 3/4 Clear Bearing 0-4 518 Clear Bearing 0-4 314 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-180 000 Reqd TL Def 1-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L1120 0.00 Section Modulus 2.7859 Section Modulus 2,7859 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 5.4368 Mom of Inertia 5.4368 Reqd MI 0,0001 Reqd MI 0,0000 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) I Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0,75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 6a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0,75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 6d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 5g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,8(TL)+SM-AX+FEM Case 6c, DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 G� Job Number: Job Name: Oate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22(2019 7:48:11 AM NEW MILLENNIUM Location: Joist Description: Mark: m n,1-1.. -mrP- ARLINGTON,WA Long Span 32LH3641250 J74 Geometry Base Length: Working Length: Joist Depth, ElfeOve Depfh: BC Panel Length: Shape: 44.7 518 44-3 518 32.00 3D.70 8 @ 5.0 Parallel Chords Variable Left End Right End BC Panel 2-5 318 3-2 114 TC Panel 2-0 2-0 �� First Half 2-0 2-0 I I First Ding. 4-5 318 5-2 114 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 44-7 518 L-BL Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-7 5/8 L-BL Cone @ any pp(Ibs) CL(1) 200.00 0.00 TC + Gross Uplift(plf) W L(2) 100.00 100.00 TC - 0-0 44-7 518 L-BL Axial(Ibs) SM(3) 5,600.00 0,00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Uniform (plf) SM(3) 12.15 12.15 TC + 0-0 44-7 518 L-BL Conc @ any pp(Ibs) CL(3) 200.00 0.00 TC + Uniform (plf) CL(3) 114,00 114.00 TC + 0-0 44-7 518 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC: Reaction LE: Reartinn RE: Minimum Shear: Max TC Comp,. Max BC•f ensron 30.00 60.00 8,260.88 8,261.85 2,065.46 135,752.28 35,370.33 Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W2 5,602.66 8,078.07 0.00 0.00 10,621.41 2,845.18 41.13 0-2 V1S 5,602.11 8,030.79 0.00 0.00 2,032.81 2,492.01 31.16 2-0 W3 5,602.11 6,030.79 12,357.96 3,349.06 2,423.70 9,049.10 38.96 2-5 318 W4 5,601.89 18,368.08 12,357.96 3,349.06 8,708,83 2,323.89 42.92 4-5 3/8 W5 5,601.89 18,368.08 23,488.85 6,353.30 1,974.33 7,406.3E 42.92 6-11 3/8 W6 7,488.93 27,720.26 23,488,85 6,353.30 6,133.96 1,624.76 42.92 9-5 318 W7 7,488.93 27,720,26 31,062.31 8,380.22 1,275,19 4,829.94 42.92 11-113/8 W8 9,027,19 33,514.99 31,062.31 8,380.22 3,557.51 932.32 42.92 14-5 318 W9 9,027.19 33,514.99 35,078.32 9,429.82 1,248.17 2,888.07 42,92 16-113/8 W10 9,588.13 35,752.28 35,078,32 9,429.82 2,888.07 1,248.31 42,92 19-5 3/8 W10 91588.13 35,752.28 35,370.33 9,502.10 2,888.07 1,248.31 42.92 21-11 318 W9 9,171.75 34,070.11 35,370.33 9,502.10 1,248.17 2,888.07 42.92 24-5 318 W8 9,171.75 34,070.11 31,880.63 8,597.07 3,557,51 932.32 42.92 26-11 3/8 W7 7.778-05 28,801.58 31.880.53 8.597.07 1,275.19 4.829.94 42.92 29-5 3/0 W6 7,778.05 28,801.58 24,833.28 6,714.71 6,133.96 1,624.76 42.92 31-11 3/8 W5 5,600.38 19,975.61 24,833.28 6,714.71 1,974.33 7,406,38 42.92 34-5 318 W4 5,600,3E 19,975.61 14,228.59 3,855.03 8,708.83 2,323.89 42.92 36-11 316 W3 5,600.15 8,821.65 14,228.59 3,855,03 2,423.70 9,049.10 38.96 39-5 3/8 V1S 5,600.15 8,821.65 0,00 0,00 2,205.00 2,755.32 33.84 42-7 518 W2 5.600,151 9,245.85 0.00 0.00 12,268.44 3,285.91 47.50 41-5 318 Standard Verticals Member I Position Max Tension I Max Comp. I Length V2 1 Interior 1 2,000.001 2,539.65 3070 STRESS ANALYSIS-PAGE 2 G� Job Number. Job Name: Gate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 7,48:11 AM NEW MILLENNIUM Location: Joist Descriplron: Mark: Rl Ill--r, SYRr- ARLINGTON,WA Long Span 32LH3641250 J74 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,7132 0,7206 0,3726 1,21 T5 0.72T5 0.3704 0,9837 A36B18= 1.8750 x 2.2610 x.188 BC 0.6209 0.6011 1 0.3559 12877 0.5763 0.2243 1.0000 A34A = 1-9380 x 0.176 Axial and Bending Analysis K.. Fy., Fb: Mom of Inertia: LL 360: LL 240: Max Bridg 7C: Max Sridg BC: 0.75 50.000.00 30,000.00 1626.71 269.28 1403.91 16-9112 1"118 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Len th 22.00 29.38 30.00 38.25 22.00 Min Weld Md Len 2X: Bending Load 364.00 364,00 364.00 364.00 364,00 0.5000 Axial Load 8,078.07 8,030.79 35,752.28 8,821,65 9,245.85 Max Load FillersTC- fa 2.457.28 5.630.11 25.064.69 6.184.55 2.812.51 36,143.67 Maximum K Lfr 59.04 78,84 40,26 102.66 59,04 Max Load no Fillers TC: Fcr 38,275.76 31,454.02 43,772.09 23,048.45 38,275.78 31.253.16 Fa 22,965.47 18,872.41 26.263.25 13,829.07 22,965.47 TCOAL1Ryy: 436.66 F'e 948,756.63 172,238,61 293,576.47 101,583.65 948,756.63 8COAURyy. Cm 0,9987 0,9837 0.9428 0,9696 0,9985 1412.86 Panel Point Moment 2,116.59 2,242.21 2.275.00 3,843.88 3.843.88 BC Stress: Mid Panel Moment 868.76 1,092.39 1,137.50 2,084.21 2,183.68 0.95 Panel Point fb 617.04 4,702,03 4,770.80 8,060.83 1,120.58 SCL/Rz: Mid Panel fb 323.25 1.072.78 1.117.08 2,046.79 636.60 168.5867 TC Shear Stress: Fillers 0 0 6 0 0 12,288.06 Panel Point Stress 3,074.32 10,332.14 29,835.50 14,245,38 3,933.10 BC Sheer Stress: Mid Panel Stress 0.0645 0.3319 0.9914 0.5138 0.0829 15,989.38 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 10,621.41 14,381.54 2,845.18 6,762,75 4.77 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,423.70 24,373.24 9,049.10 10,247.25 3.25 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 8,70883 10,742.43 2,323.80 4,450.46 4.55 x 0.129 1 C22BB=1.125 x 1.110 x.129 W 5 1,974.33 24,373.24 7,406.38 9,156.67 2,66 x 0.188 1 C388A=1.125 x 1.845 x.199 W6 6,133.96 7,826,93 1,624.76 2,944.49 4.05 x 0.102 1 C166B= 1.125 x 1.025 x.102 W7 1,27519 14,381.54 4,829.94 5,77414 2 17 x 0.150 1 C28BB=1.125 x 1.344 x.150 W8 3,557.51 4,802.89 932.32 1,151.69 3.11 x 0.077 1 C10AB=I A25 x 0.756 x.077 W9 1,248.17 7,826,93 2,888,07 2,944.49 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 10 2,88807 5,758.64 1,248.31 1,519.22 2 16 x 0.090 1 C12BB=1.125 x 0.799 x.090 W 10 2,888.07 5,758.64 1,248.31 1,519,22 2.16 x 0.090 1 C128B=1.125 x 0.799 x.090 W9 1,248.17 7,826.93 2,888.07 2,944,49 2.00 x 0,102 1 C16BB= 1.125 x 1.025 x.102 W8 3,55751 4,802.89 932.32 1,151,69 3.11 x 0.077 1 C10A13=1.125 x 0.756 x.077 W7 1,275.19 14,381.54 4,829.94 5,774.14 2.17 x 0.150 1 C28BB=1.125 x 1.344 x.150 W6 6,133.96 7,826,93 1,624.76 2,944.49 4.05 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 1,97433 24,573.24 7,406.38 9,15667 2 66 x 0.188 1 C38BA=1.125 x 1.845 x.199 W4 8,708.83 10,742.43 2,323.69 4,450.46 4.55 x 0.129 1 C228B=1.125 x 1.110 x.129 W3 2,423.70 24,373.24 9,049,10 10,247.25 3.25 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W2 12,268 44 14,381.54 3,285.91 5,839.38 5.51 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1 2,205700 7,826.93 2,755.321 3,768.2131 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,000.001 5,758,64 2,539.651 2,777.021 2.00 x 0,090 1 C12BB= 1.125 x 0.799 x.090 STRESS ANALYSIS-PAGE 3 G� Job Number: job Name: Date Run: 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11I2212019 7:48:11 AM NEW MILLENNIUM Location: Joist Description: Mark: A 11L 11— riYriTF ARLINGTON,WA Long Span 32LH3641250 J74 TCX Design TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd TCX Depth 3112 TCX Depth 3112 BPL Length 2-4 114 BPL Length 2-4 7/8 Clear Bearing 04518 Clear Bearing 0-4 718 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L180 0.00 Reqd TL Def L180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L1120 0.00 Section Modulus 2,6876 Section Modulus 2,6876 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 5.2742 Mom of Inertia 5.2742 Reqd MI 0.0001 Reqd MI 0,0000 Seat Type:Lapped(Reinforced) `.feat Type:Lapped(Reinforced) I Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: ❑L+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+1NL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0,75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case Be: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case Sf: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 G7 Job Number_- Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHDPDRDERS 11/22/2019 9:37:13 AM L MILLENNIUM Location: Joist Descripliun: Mark Rl 11L Ml- -T- ARLINGTON,WA Short Span Crimp 10KA3641250 J75 Geom2try Base Length: Working Length; Joist Depth. EffeOve Depth: 8C Panel Length: Shape: 9-7 718 9-3 718 1 10.00 1 8.88 2 4-0 1 Parallel Chords Variable Left End Right End BC Panel 1-8 1-4 TC Panel 1-0 1-0 First Half 1-2 1-6 First Diag. 2-10 2-10 Depth 10.00 10.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 9-7 7/8 L-131- Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 9-7 718 L-BL Gross Uplift(plf) W L 2) 100.00 100.00 TC - 0-0 9-7 718 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 9-7 718 L-BL Uniform (plf) SM(3) 12.16 12,15 TC + 0-0 9-7 7/8 L-BL Conc @ any p Ibs) LL(3) 2,000,00 0.00 BC + Axial(lbs) I SM(3) 1 7,400.00 0.00 TC + 0-0 070 L-BL Stress Analysis Summary lnt.Panel TC: Max Panel BC.- Reaction LE. Reaction RE: Minimum Shear: Max TC Comp Max BC Tension 24.00 42A 2,425.89 12,477.35 1619.34 112,079.93 4,968.11 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Camp. Web Length PP Dist. W2 7,442.89 8,485.97 0.00 0.00 5,372.10 1,100.03 20.07 0-2 V1S 7,421.96 8.414.02 0.00 0.00 2.716.14 2,902.07 11.95 1-0 W3 7,421.96 8,414.02 4,968.11 1,199.92 1,110.49 3,148.56 16.581-8 W4 7,413.07 12,079.93 4,968.11 1,199.92 4,382.20 1,714.23 25-59 2-10 W4 7,413.07 12,079,93 4,956.00 1,197.10 4,382.20 1,714.23 25.59 4-10 W3 7,403.25 8,181.64 4,956.00 1,197.10 1,225.78 3,929.71 20.07 6-10 V1S 7,403.25 8,181.64 0,00 0.00 2,182.30 2,351.29 9.68 B-7718 W2 7,403.25 8,237,10 0.00 0,00 4,509.21 902.80 16.47 8-4 Standard Verticals Member Position Max Tension Max Comp. Length V2 I Interior 1 2,000.001 2,236.37 8.88 STRESS ANALYSIS-PAGE 2 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 9:37:13 AM NEW MILLENNIUM Location: Joist Descriplion: Mark: Rl III r'IINr SYSTFM9 ARLINGTON,WA I Short Span Crimp 10KA3641250 J75 Chord Pro ertles Chord Area Rx Rz Ryy Y Ix Q Material TC 0,7132 0,7206 0,3726 1,2175 0,7275 0,3704 1 0.9837 IA36B18= 1,8750 x 2,2810 x.188 BC 0.2597 0.4298 0.2574 1.0513 0.3969 0.0460 1 0-9471 JA1613= 1.3750 x 0.102 Axial and Bendin Ay rialysis K.- Fy., Fb: Mom of lneri+a: t1360: tL 240: Max Bridg TC Max Bridg BC: 0.75 50.000.00 30,000.00 30.83 11421.46 2,132.19 116-2318 121-0318 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 10.00 22.00 24.00 21,88 10.00 1.1250 On Weld Len 2X. Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 8,485.97 8,414.02 12,079.93 8,181.64 8,237.10 Max Load FlNers TC: fa 5,949.22 5,698.78 8,468.82 5,735.66 2,166.86 38,276.20 Maximum K Ur 27.60 59.04 48,31 58.71 27,80 Max Load no Fillers TC: Fcr 46,525.23 38,275,78 41,583.68 38,384.68 46,525,23 34,871.27 TC Fa 27,915.14 22,965.47 24.950.21 23,030.81 27,915.14 !)I.gg Ryy: 91.89 F'e 1,486,230.88 307,072,60 458,713.25 310,591.91 4,451,246,00 13COAuRyy. Cm 0.9960 0.9904 0.9876 0,9908 0.9998 106.41 Panel Point Moment 841.71 1,434.46 1,456.00 1,358.79 1,094.03 BcStress: Mid Panel Moment 539.16 697,08 728.00 587.96 701.04 0.32 Panel Point fb 1,765.12 3,008.13 3,053.31 2,849.44 275.43 BCLrRz: 163.1702 Mid Panel fb 1,130.65 684.57 714.93 577.41 176.49 TC Shear Stress: Fillers 0 0 0 0 0 3,930.19 Panel Point Stress 7,714.34 81906.91 11,522,14 8,585,31 2.442,29 BC Shear Stress: Mid Panel Stress 0.2473 0.2780 0.3614 0.2668 0,0448 11,683.90 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 5,372,101 7,826.93 1,100.03 5,338.46 3,55 x 0.102 1 C16BB=1.125 x 1.025 x.102 W 3 1,110.49 4,802,89 3,148,56 3,469.93 2.75 x 0.077 1 C10AB= 1,125 x 0.756 x.077 W4 4,382.20 4,802.89 1,714.23 2,713.21 3 83 x 0.077 1 C10AB=1.125 x 0.756 x.077 W4 4,382.20 4,802.89 1,714.23 2,713.21 3,83 x 0.077 1 C10AB=1.125 x 0.756 x.077 W3 1,225.78 7,826.93 3,929.71 5,216.43 2.59 x 0,102 1 C16BB= 1.126 x 1.025 x.102 W2 4,50921 5,758.64 902.80 4,299 13 3 37 x 0.090 1 1 1C12BB=1.125 x 0.799 x.090 V1 2,716.14 5,758,64 2,902,07 4,647.161 2.17 x 0.090 1 1 1 C128B=1.125 x 0.799 x.090 V2 2,000.001 4,802,89 2,236.37 4,109.591 2.00 x 0.077 1 1 ICIOAB= 1.125 x 0.756 x.077 Jl STRESS ANALYSIS -PAGE 3 G� Job Number Job Name: Gale Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 9:37.13 AM NEW MILLENNIUM Location: Joist Description: Mark: R -11 rY-TFM9 ARLINGTON,WA Short Span Crimp 10KA364/250 J75 TCX Design TCX Left _ _ TCX Right TCX Length 0-2 3/8 TCX Length 0-0 TCX Type R TCX Type R, Rnfd_ TCX Depth 3 112 TCX Depth 3 1/2 BPL Length 0-6 3/8 BPL Length 1-5 1/4 Clear Bearing 0-8 118 Clear Bearing 0-6 518 BPL Material:2024=2 x 2 x.248 BPL Material:2525=2 112 x 2112 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 0.03 Reqd TL Def 1-180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def 1-1120 0.02 Reqd LL Def 1-/120 0.00 Section Modulus 0.4769 Section Modulus 2.9388 Reqd SM 0.0097 Reqd SM 0.0000 Mom of Inertia 0.7408 Mom of Inertia 5.9119 Reqd MI 0.0009 Reqd MI 0.0000 Seat Type:Lapped Seat Type lapped(Reinforced) I I I I I I I I - -- - - - - - - - - - - - L Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: ❑L+CL+0-85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Ba: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Sb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case Bd: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case Bf: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0-85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a. 1.2(DL)+0,5(LL)+0.B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0.B(TL)+SM-AX+FEM Case 6c: ❑L+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 Job Number Job Name: Date Run_ 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/2019 9:36:40 AM NEW MILLENNIUM Location: Joist Descriplion: Mark: �,,,,r„ti� 4v4TRM4 ARLIN(iTQN,WA Long Span 32LH3671250 J8 GeornetrV Base Length: Working Length: Joist Depth: Effective Depth: BG Panel Length: Shape: 49-8 318 49-4 3/8 1 32.00 1 30.35 9 @ 5-0 1 Parallel Chords Variable Left End Right End BC Panel 2-7 318 2-5 TO Panel 1-6 2-0 First Half 2-4 2-4 77 First Dia 4-11 318 4-9 Depth 132.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begln Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-8 3/6 L-BL Uniform (plf) LL(1) 250.00 250.00 TO + 0-0 49-8 3/8 L-BL Cone Load(Ibs) CL 1) 420.00 0.00 TC + 15-0 21-0 L-QAL Gross Uplift(plf) WL(2) 100.00 100.00 TO - 0-0 49-8 3/8 L-BL Cono Load(Ibs) SM(2) 990.00 0,00 TO 15-0 21-0 L-OAL Uniform (plf) SM(3) 12.47 12.47 TO + 0-0 49-8 318 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117.00 TO + 0-0 49-8 3/8 L-BL Axial Ibs) SM(3) 1,700.00 0.00 TO + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Conc Load(Ibs) CL(3) 420.00 0.00 TO + 15-0 21-0 L-OAL Conc Load(Ibs) SM(3) 990.00 0.00 TC + 15-0 21-0 L-QAL Stress Analysis Summary Int.Panel 7C: Max Panet BC: Reartian LE., Reaction RE: Minimum Shear: Max TO Comp.: Max BC Tension 30,00 60.00 9,352.04 0,235.39 2.338.01 45,675.00 45,917.61 Member TO Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W2 7,304.06 11,098.81 0.00 0.00 12,674,01 3,342.12 42.24 0-2 V1S 7,302.16 10,962.42 0.00 0.00 2,189.13 2,504.83 33.17 1-6 W3 7.302.16 10.962.42 15,924.26 4,213.87 2,942.14 11,197.16 41.29 2-7318 W4 7,301.94 22,930.06 15,924,26 4,213.87 10,037.13 2,650.24 42.68 4-11 3/8 V2 7,301.94 22,930.06 15,924.26 4,213.87 2,000.00 2,327.94 30.35 7-5 318 W5 7,301.94 22,930.06 29,028.98 7,653.74 2,298.73 8,747.09 42.68 7-5 318 W6 9,003.02 34,221,04 29,028.98 7,653.74 7,457.05 1,947.22 42.68 9-11 3/8 V3 9,003.02 34,221.04 29,028.98 7,653.74 2,000.00 2,345.17 30.35 12-5 3/0 W7 9,003.02 34,221.04 38,506.23 10,105.20 1.595.71 6,164.01 42.68 12-5 3/8 W8 10,960.27 41,884.56 38,506.23 10,105.20 4,873.96 1,244.20 42.68 14-113/8 V4 10,960.27 41,884.56 38,506.23 10,105.20 2,346.62 3,075.00 30.35 17-5 318 W9 10,960.27 41,884.56 44,356.03 11,568.25 1,127.69 3,525.02 42.68 17-5 318 W10 11,929.12 45,675,00 44,356.03 11,568.25 3,287.34 1,127.81 42.68 19-11 3/8 V5 11,929.12 45,675.00 44,356.03 11,568.25 2,000.00 2,362.29 30.35 22-5 3/8 W 11 11.929.12 45,675.00 45,917,61 12,042.89 1,596.36 3,287.34 42.68 22-5 318 W11 11,909.56 46,253.34 45,917,61 12,042.89 1,596.36 3,287.34 42.68 24-11 3/8 V6 11,909.56 45,253.34 45.917.61 12,042.89 2,000.00 2,362.17 30.35 27-5 318 W10 11,909.56 45,253.341 43,682.211 11,529.121 3.287.34 1,127.81 42.68 27-53/8 ' Continued on Next Page .. STRESS ANALYSIS-PAGE 1 Job Number: Job Name: 711ato Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORUERS /27/2019 9:36:40 AM NEW MILLENNIUM Location: Joist Descriplion: Mark: AL 11L-- -T- ARLINGTON,WA Long$pan 32LH3671250 J8 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W9 10,901.59 41,204,22 43,682.21 11,529.12 1,127,69 3,525.02 42,68 29-11 3/8 V7 10,901.59 41,204.22 43,682.21 11,529 12 2,000.00 2,356.27 3035 32-5 3/8 W8 10,901.59 41,204.22 37,819.36 10,026.95 4,873,96 1,244.20 42.68 32-5 3/8 W7 8,905.21 33,527.63 37,819.36 10,026.95 1,595.71 6,164.01 42.68 34-11 3/8 V8 8,905.21 33,527.63 37,819.36 10,026 95 2,000.00 2,34460 30.35 37-5 3/8 W8 6,905.21 33,527.63 28,329,04 7,536.36 7,457.05 1,947.22 42.68 37-5 3/8 W5 7,300.33 22,223,58 28,329.04 7,536.36 2,298.73 8,747.09 42.68 39-11 318 V9 7,300.33 22,223.58 28,329.04 7,536.36 2,000,00 2,327.13 30.35 42-5 3/8 W4 7,300.33 22,223.58 15.211.26 4,057.37 10.037.13 2,650.24 42.68 42-5 3/8 W3 7,300.10 10,516.62 15,211.26 4,057.37 2,942.14 11,197.16 41.29 44-11 3/8 V1S 7,300.10 10,516,82 0.00 0.00 2,026.96 2,311.06 30.76 47-8 3/8 W2 7,300.10 10,565.70 0.00 0.00 11,910.44 3,180.81 40.62 47-3 318 STRESS ANALYSIS -PAGE 2 Job Number: Job Name: 17ate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHDPQRDERS IV2712019 9:36:40 AM NEW MILLENNIUM Localion: Joist Description: Mark: R,11,-- -T- ARLINGTON,WA Long Span 32LH3671250 J8 Chord Pro rtles Chord Area Rx Rz Ryy Y Ix Q Material TC 0.9494 0.9205 0,3885 1,1660 0,9928 0.8044 0,9432 A40B18= 1,8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0-6554 0-3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K. Fy.• Fb: Mom of Inertia: LL 360: LL 240: Max gridg TC: Max Bridg SC: 0.75 50,000.00 130,000.00 806.84 250.56 375.86 115-10518 17-7 S18 Top Chard Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap aelween Chords: Len th 16.00 41.38 30.00 33.00 22.00 1.1250 Min Weld Len 2X. Bending Load 367.00 367.00 367,00 367.00 367.00 0.5000 Axial Load 11,098.81 10,962.42 45,675.00 10,516.82 10,565.70 Max Load Fillers TC: fa 2,951.97 5,773.34 24,054.67 5,538,67 2,810.18 47,460.95 Maximum K LIr 41.18 106,50 38,61 84.94 56,63 Max Load no Fitters TC: Fcr 41.952.36 21,570.71 42,550.81 28,672.43 37,801.98 41,742.10 Fa 25,171.43 12,942.43 25.530.49 17,203.46 22,681.19 508.03 Ryy: 08.03 Fe 1,152,609.13 141,667.20 479,049,41 222,698.58 712,790.25 8C0AURyy.. Cm 0.9987 0,9796 0.9664 0.9876 0.9980 423.42 Panel Point Moment 4,210.33 4,210.33 2,293.75 2,671.92 2,671.92 sc stress: Mid Panel Moment 2,979.28 2,630.79 1,146.88 1,530.41 1,198.66 0.95 Panel Point fb 1,352.49 4,936,31 2,659.25 3,132.63 807.35 BCL/Rz: 146.1276 Mid Panel fb 957.04 1,623.48 707.74 944.43 362.19 TC Sltear Stress; Fillers 0 0 6 0 0 9,192.09 Panel Point Stress 4.304.46 110J09,651 26,743.921 8,671.30 3,617.53 SC Shear Stress: Mid Panel Stress 0.0926 0.49971 0.96561 0.3525 Q.074$ 13,675.57 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld city Material W2 12,674.01 14,381.54 3,342.12 6,600.22 5.69 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,189.13 7,826.93 2,504.83 3,832.68 2.00 x 0,102 1 C16BB= 1.125 x 1.025 x.102 W3 2,942.14 28,624.38 11,197.16 15,276 13 4 02 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W4 10,037.13 10,742.43 2,650,24 4,481.15 5.24 x 0.129 1 C22BB=1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,327,94 2,818.97 2,00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2129873 24,373.24 8,747.09 9,223.16 3.14 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,457.05 7,626.93 1,947.22 2,965.73 4.92 x 0.102 1 C16BB=1.125 x 1.025 x.102 V3 2,000.00 6,758,64 2,345,17 2,818.97 2.00 x 0,090 1 C12BB= 1,125 x 0.799 x.090 W7 1,595.71 16,730.22 6,164.01 6,46881 2 63 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4,873.96 5,758.64 1,244.20 1,536.76 3.65 x 0.090 1 C12BB=1.125 x 0.799 x.090 V4 2,346.62 7,826.93 3,075.00 4,107.05 2.03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W9 1,12769 8,984.69 3,525.02 3,60425 2 01 x 0.118 1 C181313=1.125 x 1.035 x.118 W 10 3,287.34 4,802.89 1,127.81 1,164.99 2.88 x 0.077 1 C1 CAB=1.125 x 0.756 x.077 V5 2,000.00 6,758,64 2,362,29 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,596.36 8,984.69 3,267.34 3,60425 2 00 x 0.118 1 C18BB=1.125 x 1.035 x.118 Will 1,596.36 8,984.69 3,287.34 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 V6 2,000.00 5,758.64 2,362.17 2,818.97 2.00 x 0.090 1 C12BB= 1,1125 x 0.799 x.090 W 10 3,28734 4,802.89 1,127.81 1,16499 2 88 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,127.69 8,984.69 3,525.021 3,604.25 2.01 x0.118 1 jrJaBB=1.125 x 1.035 x.118 Continued on Next Page... STRESS ANALYSIS-PAGE 2 Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/2019 9:36:40 AM NEW MILLENNIUM Location: Jon t Description: Mark: FL 11L Minh, SY riTFMS ARLINGTON,WA Long Span 32LH3671250 J8 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material V7 2,000.00 5,758.64 2,356.27 2,818.97 2.00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W8 4,87396 5,758.64 1,244.20 1,53676 3 65 x 0.090 1 C12BB=1.125 x 0.799 x_090 W7 1,595.71 16,730.22 6,164.01 6,468.81 2.63 x 0.158 1 C32BA=1.125 x 1.520 x.158 V8 2,000.00 6,758,64 2,344.60 2,818.97 2.00 x 0.090 1 C126B= 1.125 x 0.799 x.090 W6 7,457.05 7,826.93 1,947.22 2,96573 4 92 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 2,298.73 24,373.24 6,747.09 9,223.16 3.14 x 0.188 1 C38BA=1.125 x 1.845 x.199 V9 2,000.00 5,758,64 2,327.13 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W4 10,037,13 10,742.43 2,650.24 4,481.15 5.24 x 0.129 1 C22BB= 1,125 x 1,110 x.129 W 3 2,942.14 28.624.38 11,197.16 15,276.13 4.02 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 V15 2,026.96 5.758.64 2,311.06 2,769.16 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x,090 W2 11,910.44 14,381,54 3,180,811 6,837.17 5.35 x 0.150 1 C28BB= 1.125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 G� Job Number. Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/2019 9:36:40 AM NEW MILLENNIUM Location: Jost Description_ Mark: -1., I- 11 1Yr-1 ARLINGTON,WA Long Span 32LH3671250 ,I$ TCX Design - TCX Left TCX Right TCX Length 0-0 3/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd TCX Depth 3 1/2 TCX Depth 3 118 BPL Length 1-10 1/2 BPL Length 2-4 1/8 Clear Bearing 0-4 318 Clear Bearing 0-4 114 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 0.00 Reqd TL Def L180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L1120 0.00 Section Modulus 2.9622 Section Modulus 2.5813 Reqd SM 0.0029 Reqd SM 0.0000 Mom of Inertia 5.7504 Mom of Inertia 4.5318 Reqd MI 0.0001 Reqd MI 0.0000 Seat Types tapped(Reinforced) Seat Type:Lapped(Reinforced) — — — — — — — — — — — — — — — - ——— — — — — — — — — — — o Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0,75(WL-AX+LL) Case 3e: ❑L+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0,75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0,75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0,75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 5g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0,8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 3:23:33 PM NEW MILLENNIUM Location: Joist Description:- escription: Ma -111 1-r. 1vriT - ARLINGTON,WA Long Span 32LH3671250 TJ14 Oeomet Base Length: Working Length: Joist Depth: E/teOve Depth: BC Pane;Length: Shape: 49.10 49-6 32.00 30.24 9 @ 5.0 Parallel Chords Variable Left End Right End BC Panel 2-11 2-11 Lai I I I I I I I I 1111'1111 111111 I I E I I I I I I I I I I I III l l l f l l l I'I l i l ill 1 1 1 1111 111 I I I TC Panel 2-6 2-6 i First Half 2-0 2-0 ��' \ \ `\ `\ \ `\ \ First Dia 4-11 4-11 Depth 132.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in 5p1End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-10 L-BL Uniform (plf) DL(1) 117.00 117A0 TC + 0-0 49-10 L-BL Uniform (plf) CL(1) 40.00 40.00 TC + 0-0 49-10 L-BL Conc @ any pp(Ibs) SM(2) 990.00 0.00 TC - Uniform (plf) SM(2) 45.00 45.00 TC - 0-0 49-10 L-BL Gross Uplift(plf) WL 2 100,00 100.00 TC - 0-0 49-10 L-BL Uniform (plf) SM(3) 12.47 12.47 TC + 0-0 49-10 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Axial Ibs SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Conc @ any pp(Ibs) SM(3) 990.00 0.00 TC + Uniform (plf) SM(3) 45.00 46,00 TC + 0-0 49-10 L-BL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-10 L-BL Uniform (plf) CL(3) 40.00 40,00 TC + 0-0 49-10 L-BL Stress Analysis Summary lot,Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear. Max TC Comp.: Max BC tension 30.00 60.00 10,073.25 110,073.25 12,518.31 48,964.25 149,468.98 Member TC Tension TC Com resion BC Tension BC Com resion Web Tension Web Corn Web Length PP Dist. W2 7.300.00 13,359.99 0.00 0.00 14,207.51 3,490.79 44.76 0-2 V1S 7,300.00 13,275,77 0,00 0.00 2,027.16 2,807.77 30.65 2-6 W3 7,300.00 13,275.77 17,166.01 4,217.69 2,707,65 11,020.12 38.61 2-11 W4 7,300.00 24,737.02 17,166.01 4,217.69 10,749.71 2,641.21 42.60 4-11 V2 7,300.00 24,737,02 17,166.01 4,217.69 2,000.00 2,830.94 30.24 7-5 W5 7,300.00 24,737.02 31,298.56 7,690.06 2,289.04 9,316.41 42.60 7-5 W6 9,054.21 36,850.63 31,298.56 7,690.06 7,883.12 1,991.47 42.60 9-11 V3 9,054.21 36,850,63 31,298.56 7,690.06 2,000.00 2,860.72 30.24 12-5 W7 9,054.21 36,850.63 41,393.24 10,170.33 1,692.13 6,449.82 42.60 12-5 W8 11,038.42 44,926.38 41,393.24 10,170.33 5.016.53 1,533.66 42.60 14-11 V4 11,038.42 44,926.38 41,393,24 10,170.33 2,000.00 2,880.57 30.24 17-5 W9 11,038.42 44,926.38 47,450.05 11,658.49 1,234.32 3,660.23 42.60 17-5 W10 12.030.53 48,964.25 47,450.05 11,658.49 3,547.40 1,124.07 42.60 19-11 V5 12,030.53 48,964.25 47,450.05 11,658.49 2,000,00 2,890.50 30.24 22-5 Will 12,030,53 48,964.25 49,468.98 12,154.54 1,408.64 3,547.40 42.60 22-5 W11 1 12,030.531 48,964.251 49,468.98 12,154.54 1,408,64 3,547.40 42.60 24-11 Continued on Next Page... STRESS ANALYSIS-PAGE 1 Job Number Job Name: (late Run: vl 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:23:33 PM NEW MILLENNIUM Location: Joist Description: Mark: AL 11L P Nr --Mr ARLINGTON,WA Long Span 32LH3671250 T.J14 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. V6 12,030.53 48,964.25 49,468,98 12,154.54 2,000.00 2,890.50 30.24 27-5 W10 12,030 53 48,964.25 47,450.04 11,658.49 3,547A0 1,12407 4260 27-5 W9 11.038.42 44,926.37 47,450.04 11,658.49 1,234.32 3,660.23 42.60 29-11 V7 11,038.42 44,926.37 47,450.04 11,658.49 2,000.00 2,880.57 30.24 32-5 W8 11,038,42 44,926.37 41,39323 10,170 33 5,016.53 1,533.66 42.60 32-5 W7 9,054.21 36,850.63 41,393.23 10,170.33 1,692.13 6,449.82 42.60 34-11 V8 9,054.21 36,850,63 41,393.23 10,170.33 2,000.00 2,860.72 30.24 37-5 W6 9,054.21 36,850.63 31,298,55 7,690.06 7,883.12 1,991.47 42.60 37-5 W5 1 7,300.00 24,737.02 31,298,55 7,690.06 2,289.04 9,316.41 42.60 39-11 V9 7,300.00 24,737.02 31,298.55 7,690.06 2,000.00 2,830.94 30.24 42-5 W4 7,300.00 24,737.02 17,166,00 4,217.69 10,749.71 2,641.21 42.60 42-5 W 3 7,300.00 13,275.77 17,166.00 4,217.69 2,707.65 11,020.12 38.61 44-11 V15 7,300.00 13,275.77 0.00 0.00 2,027.161 2,807.77 30.65 47-4 W2 7,300.001 13,359.991 0,001 0.00 14,207.51 3,490,79 44.76 46-11 STRESS ANALYSIS-PAGE 2 Job Number.- Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 3:23:33 PM L MILLENNIUM Location: JOIN(Descripiion: Mark: -11,Ml-,, 1-T-1 ARLINGTON,WA Long Span 32LH3671250 TJ14 Chord Pro es Chord Area Rx Rz Ryy Y Ix Q Material TC 1,1093 0,9560 0,3867 1,1650 1,0594 1.0139 1 0.9750 IA45618= 1.8750 x 3.0000 x.250 BC 0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1 1.0000 1 A40B=2.3750 x 0.218 Axial and Bending Analysis K Fy.• Fb: Mom of inertia' L 360: LL 240: Max Bridg TC' Max Bridg BC: 30,000.00 938.12 288.96 433.4 1 19-105180.75 50,000.00 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Cfwrds: Len th 28.00 29.00 30.00 29.00 28.00 Min Weld Md Len 2X: Bending Load 407.00 407.00 407.00 407.00 407.00 0.5276 Axial Load 13,359.99 13,275.77 48,964.25 13,275,77 13,359.99 Max Load Fillers TC: fa 3.274.83 5.983.85 22.069.88 5,983.85 3,274.63 57,211.48 Maximum K Lfr 72.41 74,99 58.18 74.99 72,41 Max Load no Fillers TC: Fcr 33,546.61 32,647.30 38,296.04 32,647.30 33,546.61 50,037.41 Fa 20,127.96 19,588.38 22,977.63 19,588.38 20.127.96 TCOALIRyy: 509.89 F'e 553,096.75 311,040.91 516,711,88 311,040.91 553,096,75 SC0AL/Ryy. Cm 0.9970 0.9904 0.9714 0.9904 0,9970 405.99 Panel Point Moment 2,597.17 2,597.17 2,543.75 2,597.17 2,597.17 BC stress: Mid Panel Moment 2,088.79 1,068.40 1,271.88 1,068.40 2,088.79 0.87 Panel Point fb 671.01 2,485.48 2,434.36 2,485,48 13 671.01 2z: 6.2 7D7 Mid Panel fb 643.17 558.17 664.48 558.17 643.17 TC Shear Stress; Fillers 0 0 0 0 0 8,221.82 Panel Point Stress 3,945.84 8,469,33 24,504,25 8,469.33 3,945,84 BC shear stress: Mid Panel Stress 0.10351 0.3228 0.9816 0.3228 0.1035 12,250.50 Web Design Member Web Tension Allow Tension Web Comp Allow Camp Weld Qty Material W2 14,207.51 14,381.54 3,490.79 6,233.45 6.38 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,027.16 7,826.93 2,807.77 4,077.62 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,70765 28,624.38 11,020.12 11,914.29 3.96 x 0.188 1 C40BA=1.125 x 2.014 x.218 W4 10.749.71 14.381.54 2.641.21 5,827.28 4.83 x 0.150 1 C28BB=1.125 x 1.344 x.150 V2 2,000.00 6,758.64 2,830.94 21832.78 2.12 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W5 2,28904 28,624.38 9,316.41 10,614.46 3 35 x 0.188 1 C40BA=1.125 x 2.014 x 218 W6 7,883.12 8,984.69 1,991.47 3,612.74 4.50 x 0.118 1 C18BB=1.125 x 1.035 x.118 V3 2,000.00 7,826,93 2,860.72 4,118.26 2.00 x 0.102 1 C166B= 1.125 x 1.025 x.102 W7 1,69213 16,730.22 6,449.82 6,483.51 2 75 x 0.158 1 C328A=1.125 x 1.520 x.158 W8 5,016.53 5,758.64 1,533.66 1,542.57 3.75 x 0.090 1 C121313=1.125 x 0.799 x.090 V4 2,000.00 7,826.93 2,880.57 4,118.26 2.00 x 0,102 1 C16BB= 1.125 x 1,025 x.102 W9 1,23432 10,742.43 3,660.23 4,491.20 2 00 x 0.129 1 C22BB=1.125 x 1.110 x.129 W 10 3,547.40 4,802,89 1,124.07 1,169.39 3.10 x 0.077 1 C10AB=1.125 x 0.756 x.077 V5 2,000.00 7,826,93 2,890.50 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 Will 1,40864 8,954.69 3,547.40 3,612,74 2 02 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 11 1,408.64 8,984.69 3.547.40 3,612.74 2.02 x 0.118 1 C18BB=1.125 x 1.035 x.118 V6 2,000.00 7,826,93 2,890,50 4,116.26 2,00 x 0.102 1 C166B= 1.125 x 1.025 x.102 W 10 3,547,40 4,802.89 1,124.07 1,16939 3.10 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 f 1,234.32 10,742.43 3,660.23 4,491.20 2.00 x 0.129 1 C22BB=1.125 x 1.110 x.129 Continued on Next Page... STRESS ANALYSIS-PAGE 2 Job Number_ Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 3:23:33 PM NEW MILLENNIUM Location: Juiv Description: Mark: R nir r. -YriTFM9 ARLINGTQN,WA Long Span 32LH3671250 TJ14 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material V7 2,000.00 7,826.93 2,880.57 4,118,26 2.00 x 0.102 1 J C16BB= 1.125 x 1.025 x.102 W8 5,016.53 5,758.64 1,533.66 1,542.57 3.75 x 0.090 1 C121313=1.125 x 0.799 x_090 W7 1,692.13 16,730.22 6,449.82 6,483.51 2.75 x 0.158 1 C32BA=1.125 x 1.520 x.158 V8 2,000.00 7,826.93 2,860.72 4,118.26 2.00 x 0A02 1 C16BB= 1.125 x 1.025 x .102 W6 1 7,88312 8,984.69 1,991.47 3,61274 4 50 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 5 2,289.04 28.624.38 9,316,41 10,614.46 3.35 x 0.188 1 C40BA=1.125 x 2.014 x.218 V9 2,000.00 6,758.64 2,830.94 2,832.78 2.12 x 0.090 1 C12BB= 1.126 x 0.799 x.090 W4 10,749.71 14,381,54 2,641.21 5,827.28 4,83 x 0.150 1 C28BB= 1.125 x 1,344 x.150 W 3 2,707.65 28,624.38 11,020.12 11,914.29 3.96 x 0.188 1 C40BA= 1.125 x 2.014 x .218 V1S 2,027.16 7,826.93 2,807.77 4,077.62 2,00 x0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,207.51 14,381.54 3,490.79 6,233.45 6.38 x 0.150 1 IC28BB= 1.125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 G� Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:23-.33 PM NEW MILLENNIUM Location: Just Description: Mark: A� 1-1o.V4-- ARLINGTON,WA Long Span 32LH3671250 TJ14 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Tye R, Rnfd TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 2-9 7/8 BPL Length 2-9 7/8 Clear Bearing 0-4 518 Clear Bearing 0-4 518 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L180 0.00 Reqd TL Def 1-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 3,2476 Section Modulus 3,2476 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 6.1807 Mom of Inertia 6.1807 Reqd MI 0,0000 Reqd MI 0,0000 Seat Type:Lapped(Reinforced) `.Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0,75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: ❑L+CL+0.85(TL)+WL+AX Case 9a. 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: ❑L+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 G� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:35:59 PM NEW MILLENNIUM Location: Joist Description: Mark: A,iu nINr. SYrTFVS ARLINGTON,WA Long Span 18LH3601250 7J78 Geometry Base Length: Working Length: Joist Depth,- Effective Depth: BC Panel Length: Shape: 24.7112 124-3112 18.00 76.95 6 4-0 Parallel Chords Variable Left End Right End BC Panel 1-3 112 1-4 I I l i I l i111111111111 ull1 1 1 i I LLLI TC Panel 1-3 1/2 1-0 r First Half 1-0 1-0 First Diag. 2-3 112 2-4 Depth 18.00 18.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 24-7112 L-BL Uniform (plf) DL(1) 110.00 110,00 TC + 0-0 24-7 1/2 L-BL Uniform (plf) GL 1) 40.00 40.00 TC + 0-0 24-7 112 L-BL Uniform (plf) SM(2) 45.00 45.00 TC - 0-0 24-7 112 L-BL Conc @ any pp(Ibs) SM(2) 990.00 0,00 TC Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 24-7 112 L-BL Conc @ any pp(Ibs) SM(3) 990.00 0.00 TC + Conc @ any pp(Ibs) ILL(3) 2,000,00 0.00 BC + Uniform plf SM(3) 45.00 45.00 TC + 0-0 24-7 112 L-BL Uniform (plf) CL(3) 40.00 40.00 TC + 0-0 24-7 112 L-BL Uniform (plf) CL(3) 110.00 110,00 TC + 0-0 24-7 1/2 L-BL Uniform ( If) SM(3) 1 11.72 1112 TC + 0-0 24-7 112 1 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Axial(Ibs) SM(3) 1,700.00 0,00 TC + 0-0 0-0 L-BL Stress Analysis Summary 1lot.Panel TQ Max Penet BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp,: Max BC Tension 24.00 48.00 4,858.33 14,058.33 11,214.55 125,152.89 120,331.89 Member TC Tension TC Gompresign BC Tenslon BC Corn resion Web Tension Web Comp. Web Length PP Dist, W2 7,300,00 9,601.21 0.00 0.00 5,923.17 1,905.86 21.67 0-2 W3 7,300.00 9,601,21 6,669.14 1,667.29 1,687.37 5,217.36 20.771-31/2 W4 7,300.00 14,832.31 6,669.14 1,667.29 6,523.16 2,257.21 29,38 2-3112 W5 7,300.00 14,832.31 15,754A5 3,938.51 1,818,14 5,214.50 29.38 4-3 112 W6 7,300.00 20,876.12 15,754.05 3,938.51 4,547.02 1,662.14 29.38 6-3 1/2 W7 7,300.00 20,876.12 20,308.29 5,832.66 1,465.32 3,238.36 29.38 B-3112 W8 7,300.00 25.152.89 20,308.29 5,832.66 2,570.88 1,465.32 29.38 10-31/2 W8 7,300.00 25,152.89 20,331,89 5,849.92 2,570.88 1,465.32 29.3812-3112 W7 7,300.00 20,931.91 20,331.89 5,849.92 1,465.32 3,238.36 29.38 14-31/2 W6 7,300.00 20,931.91 15,824.84 3,956.21 4,547.02 1,662.14 29.38 16-3112 W5 7,300.00 14,895.69 15,824.84 3,956.21 1,818.14 5,214.50 29.3818-31/2 W4 7,300.00 14,B95.69 6,787,13 1,696.7E 6,523.16 2,257.21 29.38 20-3 112 W3 7,300.00 9,658.50 6,787.13 1,696.78 1,687.37 5,217.36 20.77 22-3 112 V1S 7,300.00 9,658.50 0,00 0.00 2,089,77 2,555.10 17.42 23-7112 W2 7,300.00 9,711,34 0,00 0.00 6,084.91 1,955,31 21.99 23-31/2 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 2,069.77 2.555.10 1742 V2 Interior 2,000,00 2,705.22 16.95 STRESS ANALYSIS-PAGE 2 �,, Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 3:35.59 PM NEW MILLENNIUM Location: Joist Description: Mark: A,,,,-Nr, -T- ARLINGTON,WA Long Span 1OLH3601250 T418 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,6209 0.6249 0.3548 1,2477 0,6098 0,2425 1,0000 A34A18= 1.8750 X 2.0010 X.176 BC 0.3564 OA662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B= 1.5000 x 0.129 Axial and Bending Analysis v. Fy. Fb: Mom of inertia: LL 360: LL 240: Max Bridg 7C: Max Bridg BC: 0.75 50,000.00 30,000.00 130.77 1340.82 1511.23 16-3114 113-3114 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 13.50 12.00 24.00 16.00 10.00 1.1250 Min Weld Len 2X: Bending Load 400.00 400,00 400.00 400.00 400.00 0.5000 Axial Load 9,601.21 9,601.21 25,152.89 9,658.50 9,711.34 Max Load Fillers TC: fa 3,094.37 7,731.69 20.255.19 7,777.82 2,685.06 33,223.59 Maximum KLlr 38.05 33.82 50.73 45.10 28,18 Max Load no Fillers TC: Fcr 44,977.66 45,988,11 41,422.84 43,091.65 47,178.56 29,931.02 Fa 26,986.59 27.592.86 24,853.70 25,854.99 28.307.13 233.63 yy: 33.63 Fe 2,587,874.25 776,169,00 344,964,00 436,595.03 3,582,988.75 Sc0AURyy: Cm 0.9994 0.9950 0,9607 0,9911 0.9996 263,86 Panel Point Moment 64.31 1,219.73 1,600.00 1,272.73 429.45 SC Stress: Mid Panel Moment 727.19 83.89 800.00 237.61 227.15 0.95 Panel Point fb 19.01 3,498.75 4,509.53 3,650.75 126.57 SC LURz 171.6124 Mid Panel fb 282.86 105.47 1,005.86 298.75 89.83 TC Shear Stress; Fillers 0 0 0 0 0 8,949.34 Panel Point Stress 3,113,38 11,230,44 24,844,71 11,428.57 2,811.64 BC sheer stress: Mid Panel Stress 0.06681 0.2834 0.8467 0.3099 0.0504 15,597.40 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 5,923.17 8,984,69 1,905.86 6,145.07 3.38 x 0.118 1 C18BB=1.125 x 1.035 x.118 W3 1,687.37 8,984,69 5,217,36 6,080.51 2.98 x 0.118 1 C186B= 1.125 x 1.035 x.118 W4 6,523.16 7,826.93 2,257.21 4,203 70 4.31 x 0.102 1 C168B=1.125 x 1.025 x.102 W5 1,818.14 10,742.43 5,214.50 6,193.08 2.72 x 0.129 1 C22BB=1.125 x 1.110 x.129 W6 4,547.02 4,802,89 1,662.14 2,303.63 3.98 x 0.077 1 C1CAB= 1.125 x 0.756 x.077 W7 1,46532 7,826.93 3,238.36 4,203 70 2 14 x 0.102 1 C16BB=1.125 x 1.025 x.102 W8 2,570.88 4,802.69 1,465,32 2,303.63 2.25 x 0.077 1 C10AB=1,125 x 0.756 x.077 W8 2,570.89 4,802.89 1,465,32 2,303.63 2,25 x 0.077 1 C1CAB= 1,125 x 0.756 x.077 W7 1,465,32 7,826.93 3,238.36 4,203 70 2 14 x 0.102 1 016BB=1.125 x 1.025 x_102 W6 4,547.02 4,802.89 1,662.14 2,303.63 3.98 x 0.077 1 C10AB=1.125 x 0.756 x.077 W5 1,818.14 10,742.43 5,214.50 6,193.08 2.72 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W4 6,523.16 7,826.93 2,25721 4,203.70 4.31 x 0.102 1 C16BB=1.125 x 1.025 x.102 W 3 1,687.37 8,984.69 5,217.36 6,080.51 2.98 x 0.118 1 C18BB=1.125 x 1.035 x.118 W2 6,084.91 8,984.69 1,955.31 6,111.28 3,47 x 0.118 1 1 C18BB= 1,125 x 1.035 x.118 V1 2,089771 4,802.89 2,555.10 3,439 96 2 17 x 0.077 1 C1CAB=1.125 x 0.756 x.077 V2 2,000.001 5,758.641 2,705.221 4,190.35 2.01 x 0.090 1 C128B=1.125 x 0,799 x. STRESS ANALYSIS-PAGE 3 Job Number: lob Name Date Run: 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHDPGRDERS 11/21/2019 3:35.59 PM NEW MILLENNIUM Location: Jow Description: Mark: .&M 1-11 ~~ -h- ARLINGTON,WA Long Span 18LH3601250 TJ18 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/8 BPL Length 1-6 3/4 BPL Length 1-4 1/4 Clear Bearing 0-3 718 Clear Bearing 0-4 114 BPL Material:2024=2 x 2 x.248 BPL Material:2525=2 112 x 2112 x.250 Total Load 360.00 Total Load 360.00 Reqd TL Def 1-180 000 Reqd TL Def 1-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def 1-1120 0.00 Section Modulus 2,5708 Section Modulus 2.5287 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 5.1129 Mom of Inertia 4.5276 Reqd MI 0.0000 Reqd MI 0,0000 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) — — - J Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0-85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0-85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0,75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: ❑L+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Sb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0.75(WL+AX+8L+IP) Case 5d. 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Sg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 6h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a. DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0,8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 G� Job Number: .lob Narne: Oate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 4:58:15 AM NEW MILLENNIUM Location: Joist Description: Mark: m M-r. - T-" ARLINGTON,WA Long Span 32LH3641250 TJ24 Geometry Base Length: Working Length: lJoist Depth: Effective Depth: BC Panel Length: Shape: 39-8 318 39-4 318 32.00 30.76 7 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-9 TC Panel 1-2 1-2 First Half 2-0 2-0 First Dia . 4-11 318 4-9 Depth 132.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-8 318 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 39-8 3/8 L-BL Cone Load(Ibs) CL 1 420.00 0.00 TC + 27-0 33-0 L-OAL Gross Uplift(plf) W L(2) 100.00 100.00 TC - 0-0 39-8 3/8 L-BL Cone Load(Ibs) SM(2) 990.00 0.00 TC - 27-0 33-0 L-OAL Uniform (plf) SM(3) 12.15 12.15 TC + 0-0 39-8 318 L-BL Axial(Ibs) SM(3) 18,500.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 39-8 3/8 L-BL Axial Ibs SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000,00 0.00 BC + Conc Load(Ibs) CL(3) 420.001 0,00 TC + 27-0 33-0 L-OAL Cone Load(Ibs) SM(3) 990,001 0.00 TC + 27-0 33-0 L-OAL Stress Analysis Summary Int.Paner TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp: Max SC Tension 30.00 60.00 7,300.58 17,509.78 11.877.44 133,518.88 128,648.42 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp, Web Length PP Dist, W2 20,217.45 23,318.87 0,00 0.00 10,503.30 2,830.35 45.39 0-2 V1S 20,206.21 23,109.31 0.00 0.00 2,450.26 2,779.15 37.46 1-2 W3 20,206.21 23.109.31 11,992.14 3,225.12 2,142.31 8,236.12 39.02 2-11 3/8 W4 20,206.04 27,239,79 11,992.14 3,225.12 7,523,84 1,934.44 42.97 4-11 3/8 V2 20,206.04 27,239.79 11,992.14 3,225.12 2,000.00 2,310.97 30.76 7-5 318 W5 20,206.04 27,239.79 21,060.74 5,643.90 1,585.23 6,211.64 42.97 7-5 318 W6 20,205.85 30,563.08 21,060,74 5,643.90 4,940,54 1,236.03 42.97 9-11 318 V3 20,205.85 30,563,08 21,060.74 5.643.90 2,000.00 2,321,9E 30.76 12-5 310 W7 20,205.85 30,563.08 26,579.51 7,087.45 1,049.83 3,317.71 42.97 12-5 318 W8 20,205.66 32,656.11 26,579.51 7,087.45 2,622.43 1,049.93 42.97 14-11 3/8 V4 20,205.66 32,656.11 26,579.51 7,087.45 2,000.00 2,327.43 30.76 17-5 318 W9 20,205.66 32,656.11 28,548,42 7,555.77 1,405.71 2,622.43 42.97 17-5 318 W9 20,205.47 33,518.88 28,548.42 7,555.77 1,405,71 2,622.43 42.9719-113/8 V5 20,205.47 33,518.88 28,548.42 7,555.77 2,000.00 2,327.32 30.76 22-5 3/0 W8 20,205.47 33,518.88 26,907.49 7,048.85 2,622A3 1,049.93 42.97 22-5 318 W7 20,205.29 32,813.36 26,967.49 7,048.85 1,049.83 3,317.71 42.97 24-11 3/8 V6 20,205.29 32,813.36 26,967.49 7,048.85 2,354.72 3,085.61 30.76 27-5 318 W6 20,205.291 32,813.36 21,326.42 5,566,701 4,940.54 1,236,03 42.97 27-5 318 'Continued on Next Page... STRESS ANALYSIS-PAGE 1 Job Number: Job Name: Date Run- 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 4:56:1S AM NEW MILLENNIUM Location: Joist Descrip[iun: Mark: -11L 11Nr, 1--9 ARLINGTON,WA Long Span 32LH364/250 TJ24 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Cornpresion Web Tension Web Comp. Web Length PP Dist. W5 20,205.10 28,465.47 21,326.42 5,566.70 1,585.23 6,211.64 42.97 29-11 3/8 V7 20,205 10 28,465.47 21,326.42 5,566.70 2,354.72 3,073 4B 30.76 32-5 318 W4 20,205.10 28,465.47 11,826.61 3,109.31 7,523.84 1,934.44 42.97 32-5 3/8 W3 20,204.93 23,422.58 11,826.61 3,109.31 2,142,31 8,236.12 39,02 34-11 318 V1S 20,204.93 23,422.58 0.00 0001 2,361.70 2,668 82 36 16 38-6 318 W2 20,212.58 23,601.14 O.00)j 43.67 36-11 3/8 STRESS ANALYSIS -PAGE 2 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPOROERS 11/22/2019 4:58:15 AM NEW MILLENNIUM Location: Joni Desoriplion. Mark p, 1-1 - -- ARLINGTON,WA Long Span 32LH364/250 TJ24 Chard Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,7132 0,7206 0,3726 1,2175 0,7275 0,3704 0,9837 A36618= 1.8750 x 2.2810 x.188 BC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B= 1.7350 x 0.150 Axial and Bending Analysis K. Fy.1 Fb: Mom of inertia: LL 360: LL 240: Max Bridg TC. Max Bridg SC: 0.75 50,000.00 30,000.00 1542.05 1331.99 497.98 17-0112 14-8114 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 12.00 45.38 30.00 43.00 12.00 1.1250 Min Weld Len 2X: Bending Load 364.00 364.00 364.00 364.00 364.00 0.5000 Axial Load 23,318.87 23,109.31 33,518.8E 23,422.58 23,601.14 Max Load Fillers TC: fa 16,348.06 16,201.15 23,498.94 16,420.77 6.208.54 36,143.67 Maximum K Ur 32.21 62,97 40,26 59.67 32,21 Max Load no Filters TC: Fcr 45.648.00 36.980.23 43,772.09 38,071.11 45,648.00 31,253.16 Fa 27,388.80 22,188.14 26,263.25 22,842.66 27,388.80 388.00 y; 88.00 F'e 1,032,104.75 72,186.00 293,576,47 80,380.25 3,091,143.25 BC OAURyy: Cm 0.9921 0.8878 0.9464 0.8979 0,9990 393.34 Panel Point Moment 4,539.87 4,539.87 2.275.00 5.016.78 5,016.77 BC Stress-- Mid Panel Moment 3,520.33 3,358.25 1,137.50 2,667,97 3,908.25 1.00 Panel Point fb 9,520.37 9,520.37 4,770.80 10,520.46 1,262.99 SC L/Rz 186.6833 Mid Panel fb 7,382.34 3.297.96 1,117.08 2,620.07 9$3.92 TC Shear Stress: Fillers 0 1 6 1 0 11,247.58 Panel Point Stress 25,868.42 25,721,52 28,269.74 26,941.23 7,471,53 BC Shear Stress: Mid Panel Stress 0.8235 0.8712 0.9315 0.82641 0.9564 18,701.26 Web Design Member Web Tension Allow Tension Web Comp Allow Cam Weld Qty Material W2 10,503.30 14,381.54 2,830.35 6,142.38 4.72 x 0.150 1 C28BB=1.125 x 1.344 x.150 V15 2,450.26 7,826,93 2,779.15 3,430.70 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W3 2,142.31 24,373.24 8,236.12 10,232 73 3.05 x 0.188 1 C38BA=1.125 x 1.845 x.199 W4 7,523.84 8,984.69 1,934.44 3,573.40 4.29 x 0.118 1 C1811313=1.125 x 1.035 x .118 V2 2,000.00 5,758,64 2,310,97 2,769.03 2,00 x 0,090 1 C12BB= 1.126 x 0.799 x.090 W5 1,585.23 16,730.22 6,211.64 6,41539 2 65 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 4,940.54 5,758.64 1,236.03 1,515.90 3.70 x 0.090 1 C12BB=1.125 x 0.799 x.090 V3 2,000.00 6,758.64 2,321.98 2,769.03 2.00 x 0.090 1 C126B= 1.125 x 0.799 x.090 W7 1,049.83 8,984.69 3,317.71 3,57340 2.00 x 0.118 1 C1811313=1.125 x 1.035 x.118 W8 2,622.43 4.802.89 1,049.93 1,149.18 2.29 x 0.077 1 C10AB=1.125 x 0.756 x.077 V4 2,000.00 5,758.64 2,327.43 2,769.03 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,40571 7,826.93 2,622.43 2,940A3 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W 9 1,405.71 7,826.93 2,622.43 2,940.43 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V5 2,000.00 6,758,64 2,327.32 2,769.03 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 2,62243 4,802.89 1,049.93 1,149 18 2.29 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 1,049.83 8,984.69 3,317.71 3,573.40 2,00 x 0.118 1 C1811313=1.125 x 1.035 x.118 V6 2,354.72 7,826.93 3,085,61 4,066.51 2.04 x 0,102 1 C16BB= 1.126 x 1.025 x.102 W6 4,940.54 5,758.64 1,236.03 1,51590 3.70 x 0.090 1 C12BB=1.125 x 0.799 x.090 W5 1,585.231 16,730.221 6,211,6 66,415.39 2.65 x 0.158 1 C32BA=1.125 x 1.520 x.158 "Continued on Next Page. STRESS ANALYSIS -PAGE 2 Job Number. Jvb Name: STRESS Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 4:5B:15 AM NEW MILLENNIUM Location: Joist Descrip[iun: Mark: -..1 l."r. -V T--. ARLINGTON,WA Long Span 32LH3641250 T424 Web Desl n,Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material V7 2,354.72 7,826.93 3,073,48 4,066.51 2.03 x 0.102 1 C161313= 1.125 x 1.025 x.102 W4 7,52384 8,984.69 1,934.44 3,573 40 4.29 x 0.118 1 C18BB=1.125 x 1.035 x.118 W3 2,142.31 24,373.24 8,236.12 10,232.73 3.05 x 0.188 1 C38BA=1.125 x 1.845 x.199 V1 S 2,361.70 7,826.93 2,668,821 3,550.83 2.00 x 0.102 1 C16BB= 1,125 x 1.025 x.102 W2 10,403.22 14,381.54 2,723.301 6,391 11 4.67 x 0.150 1 C28BB=1.125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 40 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 4:58:15 AM L MILLENNIUM Location: Jurst aescrip[ion: Mark: Rl Ill nIN,, SYSTFM9 ARLINGTON,WA Long Span 32LH3641250 TJ24 TCX Design TCX Left TCX Right TCX Length 0-2 TCX Length 0-1 112 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 0-8 BPL Length 1-9 5/8 Clear Bearing 0-6 118 Clear Bearing 0-6 112 BPL Material:2024=2 x 2 x.248 BPL Material:2525=2 1/2 x 2112 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L/80 003 Reqd TL Def 1-180 0.02 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.01 Sectlon Modulus 0.4769 Section Modulus 2,9388 Reqd SM 0.0081 Reqd SM 1 0.0062 Mom of Inertia 0.7408 Mom of Inertia 5.9119 Reqd MI 0,0007 Reqd MI 0.0005 Seat Type:Lapped 'feat Type:Lapped(Reinforced) t I I - - - ----- --- - �I I - - - - --- - -----I - I I _ t == = = = ____ _ _- Load Combinations Case 1: ❑L Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 6a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Sb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: ❑L+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a. 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number_ Job Name: Oate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5;09:59 AM NEW MILLENNIUM Location: Joist Description: Mark: „104 Minh. 11-- ARLINGTON,WA Long Span 32LH3641250 TJ27 Geometry Base Length: Working Length: Joist Depth, Effective Depth: BC Panel Length: Shape. 39-8 114 39-41/4 1 32.00 30.76 7 5.0 Parallel Chords Variable Left End Right End BG Panel 2-11 118 2-9 1/8 T First Half 2-0 2-0 C Panel 1-2 1-2 �' •/j' `' First Dia . 4-11 1/8 4-9 118 Depth 132.00 132.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-8 1/4 L-BL Uniform (plf) LL(1) 250,00 250,00 TC + 0-0 39-8 1/4 L-BL Conc Load(Ibs) CL 1) 420.00 0.00 TC + 27-0 33-0 L-OAL Gross Uplift(plf) WL(2) 100,00 100.00 TC - 0-0 39-8 114 L-BL Conc Load(Ibs) SM(2) 990.00 0,00 TC - 27-0 33-0 L-OAL Uniform (plf) CL 3 114.00 114.00 TC + 0-0 39-8 114 L-BL Uniform (plf) SM(3) 12.15 12.15 TC + 0-0 39-8 114 L-BL Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any p (Ibs) LL 3) 2.000.00 0.00 BC + Axial (Ibs) SM(3) 20,000.00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) CL(3) 420.00 0,00 TC 127-0 33-0 L-OAL Conc Load(Ibs) SM(3) 990.00 0.00 TC + j 27-0 33-0 L-OAL Stress Analysis Summary int.Panel TC: Max Panei BC_ Reartlnn LE Reartinn RE: Minimum Shear. Max TO Comp: Max BC Tension 30.00 60.00 7,296.72 17,509.72 11.877.43 34,958.09 128.618.67 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 21,700.00 24,788.09 0,00 0,00 10,455,35 2,818.14 45.21 0-2 V1S 21,700.00 24,581.89 0.00 0.00 2,426.18 2,767.12 37.32 1-2 W3 21,700.00 24,581.89 11,939.96 3,212.04 2,140.99 8,233.64 39.02 2-11 1/8 W4 21,700.00 28,703.88 11,939.96 3,212.04 7,518.46 1,932.25 42.97 4-11 118 V2 21,700.00 28.703.88 11,939.96 3,212.04 2,000.00 2,310.91 30.76 7-5118 W5 21,700.00 28,703.88 21,016.05 5,633.87 1.583.05 6,202.52 42.97 7-5 119 W6 21,700.00 32,018.88 21,016.05 5,633.87 4,931.43 1,233.85 42.97 9-11 1/8 V3 1 21,700.00 32,018.88 21,016.05 5,633.87 2,000.00 2,321.93 30.76 12-5118 W7 21,700.00 32,018.88 26,542.29 7,080.46 1,049.83 3,322.92 42.97 12-51/8 W8 21,700.00 34,103.61 26,542.29 7,080.46 2,622.41 1,049.83 42.97 14-11118 V4 21,700.00 34,103.61 26,542.29 7,080.46 2,000.00 2,327.40 30.76 17-51/13 W9 21,700.00 34.103.61 28,518.67 7,551.82 1,405.71 2,622.41 42.97 17-5118 W9 21,700.00 34,958.09 28,518.67 7,551.82 1,405.71 2,622.41 42.97 19-11 118 V5 21,700.00 34,958.09 28,518.67 7,551.82 2,1300.00 2,327.30 30.76 22-5 118 W8 21,700.00 34,958.09 26,945.22 7,047.95 2,622.41 1,049.93 42.97 22-51/8 W7 21,700.00 34,347.40 26,945.22 7,047.95 1,049.83 3,322.92 42.97 24-11 1/8 V6 21,700.00 34,347.40 26,945.22 7,047-95 2,354.72 3,091.241 30.76 27-5 118 W6 21,700.001 34,347,401 21,342.36 5,568.851 4,931.43 1,233.851 42.97 27-5 118 Gontinued on Next Page.. STRESS ANALYSIS-PAGE 1 Job Number. Job Name: Date Run: 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:09:59 AM N E-W MILLENNIUM Location: Joist Description: Mark: Rl11,-- SYrTFM� ARLINGTON,WA Long Span 32LH3641250 ITJ27 Stress Anal sis Summary,Continued... Member TC Tension TC Campresion BC Tension BC Compresion Web Tension Web Comp. WebLengthl PP Dist. W5 21,700.00 29,991,21 21,342.36 5,568.85 1,583.05 6,202.52 42.97129-11118 V7 21,700 00 29,991.21 21,342.36 5,56885 2,354.72 3,079.13 3076 32-5 118 W4 21.700.00 29.991.21 11,850.02 3,114.52 7,518.46 1,932.25 42.97 32-5118 W3 21,700.00 24,940.35 11,850.021 3,114.521 2,140.99 8,233.64 _ 39.02 34-11 1/8 V1S 21,700.00 24,940.35 o.00l O.Ool 2,355.02 2,67440 36.22 38-6114 W2 21,700.00 25,120.49 0.001 0.001 43.76 36-11 118 STRESS ANALYSIS-PAGE 2 �,7 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 5:09.59 AM NEW MILLENNIUM Location: luisf Description: Mark: 11- 1,. 1- ARLINGTON,WA Long Span 32LH3641250 TJ27 Chord Pro riles Chord Area Rx Rz Ry Y Ix Q Material TC 0.7132 0,7206 0.3726 1.2175 1 0.7275 0,3704 1 0.9837 1 A36B18= 1.8750 x 2.2810 x.188 BC 0.4771 0.5392 0-3214 1.2009 1 0.5106 1 0.1387 1 1.0000 1 A28B= 1.7350 x 0.150 Axial and Bending Analysis K.- Fy., Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC! Max BrOg BC 0,75 150.000.00 30,000.00 542.05 332.25 498.38 17.D 112 14-8114 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 12.00 45.13 30.00 43.13 12.00 1.1250 Min Weld Len 2X.- Bending Load 364.00 364.00 364.00 364,00 364.00 0.5000 Axial Load 24,788.09 24,501.89 34.958.09 24.940.35 25,120.49 Max Load Fillers TC: fa 7.540.33 17,233.52 24,507.91 17,484.82 6,608.22 36,143.67 Maximum KLlr 32.21 62.62 40,26 59.85 32,21 Max Load no FillersM, Fcr 45,648.00 37,096.30 43,772.09 38,014,3E 45,648.00 31,253.16 TG Fa 27,388.80 22.257.78 26,263.25 22,808.63 27.388.80 387.89 yy: 87.69 F'e 3.188,876.50 72,988,06 293,576.47 79,914.95 2,438,361.75 SC OAURyy. Cm 0.9986 0.8819 0.9441 0.8906 0.9986 393.23 Panel Point Moment 5,545.18 5,545.18 2,275.00 5,004.66 5,004.66 BC stress: Mid Panel Moment 4,317.61 2,959.31 1,137.50 2,699.41 3,867.18 1.00 Panel Point fb 1.616.55 11,628.56 4,770.80 10,495.06 1,446.24 SC URz: 186.6833 Mid Panel fb 1,258.69 2,906.18 1,117.08 2,650.95 1.117.54 TC Shear Stress: Fillers 1 0 1 8 1 0 11,249.90 Panel Point Stress 9,156,89 28,862,08 29,278,72 27,979,88 8,054.46 BC Shear Stress: Mid Panel Stress 0.31331 0.9017 0.9701 0.8786 0,2750 18,704.36 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 10,455.35 14,381.54 2,818.14 6,168.87 4.69 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,426.18 7,826,93 2,767.12 3,443.73 2.00 x 0.102 1 C161136= 1.125 x 1.025 x.102 W3 2,14099 24,373.24 8,233.64 10,232 73 3 05 x 0.188 1 C38BA=1.125 x 1.845 x.199 W4 7,518.46 8,984.69 1,932.25 3.573.40 4.29 x 0.118 1 C18BB=1.125 x 1.035 x.118 V2 2,000.00 5,758,64 2,310,91 2,769.03 2.00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W5 1.583 05 16,730.22 6,202.52 6,415.39 2 64 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 4,931.43 5,758.64 1,233.85 1,515.90 3.69 x 0.090 1 C12BB=1,125 x 0.799 x.090 V3 2,000.00 6,758,64 2,321.93 2,769.03 2.00 x 0.090 1 C126B= 1.125 x 0.799 x.090 W7 1,04983 8,984.69 3,322.92 3,57340 2 00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 2,622.41 4,802.89 1,049.83 1,149.18 2.29 x 0.077 1 C10AB=1,125 x 0.756 x.077 V4 2,000.00 5,758.64 2,327.40 2,769.03 2.00 x 0.090 1 C12613= 1.126 x 0.799 x.090 W9 1,40571 7,826.93 2,622.41 2,94043 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 1,405.71 7,826.93 2,622.41 2,940.43 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V5 2,000.00 5,758,64 2,327.30 2,769.03 2.00 x 0.090 1 C12136= 1,125 x 0.799 x.090 W8 2,62241 4,802.80 1,049.83 1,149 113 2.29 x 0.077 1 010AB=1.125 x 0.756 x.077 W7 1,049.83 8,984.69 3,322.92 3,573.40 2,00 x 0.118 1 C18BB=1.125 x 1,035 x.118 V6 2,354.72 7,826,93 3,091,24 4,066.51 2.04 x 0,102 1 C16BB= 1,125 x 1.026 x.102 W6 4,931 43 5,758.64 1,233.85 1,51590 3.69 x 0.090 1 1 C12BB=1.125 x 0.799 x.090 W5 1 1,583.051 16,730.22 6,202.52 6,415.39 2,64 x 0.158 1 C32BA=1.125 x 1.520 x.158 " Continued on Next Page.. STRESS ANALYSIS-PAGE 2 �� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 5:09:59 AM NEW MILLENNIUM Location: Joist lJescription: Mark: R, ti� SYSTFMri ARLINGTON,WA Long Span 32LH3641250 TJ27 Web Design Continued_.. Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material V7 2,354.72 7,826.93 3,079.13 4,066.51 2,03 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 7,51846 8,984.69 1,932.25 3,573.40 4 29 x 0.118 1 C181313=1.125 x 1.035 x_118 W3 2.140.99 24,373.24 8,233.64 10,232.73 3,05 x 0.188 1 C38BA=1.125 x 1.845 x.199 V1S 2,355.021 7,826.93 2,674,401 3,544.72 2.00 x 0.102 1 C16BB= 1.125 x 1,025 x.102 W2 110,424301 14,381 Z41 2,728.101 6,378.19 4.68 x 0.150 1 C28BB=1.125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 G� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 6:09:59 AM NEW MILLENNIUM Location: Juhst Description: Mark: ARLINGTON,WA Long Span 32LH3641250 TJ27 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 112 TCX Depth 3 1/8 BPL Length 1-6 5/8 BPL Length 1-8 Clear Bearing 0-4 118 Clear Bearing 0-4 112 BPL Material:2024=2 x 2 x.248 BPL Material:2525=2 1/2 x 2 1/2 x.250 Total Load 364.00 Total Load 364.00 Recid TL Def 1-180 0.00 Reqd TL Def L180 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L1120 0.00 Section Modulus 2,6876 Section Modulus 2.6238 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 5.2742 Mom of Inertia _ 4.6634 Reqd MI 0,0000 Reqd MI 0.0000 Seat Type,Lapped(Reinforced) Seat Type!Lapped(Reinforced) - - - - - - - - - - - - - - -I I -- --- - - - - - - - - - - - _ _- - - -_- Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: ❑L+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: ❑L+WL+AX Case 7e: ❑L+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0-85(TL)+0.75(WL-AX+SL) Case 5a: 0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c: 0.6(0I-)+WL+AX+IP Case 8e: DL+CL+0-85(TL)+0.75(WL+AX+SL+IP) Case 5d: 0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a. 1.2(DL)+0,5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 G� Job Number. Job Name: Oate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:12:54 AM NEW MILLENNIUM Location: Joist Description: Mark: R III fllNr SYSTFM9 ARLINGTON,WA Long Span 32LH3641250 TJ30 Geomet Base Length: Working Length: Joist Depth; Effective Depth: BC Panel Length: Shape: 39-8114 39-4114 1 32.00 1 30.74 7 @ 5-0 1 Parallel Chords Variable Left End Right End BC Panel 2-11 1/8 2-9 118 TC Panel 1-2 1-2 First Half 2-0 2-0 First Diag. 4-11 118 4-9 118 Depth 132.00 132.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp1End Reference Uniform (plf) LL(1) 250,00 250.00 TC + 0-0 39-81/4 L-BL Uniform (plf) DL(1) 114.00 114,00 TC + 0-0 39-8 1/4 L-BL Uniform ( If) CL(1) 40.00 40.00 TC + 0-0 39-8 114 L-BL Uniform (plf) SM(2) 45.00 45.00 TC - 0-0 39-8 114 L-BL Cone @ any pp(Ibs) SM(2) 990.00 0.00 TC - Gross Uplift(plf) WL 2) 100.00 100.00 TC - 0-0 39-8 114 L-BL Conc @ any pp(Ibs) SM(3) 990.00 0.00 TC + Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Uniform (plf) SM(3) 45.00 45.00 TC + 0-0 39-8 114 L-BL Uniform (plf) CL(3) 40.00 40.00 TC + 0-0 39-8 114 L-BL Uniform (plf) CL(3) 114.00 114,00 TC + 0-0 39-8 1/4 L-BL Uniform ( If) SM(3) 12.15 12.15 TC + 0-0 39-8 114 L-BL Axial(Ibs) SM(3) 5,600.001 0.00 TC + 0-0 0-0 L-BL Axial(Ibs) SM(3) 1,700.001 0.00 TC + 0-0 0-0 L-BL Stress Analysis Summary Int,Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC'tension 30.00 1 60.00 7,949.54 7,949-54 1,987.39 30,067.89 130,527.62 Member TC Tension TC Com resion BC Tenslon BC Compresion Web Tension Web Comp, Web Length PP Dist. W2 7,300.00 12,196.29 0.00 0.00 11,389.00 2,819.06 45.19 0-2 V1S 7,300.00 11,850,94 0,00 0.00 2,426.66 3,337.13 37.301-2 W3 7,300.00 11,850.94 12,984.49 3,213.98 2,141.48 8,651.57 39.00 2-11 118 W4 7,300.00 18,372.33 12,984.49 3,213.98 7,808,61 2,085.62 42.96 4-11 1/8 W5 7,300.00 18,372.33 22,774.59 5,637.27 1,752.22 6,397.41 42.96 7-51/8 W6 1 7,300.00 26,191.27 22,774.59 5,637.27 4,986.22 1,595.04 42.96 9-11 1/0 W7 7,300.00 26,191.27 28,622.37 7,084.74 1,270.45 3,717.81 42.96 12-5118 W8 7,442.55 30,067,89 28,622.37 7,084.74 3,030.15 1,113.26 42.96 14-11 1/8 W9 7,442.55 30,067.89 30,527.82 71556.39 1,406.12 2,776.82 42.9617-51/8 W9 7,426.28 30,002.18 30.527.82 7,556.39 1,406.12 2,776.82 42.96 19-111/8 W8 7,426.28 30,002.18 28,490.96 7,052.22 3,030.15 1,113.26 42.96 22-5 1/8 W7 7,300.00 25.994.15 28,490.96 7,052.22 1,270.45 3,717.81 42.96 24-11 118 W6 7,300.00 25,994.15 22.511,77 5,572.22 4,986.22 1,595.04 42.96 27-5 1/8 W5 7,300.00 18,101.17 22,511,77 5,572.22 1,752,22 6,397.41 42.96 29-11 1/8 W4 7,300.00 18,101.17 12,590.25 3,116.40 7,808.61 2,085.62 42,96 32-5 1/8 W3 1 7,300.001 11,598.961 12,590.25 3,116.40 2,141.48 8,651.57 39.00 34-11 1/8 "Continued on Next Page.. STRESS ANALYSIS-PAGE 1 G� Job Number Job Name: naie Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:12:54 AM NEW MILLENNIUM Location: Jo»r aescrip[iurn: Mark: Fl Ill n�Nr SYSTFM9 ARLINGTON,WA Lony Span 32LH3641250 TJ30 Stress Anal sis Summary,Continued... Member TC Tension TC Campresion BC Tension IBCCompresion Web Tension Web Comp, Web Length PP Dist. V1S 7,300.00 11,598.96 0,00 0.00 2,355.41 3,220.01 36.21 38-61/4 W2 7,300.00 11,900.66 0.00 000 11,024.91 2,72894 43.75 36-11 118 Standard Verticals Member j Position Max Tension I Max Comp. Length V2 I Interior 2,000.001 2.83529 30.74 STRESS ANALYSIS-PAGE 2 Job Number: Job Name: oate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:12.54 AM NEW MILLENNIUM Location: Joist Description: Mark. .-I-N, 111r 4 ARLINGTON,WA Long Span 32LH3641250 TJ30 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,7132 0.7206 0,3726 1,2175 0,7275 0,3704 0.9837 A361318= 1.8750 x 2.2810 x.188 BC 0.5206 0.55$0 0.3331 1.2260 0.5292 0.1621 1.0000 A30B= 1.7970 x 0.158 Axial and Bending Analysis K.- Fy., Fb- Mom of inertia: LL 360: LL 240: Max Bridg TC.- Max Bridg SC: 0.75 50.000.00 130,000.00 569.92 349.34 1524.00 17-0112 115-7718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Befween Chords: Length 12.00 45.13 30.00 43.13 12.00 1.1250 Min Weld Len 2X: Bending Load 404.00 404.00 404,00 404.00 404,00 0.5000 Axial Load 12,196.29 11,850.94 30,057.89 11,598.96 11,900.66 Max Load Fillers TC: fa 3,710.01 8.308.29 21.079.56 8,131.63 3,130.60 35,978.67 Maximum K Lfr 32.21 62,62 60,39 115.74 32,21 Max Load no Fillers TC., Fcr 45,648.00 37,096.30 37.837.11 18,738,07 45,648.00 31,111.59 Fa 27,388.80 22,257.78 22.702.26 11,242.84 27.388.80 387.89Ryy, 87.89 F'e 3.188,876.50 72,988.06 293,576.47 79,914.95 2,438,361.75 8COAL/Ryy: Cm 0.9994 0.9431 0.9519 0.9491 0.9994 385.18 Panel Point Moment 6,154.54 6,154.54 2,525.00 5,554.62 5.554.62 BC stress: Mid Panel Moment 4,792.08 3,284.51 1,262,60 2,996.05 4,292.15 D'98 Panel Point fb 1,794.21) 12,906.42 5,296.07 11,648.36 1,605.17 SCLIRz: Mid Panelfb 1,397.01 3,225.54 1,239.83 2,942.26 1,240.34 180.1261 TC shear Stress. Fillers 0 1 0 0 0 11,936.90 Panel Point Stress 5,504.21 21,214,71 26,374.63 19,779.99 4,735,77 ec Shear Stress: Mid Panel Stress 0.11511 0.4864 0.96891 0.8246 0.0992 18,100.70 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld city Material W2 11,389.00 14,381.54 2,819.06 6,170.70 5.11 x0.150 1 C28BB=1,125 x 1.344 x.150 W3 2,141.48 24,373.24 8,651.57 10,236.84 3.11 x 0.188 1 C38BA= 1.125 x 1.846 x.199 W4 7,80861 8,984.69 2,085.62 3,57480 4 46 x 0.118 1 C18BB=1.125 x 1.035 x.118 W5 1,752.22 16,730.22 6,397.41 6,417.82 2.73 x0.158 1 C32BA=1.125 x 1.520 x.158 W6 4,986.22 7,826.93 1,595.04 2,941.58 3.29 x 0.102 1 C16BB= 1.125 x 1,025 x.102 W7 1,270 45 10,742.43 3,717.81 4,446.26 2 00 x 0.129 1 C22BB=1.125 x 1.110 x.129 W8 3,030.15 4,802.89 1,113.26 1,149.89 2.65 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,406.12 7,826,93 2,776.82 2,941.58 2,00 x 0.102 1 C16BB= 1,125 x 1.025 x.102 W9 1,40612 7,826.93 2,776.82 2,941 56 2 00 x 0.102 1 C16136=1.125 x 1.025 x.102 W8 3,030.15 4,802.89 1,113.26 1,149.89 2.65 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 1,270.45 10,742.43 3,717,81 4,446.26 2.00 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W6 4,986.22 71826.93 1,595.04 2,941.56 3 29 x 0.102 1 C16BB=1.125 x 1.025 x.102 W 5 1,752.22 16,730.22 6,397.41 6,417.82 2,73 x 0.158 1 C32BA=1.125 x 1.520 x.158 W4 7,808.61 8,984,69 2,085.62 3,574.80 4.46 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W3 2,141 413 24,373.24 8,651.57 10,236 84 3.11 x 0.188 1 C38BA=1.125 x 1.845 x.199 W2 11,024.91 14,381.54 2,728.94 6,380.09 4.95 x 0.150 1 C28013=1.125 x 1.344 x.150 V1 2,426,66 7,826,93 3,337,13 3,445,13 2.20 x 0,102 1 C16BB= 1.125 x 1.025 x.102 V2 2,000 00 7.826.93 2,835.29 4,068.35 2.00 x 0.102 1 IC16BB=1.125 x 1.025 x.102 STRESS ANALYSIS -PAGE 3 460 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:12:54 AM NEW MILLENNIUM Location: I Joist Description: Mark: A, -- -T- ARLINGTON,WA Long$Pan 32LH3641250 TJ30 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 112 TCX Depth 3 118 BPL Length 1-6 518 BPL Length 1-8 Clear Bearing 0-4 Clear Bearing 0-4 112 BPL Material:2024=2 x 2 x.248 BPL Material:2525=2 112 x 2 112 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L180 000 Reqd TL Def L180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L1120 0.00 Section Modulus 2,6876 Section Modulus 2,6238 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 5.2742 Mom of Inertia 4.6634 Reqd MI 0,0000 Reqd MI 0.0000 Seal Type,Lapped(Reinforced) Seat Type:lapped(Reinforced) ---- - - ---- --- —I I _ -- - - - - - - -- --- Load Combinations Case 1: DL Case Bd: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case Be: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0-85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.B(TL)+SM-AX+FEM Case 6c: DL+CL+0-85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 10 1Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:16:48 AM NEW MILLENNIUM Location: Joist Description: Mark: Rl Ill MlNr, -TFMS ARLINGTON,WA Long Span 32LH3641250 TJ33 Geometry Base Length: Working Length. Joist Depth: Effective Depth: BC Panel Length: Shape, 39-6 718 139-27/8 132.00 30.88 7 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-10 3/4 2-8 118 TC Panel 1-2 1-2 First Half 2-0 2-0 First Ding. 4-10 314 4-8 118 Depth 32.00 32.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-6 718 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 39-6 718 L-BL Gross Uplift(plf) W L(2) 100.00 100.00 TC - 0-0 39-6 718 L-BL Axial(Ibs) 5M(3) 5.600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114,00 TC + 0-0 39-6 718 L-BL Uniform plf 5M(3) 1 12.15 12.15 TC + 0-0 39-6 718 L-BL Conc @ any pp(Ibs) I LL(3) 1 2,000.001 0.00 BC + Stress Analysis Summary Int.Pane!TC: Max Panel BC: Reaction LE.- Reaction RE: Minimum Shear: Max TC Camp.: Max BC Tension 1 30.00 60.00 7,141.60 7,142,19 1,785.55 26.820.91 27,224,28 J Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 5,600.49 8,158.06 0.00 0.00 10,144.83 2,787.04 45.01 0-2 V1S 5,600.49 7,957.61 0.00 0.00 2,409.59 2,745.92 37.201-2 W3 5,600.49 7,957,61 11,542.92 3,171.13 2,135.92 7,775.50 39.11 2-10 314 W4 51601.31 16,366.68 11,542.92 3,171.13 7,034.38 1,932.30 43.05 4-10 314 W5 5,601.31 16,366.68 20.306.36 5,578.67 1,583,74 5,765.64 43.05 7-4 314 W6 6,418.12 23,361,95 20,306.36 5,578.67 4,496.90 1,235.19 43.05 9-10 314 W7 6.418,12 23.361.95 25,533.47 7,014.69 1,047,88 3,228.16 43.05 12-4 314 W8 7,368.38 26,820.91 25,533,47 7,014.69 2,489.44 1,048.37 43.05 14-10 3/4 W9 7,368.38 26,820.91 27,224.28 7,479.20 1,403,10 2,489.44 43.05 17-4 314 W9 7,347.13 26,743.55 27,224,28 7.479.20 1.403.10 2.489.44 43.05 19-10 314 W8 7,347.13 26,743.55 25,378.76 6,972.19 2,489.44 1,048.37 43.05 22-4 3/4 W7 6,354.36 23,129.88 25,378.76 6,972.19 1,047.88 3,228.16 43.05 24-10 3/4 W6 6,354.36 23,129.88 19,996.93 5,493.66 41496.90 1,235.19 43.05 27-4 314 W5 5.605.83 15.979.89 19.996.93 5,493.66 1,583.74 5,765.64 43.05 29-10 3/4 W4 5,605.83 15,979.89 11,078,78 3,043.62 7,034,38 1,932.30 43.05 32-4 314 W3 5,606.64 7,786.04 11,078.78 3,043.62 2,135.92 7,775.50 39.11 34-10 3/4 V15 5,606.64 7.786.04 0.00 0.00 2,335.02 2,627.81 35,81 38-4 7/8 W2 5,617.36 7,953,021 0.001 0.00 9,722,851 2,671,111 43.14 36-10 3/4 Standard Verticals Member Position Max Tension Max Comp. Le!3tO. h V2 Interior 2,000,00 2,327.04 88 STRESS ANALYSIS-PAGE 2 Job Number. Job Na me date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORUERS 111l2212019 5:16:48 AM NEW MILLENNIUM Location: Joist Description: Mark: -111 nINI, --Mr ARLINGTON,WA Long Span 32LH3641250 TJ33 Chord Pro rtles Chard Area Rx Rz Ryy Y Ix Q Material TC 0,6209 0.6249 0,3548 1,2477 0.6098 0.2425 1.0000 A34A18= 1.8750 X 2.0010 X.176 BC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B= 1.7350 x 0.150 Axial and Bending Analysis K. Mo Fy. Fb.' m of inertia: LL 360: LL 240: Max Bridg TC: Max gridg BC: 0.75 50.000.00 30,000.00 515.28 318.62 477.93 17-5 3!4 14-91l8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 12.00 44.75 30.00 42.13 12.00 1.1250 Min Weld Len 2X: Bending Load 364.00 364.00 364.00 364,00 364,00 0.5000 Axial Load 8,158.06 7,957.61 26,820.91 7,786.04 7,953.02 Max Load Fillers TC: fa 2,629.26 6.408.13 21,598.41 6,269.96 2,563.18 31,167.40 Maximum KLlr 33.82 71,61 42,28 118,73 33,82 Max Load no Fillers TC: Fcr 45,988.11 34,365.84 43,874.58 17,806.75 45,988.11 26,486.93 Fa 27,592.86 20.619.50 26,324.75 10,684.05 27.592.66 TC OALIRyy: 377.39 Fe 3,275,278.25 56,812.66 220,776.97 62,985.26 3,275,278.25 BC OALIRyy: Cm 0.9996 0.9426 0.9345 0,9502 0.gg96 392.09 Panel Point Moment 5,516.25 5,516.26 2,275.00 4,839.80 4,839.60 BC Stress: Mid Panel Moment 4,293.51 2,884.55 1,137.50 2,539.63 3,775,46 0.95 Panel Point fb 1,630.40 15,823.12 6.525.73 13,882.75 1,430.47 186.68 186,6833 Mid Panel fb 1,269.00 3,626.80 1,430.20 3,193.12 1,115.69 TC Shear Stress; Fillers 0 1 4 0 0 13,405.72 Panel Point Stress 4,289.66 22,231.25 28,124.15 20,152.71 3,993,64 BC sheer Stress: Mid Panel Stress 0.0900 0.436111 0.8678 0.6947 0.0837 17,802.51 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 10,144.83 14,381.54 2,787.04 6,196.82 4.55 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,135.92 18,714.09 7,775.50 8,211.80 2.98 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 7,034.38 8,984.69 1,932.30 3,56452 4 01 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 5 1,583.74 16,730.22 5.765.64 6,400.02 2.46 x 0.158 1 C326A=1,125 x 1.520 x.158 W6 4,496.90 5,758.64 1,235,19 1,509.97 3,36 x 0.090 1 C12BB= 1.125 x 0,799 x,090 W7 1,047 88 8,984.69 3,228.16 3,564,52 2.00 x 0.118 1 1C18BB=1.125 x 1.035 x.118 W8 2,489.44 4,802.89 1,048.37 1,144.68 2.18 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,403.10 7,826,93 2,489,44 2,933.15 2.00 x 0.102 1 C166B= 1.125 x 1.025 x.102 W 9 1,40310 7,826.93 2,489.44 2,93315 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W8 2,489.44 4,802.89 1,048.37 1,144.68 2.18 x0.C77 1 C10AB=1,125 x 0.756 x.077 W7 1,047.88 8,984.69 3,228.16 3,564,52 2.00 x 0.118 1 C18BB= 1.125 x 1,035 x.118 W6 4,49690 5,758.64 1,235.19 1,509.97 3 36 x 0.090 1 C12BB=1.125 x 0.799 x.090 W5 1,583.74 16,730.22 5,765.64 6,400.02 2.46 x 0.158 1 C32BA=1.125 x 1.520 x.158 W4 7,034.38 8,984.69 1,932,30 3,564.52 4.01 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W3 2,13592 18,714.09 7,775.50 8,211 80 2 98 x 0.176 1 C34AA=1.125 x 1.549 x.176 W2 9.722.85 14.381.54 2.671.11 6.468.64 4.37 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1 2,409.59 7,826.93 2,745.92 3,454.13 2,00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 V2 2,00000 5,758.64 2,327.00 2,75474 2 00 x 0.090 1 C12BB=1.125 x 0.799 x.090 STRESS ANALYSIS-PAGE 3 G� Job Number Job Name: Oate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:16:48 AM NEW MILLENNIUM Location: Joist Description: Mark: ,. -n-r, ARLINGTON,WA Long$pan 32LH3641250 ITJ33 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-2 114 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3112 TCX Depth 3112 BPL Length 1-7 1/2 BPL Length 1-9112 Clear Bearing 0-4 112 Clear Bearing 0-6 518 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L180 0.00 Reqd TL Def L180 003 Live Load 250.00 Live Load 250.00 Reqd LL Def LI120 0.00 Reqd LL Def L1120 0.02 Section Modulus 2,5708 Section Modulus 2.5708 Reqd SM 0.0000 Reqd 5M 0.0091 Mom of Inertia 5.1129 Mom of Inertia 5.1129 Reqd MI 0.0000 Reqd MI 0.0008 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0,75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: ❑L+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Sa: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Sb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case Sf: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 61o: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 �� Job Number: Job Name: Date Rua: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPOROERS 11/22/2019 5:56.14 AM N E W M I L L E N N I UM Location: Joist Descriplion Mark: R-k ��ti� SVSTFM9 ARLINGTON,WA Long Span 37LH3641250 TJ36 Geometry Base Length: Working LengUs Joist Depth: E/leclrve Depth: BC Panel Length: Shape: 39-9 318 39-5 1 37.00 135.90 7 5.0 Double Pitch with Ridge @ 19-11 Variable Left End Right End BC Panel 2-11 2-10 318 �TC Panel 2-0 2-0 ` --- - - - - First Half 2-0 2-0 �'••. � � i ' First Dia . 4-11 4-10 318 Depth 32.00 32.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) DL (1) 114.00 114.00 TC + 0-0 39-9 318 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 39-9 318 L-BL Gross Uplift If W L(2) 100.00 100.00 TC - 0-0 39-9 318 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Axial(Ibs) SM(3) 20,000.00 0,00 TC + 0-0 0-0 L-BL Uniform If CL 3) 114.00 114.00 TC + 0-0 39-9 318 L-BL Uniform (plf) SM(3) 12.15 12.151 TC I + 0-0 39-9 318 L-BL ,Stress Analysis Summa Int.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear Max TC Comp. Max BC Tension 30.01 60.00 7,179.52 17,179.74 11,794.94 125,766.61 123,665,48 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W2 19,567.99 22,043.28 0.00 0.00 9,789.83 2,689.51 45.24 0-2 V1S 19,567.99 21,939,08 0.00 0.00 2.111.52 2,407.50 33.28 2-0 W3 19,567.99 21,939,08 11,200.75 3,077.13 21001.82 7,286,64 40.11 2-11 W4 18,893.60 24,286.95 11,200,75 3,077.13 6,388.58 1,755.10 43.96 4-11 V2 18,893.60 24.286.95 11,200.75 3,077.13 2,000.11 2,309.49 32.76 7-5 W5 18,893.60 24,286.95 18,938.27 5,202.82 1,388,62 5,054.57 44.89 7-5 W6 18,196.80 25,610.42 18,938,27 5,202.82 3,667.33 1,007.51 44.89 9-11 V3 18,196.80 25,610.42 18,938.27 5,202.82 2,000.11 2,318.61 34.02 12-5 W7 18,196,80 25,610.42 22,963.39 6,308.62 1,002,13 2,432.94 45.8312-5 W8 17,549.59 25,766.61 22,963.39 6,308.62 2,353.11 979.24 45.8314-11 V4 17,549.59 25,766.61 22,963.39 6,308,62 2,000.11 2,322.24 35.27 17-5 W9 17,549.69 25,766,61 23,665.48 6,501.51 2,339.06 1,301.48 46.7917-5 W9 17,550.74 25,762.26 23,665.48 6,501.51 2,339.11 1,323.05 46.79 19-11 V5 17.550,74 25,762.26 23,665.48 6,501.51 2.000.11 2,322.22 35.27 22-5 W8 17,550.74 25,762.26 22,932,74 6,300.20 2,353.15 968.09 45.83 22-5 W7 18,200.42 25,596.81 22,932.74 6,300,20 994.92 2.455.50 45.83 24-11 V6 18,200.42 25,596,81 22,932.74 6,300.20 2,000.11 2,318.54 34.01 27-5 W6 18,200.42 25,596,81 18,873.86 5,185.13 3,693.24 1,014.53 44.88 27-5 W5 18,900.03 24,263.03 18,873.86 5,185,13 1.396.07 5,082.07 44.88 29-11 V7 18,900.03 24,263.03 18,873.86 5,185.13 2,000.11 2,309.35 32.76 32-5 W4 18,900.03 24,263,03 11,097,97 3,048.89 6,417.02 1,762.81 43.96 32-5 W3 19,577.29 21,907.04 11,097.97 3,048.89 2,005.98 7,302.11 40.10 34-11 V1S 19,577.29 21,907.04 0.00 0.00 2,102.15 2,390.20 33.08 37-9 318 Continued on Next Page.. STRESS ANALYSIS-PAGE 1 G� Job Number: TAIL,Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS I V2212019 5:56:14 AM NEW MILLENNIUM Location: Joist Oescriplion: Mark: A --" ARLINGTON,WA Long Span 37LH3641250 TJ36 Stress Analysis Summary, Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Len th PP list. W2 19,578.53 22,004,281 0,001 0.001 9,695.06 2,663.481 44.79 36-11 STRESS ANALYSIS-PAGE 2 G� Job Number Job iv-7e: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 5:56:14 AM NEW MILLENNIUM Location: Joist Description: Mark: ..,,.,1-1 -%--, ARLINGTON,WA Long Span 37LH3641250 TJ36 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,6209 0,6249 0,3548 1,2477 0,6098 0.2425 1,0000 A34A18= 1.8750 X 2.0010 X.176 BC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B= 1.6560 x 0.142 Axial and Bending Analysis K Fy.. Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC' Max Bridg BC: 50,000.0Q 30,000.00 656.2D 399.36 599.0 40.75 -7314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Cfwrds; Len th 22.00 35.01 30.01 34.38 22.00 Min Weld Md Len 2X: Bending Load 363.92 363.92 363,92 363.92 363.92 0.5000 Axial Load 22,043.28 21,939.08 25,766.61 21,907.04 22,004.28 Max Load Fitters TC: fa 6,094.69 17,667.16 20,749.41 17,641.36 6.083.91 31,165.19 Maximum K Ur 62.02 56,02 63,43 55.02 62,02 Max Load no Filters TC: Fcr 37,742.09 39,747.76 37,257.25 40,071.89 37,742.06 26,483.18 TC OAL Fa 22,645.25 23,848.65 22,354.35 24,043.13 22.645.24 379.39 y: 79.39 F'e 938,427.13 91,199,53 220,680,36 94,545.82 938,425.00 SCOAL/Ryy: Cm 0.9968 0.9031 0.9370 0.906T 0.9968 404.74 Panel Point Moment 3,214.95 3,214.95 2,275.50 3,083.37 3,083.36 BC stress: Mid Panel Moment 1,659.35 1,680,71 1,137.75 1,611.96 634.19 0.92 Panel Point fb 819.26 9,221.93 6,527.16 8,844.49 785.73 8C URr. 195.9504 Mid Panel fb 422.85 2,113.19 1,430.51 2,026.75 189.49 TC Shear Stress; Fillers 0 1 0 1 0 13,160.98 Panel Point Stress 6,913,95 26,889,10 27,276.57 26,485.85 61869.63 BC Shear stress; Mid Panel Stress 0.28181 0.8244 0.9753 0.8128 0.2743 19,109.54 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld city Material W2 9,789.83 14,381.54 2,689.51 6,164.09 4.40 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,111.62 6,758.64 2,407.50 2,468.74 2.00 x 0,090 1 C126B= 1,125 x 0.799 x.090 W3 2,001.82 18,714.09 7,286.64 7,99336 2 85 x 0.176 1 C34AA=1.125 x 1.549 x.176 W4 6,388.58 7,826,93 1,755.10 2,852.30 4.22 x 0.102 1 C168B=1.125 x 1.025 x.102 V2 2,000.11 5,758.64 2,309.48 2,528.87 2.00 x 0.090 1 C126113= 1.125 x 0,799 x.090 W5 1,38862 14,381.54 5.054.57 5,456.65 2.27 x 0.150 1 C28BB=1.125 x 1.344 x.150 W6 3,667.33 4,802.69 1,007.51 1,052.95 3.21 x 0.077 1 C10AB=1.125 x 0.756 x.OT7 V3 2,000.11 5,758.64 2,318.61 2,382.11 2.00 x 0,090 1 C126B= 1.125 x 0.799 x.090 W7 1,00213 7,826.93 2,432.94 2,691.81 2.00 x 0.102 1 C16113113=1.125 x 1.025 x.102 W8 2,353.11 4,802,89 979.24 1,010.13 2.06 x 0.077 1 C10AB=1.125 x 0.756 x.077 V4 2,000.11 7,826.93 2,322.24 3,633.06 2.00 x 0.102 1 C166B= 1.125 x 1.025 x.102 W9 2,339.06 7,826.93 1,301.48 2,61457 2 00 x 0.102 1 C16BB=1.125 x 1.025 x_102 W9 2,339,11 7,826,93 1,323.05 2,614.57 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V5 2,000.11 7,826.93 2,322.22 3,633.21 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W8 2,353.15 4,802.89 968.09 1,01024 2.06 x 0.077 1 C10AB=1.125 x 0.750 x.077 W7 994.92 7,826.93 2,455.50 2,692.02 2,00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V6 2,000.11 5,758,64 2,318,54 2,382.68 2.00 x 0,090 1 C12BB= 1,1125 x 0.799 x.090 W6 1 3,693.24 4.802.89 1,014.53 1,053.1 B 3 23 x 0.077 1 C10AB=1.125 x 0.756 x.077 W5 1 1,396,071 14,381.54 5,082.071 5,457.43 2.28 x 0.150 1 C28BB=1 A25 x 1.344 x.150 Continued on Next Page.. STRESS ANALYSIS -PAGE 2 Job Number. Job Marne Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:56:14 AM NEW M I L L E N N I U M Location: Joist Description: Mark: -11T.- ARLINGTON,WA Long Span 37LH364/250 TJ36 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.11 5,758.64 2,309.35 2,529.84 2.00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W4 6,41702 7,826.93 1,762.81 2,85295 4 24 x 0.102 1 C16BB=1.125 x 1.025 x.102 W3 2,005.98 16,714.09 7,302.11 7,995.08 2.86 x 0.176 1 C34AA=1,125 x 1.549 x.176 V1S 2,102.15 6,758,64 2,390.20 2,492.23 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W2 9,69506 14.381.54 2,653.48 6,229.70 4 35 x 0.150 1 C28BB=1.125 x 1.344 x.150 STRESS ANALYSIS -PAGE 3 !� Job Number: Job Name: Date Run: v/ 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHDPDRDERS IV22/2019 5:56:14 AM NEW MILLENNIUM Location: Joist Description: Mark: S TP-" ARLINGTON,WA Long Span 37LH3641250 T436 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 5/8 TCX Tye R, Rnfd TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 112 BPL Length 2-4 5/8 BPL Length 2-5 1/8 Clear Bearing 04 112 Clear Bearing 0-5 118 BPL Material:2525=2 112 x 2 112 x.250 BPL Material:2525=2 112 x 21/2 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-180 000 Reqd TL Def 1-180 001 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L/120 0.01 Section Modulus 2.8191 Section Modulus 2,8191 Reqd SM 0.0000 Reqd SM 0.0035 Mom of Inertia 5.7420 Mom of Inertia 5.7420 Reqd MI 0,0000 Reqd MI 0,0002 Seat Type:Lapped(Reinforced) `.feat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0,75(WL-AX+LL) Case 3e: ❑L+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case A DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c. DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case Bd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case Bf: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0.B(TL)+SM+AX+FEM Case 6b: ❑L+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: ❑L+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:57:14 AM L MILLENNIUM Location: Joist Description: Fmr arkRl111 fllNr -T- ARLINGTON,WA Long Span 37LH3641250 Geometry Base Length: Working Length: Joist Depth; EJtecttve Depth: BC Pane/Length: Shape: 39-9 318 39-5 318 1 37.0 1 35.88 7 @ 5-0 Double Pitch with Ridge @ 19-11 Variable Left End Right End BC Panel 2-11 2-10 3/8 11iIlII IL111111111111.. I l lal l-I 111 l:LI Ll I IJII:II II 11 1111:1 IIII 1i1111111[ TC Panel 2-0 2-0 1 First Half 2-0 2-0 First Ding. 4-11 4-10 3)8 Depth 132.00 132.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-9 318 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 39-9 3/8 L-BL Conc @ any (Ibs) CL 1 200.00 0.00 TC + Uniform (plf) CL(1) 40.00 40.00 TC + 0-0 39-9 318 L-BL Uniform (plf) SM(2) 45.00 45.00 TC 0-0 39-9 3/8 L-BL Gross Uplift(plf) W L(2) 100.00 100.00 TC - 0-0 39-9 318 L-BL Conc @ any pp(Ibs) SM(2) 990.00 0.00 TC Uniform (plf) CL(3) 40.00 40.00 TC + 0-0 39-9 3/8 L-BL Axial(Ibs) SM(3) 51600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM(3) 12.15 12.15 TC + 0-0 39-9 318 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 39-9 3/8 L-BL Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) SM(3) 990.00 0.00 TC + Uniform (plf) SM(3) 45,00 45.00 TC + 0-0 39-9 3/8 L-BL Conc @ any pp(Ibs) CL(3) 200.001 0.00 TC + Conc @ any pp(Ibs) ILL(3) 2,000.001 0.00 BC + Stress Analysis Summary tot.Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Sheer: Max TC Comp. Max BC Tension 30.01 60.00 8,165.95 8,167.43 12,041.86 26,923.06 26,941.65 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Camp. Web Length PP Dist. W2 7,142.32 11,909.85 0.00 0.00 11,155,37 2,690.53 45.22 0-2 V1S 7,142.32 11,735.31 0.00 0.00 2.111.68 3,116.94 33.25 2-0 W3 7,142.32 11,735,31 12,617.95 3,079.32 2,002.30 8,307.50 40.09 2-11 W4 6,896.1B 17,551.77 12,617.95 3,079.32 7,327.66 1,953.67 43.95 4-11 V2 6.896.18 17.551.77 12,617.95 3,079.32 2.000.11 3,002.77 32.74 7-5 W5 6,896.18 17,551.77 21,384,45 5,206.39 1,629.00 5,814,18 44.87 7-5 W6 6,641.87 24,193.33 21,384.45 5,206.39 4,554,12 1,438.73 44.87 9-11 V3 6,641.87 24,193,33 21,384.45 5,206.39 2,000.11 3,017.59 34.00 12-5 W7 6,641,87 24,193.33 26,014.89 6,312.80 1,117.52 3,461.59 45.81 12-5 W8 6,518.75 26,923.06 26,014.89 6,312.80 2,734.43 979.51 45.81 14-11 V4 6,518.75 26,923.06 26,014.89 6,312.80 2,000.11 3,022.97 35.25 17-5 W9 6,518.75 26,923.06 26,941.65 6,505.66 2,661.53 2,629.36 46.77 17-5 W9 61514.62 26,904.66 26,941.65 6,505.661 2,661.591 2,629.421 46.77 19-11 V5 6,514.62 26,904.661 26,941.65 6,505.661 2,000.111 3,022.931 35.25 22-5 Continued on Next Page.. STRESS ANALYSIS-PAGE 1 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:57:14 AM NEW MILLENNIUM Location: Jurst Description: Mark: ^.M^,tip. ARLINGTON,WA Long Span 37LH364125a TJ39 Stress Analysis Summary,Continued... Member TC Tension TC Campresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W8 6,514.62 26,904,66 25,979.10 6,304.37 2,768,27 962.97 45.81 22-5 W7 6,64379 24,139.31 25,979.10 6,304.37 1,128.80 3,49655 45.81 24-11 V6 6,643.79 24,139.31 25,979,10 6.304.37 2,000.11 3,017.46 33.99 27-5 W6 6,643.79 24,139.31 21,311.11 5,188.69 4,589.41 1,450.07 44.87 27-5 W5 6,899.56 17,457.85 21,311.11 5,188.69 1.640.74 5,84641 4487 29-11 V7 6,899.56 17,457.85 21,311.11 5,188.69 2,000,11 3,002.55 32.73 32-5 W4 6,899.56 17,457,85 12,501.91 3,051.07 7,362.65 1,974.02 43.94 32-5 W3 7,147.16 11,660.90 12,501.91 3,051.07 2,006,45 8,327.85 40.08 34-11 V13 7,147.16 11,660.90 0.00 0.00 2,102,29 3,093.21 33.05 37-9 318 W2 7,148.411 11,823.78 O.00l 0.00 11,049.061 2,664.461 44.77 36-11 STRESS ANALYSIS-PAGE 2 G� Job Number: Job Naive: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 1IJ2212019 5:57:14 AM NEW MILLENNIUM Location: Joist Description Mark: Fl Ill flINr, SYrrFMr ARLINGTON,WA Long Span 37LH364f250 TJ39 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,6209 0,6249 0,3548 1,2477 0,6098 0,2425 1.0000 A34A18= 1.8750 X 2.0010 X.176 BC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B= 1.7350 x 0.150 Axial and Bendina Anal sis K. Fy, Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC.' Max Bridg BC: 0.75 50.000.00 130,000.00 695.39 423.21 634.82 17-8118 115-9718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Ga,q eefween Chords: Length 22.00 35.01 30.01 34.38 22.00 1.1250 Min Weld Len 2X. Bending Load 403.91 403,91 403.91 403.91 403,91 0.5000 Axial Load 11,909.85 11,735.31 26,923.06 111660.90 11,823.78 Max Load FitlersTC: fa 3,292.92 9.450.24 21,680.67 9,390.32 3,269.13 30,980.76 Maximum K Ur 62.02 98.67 42.29 96.91 62,02 Max Load no Fillers TC: Fcr 37,742.09 24,537.16 43,872.07 25,163.21 37,742.06 26,328.27 Fe 22,645.25 14,722.30 26.323.24 15,097.92 22.645.24 3 oALIRyy; 79.39 F'e 936,427.13 91,199.53 220,680.36 94,545.62 938,425.00 SCOAURyy: Cm 0.9982 0.9482 0.9342 0.9503 0,9983 394.17 Panel Point Moment 3,568.24 3,568.24 2,525.55 3.422.54 3.422.54 6c stress: Mid Panel Moment 1,841.70 1,865.40 1,262.78 1,788.97 600.56 0'94 Panel Point fb 909.29 10,235.33 7,244.43 9,817.41 872.16 SC LA4z: 186.6833 Mid Panel fb 469.32 2,345.41 1,587.71 2,249.31 213.03 TC shear Stress: Fillers 0 0 4 0 0 14,991.59 Panel Point Stress 4,202.21 19,685,57 28,925,10 19,207.73 4.141.28 Sc shear stress: Mid Panel Stress 0.0884 0.7216 0.8762 0.6979 0.0793 19,516.79 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 11,155.37 14,381.54 2,690.53 6,166.35 5.01 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,111.68 7,826,93 3,116,84 3,824.48 2.06 x 0,102 1 C16BB= 1.126 x 1,026 x.102 W3 2,002.30 24,373.24 8,307.50 9,93271 3 08 x 0.188 1 C38BA=1.125 x 1.845 x.199 W4 7,327.66 10,742.43 1,953,67 4,323.02 3.83 x 0.129 1 C22BB=1.125 x 1.110 x.129 V2 2,000.11 7,826.93 3,002,77 3,873.66 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W5 1,62900 16,730.22 5,814.18 6,06454 2 48 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 4,554.12 7,826,93 1,438.73 2,772.53 3.01 x 0.102 1 C16BB=1.125 x 1.025 x.102 V3 2,000.11 7,826,93 3,017.59 3,753.62 2.00 x 0,102 1 C166B= 1.125 x 1.025 x.102 W7 1,117.52 10,742.43 3,461.59 4,09376 2.00 x 0.129 1 C22BB=1.125 x 1.110 x.129 W8 2,734.43 4,802.89 979.51 1,010,90 2.39 x 0.077 1 C10AB=1,125 x 0.756 x.077 V4 2,000.11 7,826.93 3,022.97 3,635.20 2.00 x 0.102 1 C16BB= 1,125 x 1.025 x.102 W9 2.661 53 8.984.69 2,629.36 3,17444 2 00 x 0.118 1 1 C181313=1.125 x 1.035 x.118 W9 2,661.59 6,984,69 2,629.42 3,174.44 2.00 x 0.118 1 C181313=1.125 x 1.035 x.118 V5 2,000.11 7,826.93 3,022.93 3,635.36 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W8 2,768.27 4,602.80 962.97 1,01101 2.42 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 1,128.80 10,742.43 3,496.55 4,094.06 2,00 x 0.129 1 C221313=1.125 x 1.110 x,129 V6 2,000.11 7,826,93 3,017,46 3,754.09 2.00 x 0,102 1 C16BB= 1,125 x 1,025 x.102 W6 4,589.41 7,826.93 1,450.07 2,772,96 3.03 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 1 1.640.74 W730.221 5,846A1 6,065.46 2.49 x 0.158 1 C32BA=1.125 x 1.520 x.158 'Continued on Next Page... STRESS ANALYSIS-PAGE 2 Job Number. Job Name: Date Ron: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:114 AM NEW MILLENNIUM Location: Joist Description: Mark: MM MNI. 1VSTrM1 ARLINGTON,WA Long Span 37LH3641250 T439 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.11 7,826,93 3,002,55 3,874.45 2.00 x 0.102 1 C166B= 1.125 x 1,025 x.102 W4 7,362.65 8,984.69 1,974.02 3,471.64 4.20 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 3 2,006.45 24.373.24 8.327.85 9,934.91 3,08 x 0.188 1 C38BA=1.125 x 1.845 x.199 V1S 2,102.29 7,826.931 3,093.21 3,843.671 2.04 x 0,102 1 C16BB= 1.125 x 1.025 x,102 W2 11,049.06 14,381.54 2,864.46 6,231 99 4.96 x 0.150 1 IC2813B=1.125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 Job Number Job Name: Date Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:57:14 AM NEW MILLENNIUM Location: Joist Description: Mark: f1- r-m ARLINGTON,WA Long Span 37LH3641250 TJ39 TCX Design TCX Left 'TCX Right TCX Length 0-0 TCX Length 0-0 5/8_ _ TCX Type R, Rnfd_ TCX Type R, Rnfd TCX Depth 3 1/2 TCX Depth 3 1/2 BPL Length 2-4 3/4 BPL Length 2-5 1/4 Clear Bearing 0-4 314 Clear Bearing 0-5 318 BPL Material:2525=2 112 x 2 1/2 x.250 BPL Material:2525=2 1/2 x 2 112 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def L180 000 Reqd TL Def L180 001 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.01 Section Modulus 2.8191 Section Modulus 2,8191 Reqd SM 0.0000 Reqd SM 0.0035 Mom of Inertia 5.7420 Mom of Inertia 5.7420 Reqd MI 0.0000 Reqd MI 0,0002 Seat Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: ❑L Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: ❑L+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: ❑L+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: ❑L+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: ❑L+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0,75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c, DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 40 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 2:20:07 PM NEW MILLENNIUM Location- Just Description. Mark: A,II,nln r, -TFM9 ARLINGTON,WA Long Span 32LH3671250 TJ4 Geomet Base Length: Working Length: Joist Depth: Effective Depth: BC Pane(Length: Shape: 1 49-8 494 1 32.00 1 30.35 9 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-7 2-5 TC Panel 2-0 2-0 , First Half 2-4 2-4 First Ding. 4-11 4-9 Depth 32.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-8 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 49-8 L-BL Gross Uplift If WL(2) 100.00 100.00 TC - 0-0 49-8 L-BL Axial(Ibs) SM(3) 25,000.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 117.00 117,00 TC + 0-0 49-8 L-BL Uniform plf SM(3) 12.47 12.47 TG + 0-0 49-8 L-BL Conc @ any pp(Ibs) LL(3) 2,000.001 0.00 BC + Stress Analysis Summary - Int.Pane!TC: Max Panel BC. Reaction LE: Reaction RE: Minimum Shear: Max TC Camp: Max BC Tension 30.00 60A 9,053.08 9,052.67 2,263.27 43,718.47 44,141.68 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp, Web Length PP Dist. W2 25,008.19 27,937.96 0.00 0.00 12,055.27 3,284.81 41.98 0-2 V1S 25,006.13 27,867.05 0,00 0.00 2,059.38 2,350.94 31.15 2-0 W3 25,006.13 27,867.05 15,363,81 4,186.33 2,919.46 10,714,44 41.29 2-7 W4 25,005.50 32,808.80 15,363.81 4,186.33 9,718.33 2,648.04 42,68 4-11 W5 25,005.50 32,808.80 27,999.48 7,629.28 2,296.53 8,428.29 42.68 7-5 W6 25,004.85 36,626.55 27,999,48 7,629.28 7,138.24 1,945.02 42.68 9-11 W7 25.004.85 36,626.55 37,007.66 10,003.83 1,593.51 5,848.19 42.68 12-5 W8 25,004.19 40,151.47 37,007.66 10,083.83 4.558.15 1.242.00 42.68 14-11 W9 25,004.19 40,151,47 42,388.40 11,549.97 1,127,69 3,268.11 42.6817-5 W 10 25,003.54 43.718.47 42,388.40 11,549.97 3,182.25 1,128.04 42.68 19-11 W11 25,003.54 43,718.47 44,141.68 12,027.70 1,413,18 3,182.25 42.68 22-5 W11 25,002.89 43,658,01 44,141.68 12,027.70 1,413.18 3,182.25 42.68 24-11 W 10 25,002.89 43,658.01 42,267.49 11,517.03 3,182.25 1,128.04 42.68 27-5 W9 25,002.23 39,970.09 42,267.49 11,517.03 1,127.69 3,268.11 42.68 29-11 W8 25,002.23 39,970,09 36,765.84 10,017.94 4,558,15 1,242.00 42.68 32-5 W7 25,001.5E 36,519.91 36,765.84 10,017.94 1,593.51 5,848.19 42.68 34-11 W6 25,001.58 36,519.91 27,636.73 7,530.44 7,138.24 1,945.02 42.68 37-5 W5 25,000.93 32,659.50 27,636,73 7,530.44 2,296.53 8,428.28 42.68 39-11 W4 25,000.93 32,659.50 14,880.15 4,054,54 9,718.33 2,648.04 42,68 42-5 W 3 25,000.29 27,686.47 14.880.15 4,054.54 2.919.46 10,714.44 41.29 44-11 V1S 25,000.29 27,686.47 0.00 0.00 2,026,96 2,311.05 30.76 47-8 W2 25,000.29 27,735.34 0.00 O.Ool 11,665.89 3,178.72 40.62 47-3 Standard Verticals Member Position Max Tension I Max Comp. I Length 1 V2 Interior 2,000.00 2,362.19 30Q STRESS ANALYSIS-PAGE 2 Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 2:20-.07 PM NEW MILLENNIUM Location: Joist Description: Mark: ,.1,,, ARLINGTON,WA Long Span 32LH3671250 TJ4 Chord Properties Chard Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0,9205 0,3885 1,1660 0,9928 0,8044 0,9432 A40B18= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis K. Fy., Fb Mom of inerrla: LL 3titl: LL 2dtl: Max Bridg TC Max Sridg BC: 0.75 50.000.00 30,000.00 1806.84 1251.05 1376.58 1 15-10 518 117-7314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 22.00 35.00 30.00 33.00 22.00 1.1250 Min Weld Len 2X: Bending Load 367.00 367.00 367.00 367.00 367.00 0.5000 Axial Load 27,937.96 27,867.05 43,718.47 27,686.47 27,735.34 Max Load Filters TC: fa 14,713.48 14.676.14 23.024.26 14,581.03 7,376.61 47,460.95 Maximum K L/r 56.63 90,09 38,61 84,94 56,63 Max Load no Fillers TC: Fcr 37,801.96 26,945.00 42,550.81 28,672.43 37,801.98 41,747.10 Fa 22,681.19 16,167.00 25,530.49 17,203.46 22,681.19 507.71 yy, 07.71 F'e 501,071.78 197,974,48 479,049,41 222,698.58 712,790,25 8GOAURyy: Cm 0.9853 0.9629 0.9678 0,9673 0.9948 423.15 Panel Point Moment 2,649.90 2,907.33 2,293.75 2,671,92 2,671.92 BC Stress: Mid Panel Moment 598.30 1,904.46 1,146.88 1,530.41 1,198.66 0.91 Panel Point fb 3,106.82 3,408.63 2,6U9.25 3,132.63 807 35 BC LURz: 146.1276 Mid Panel fb 369.22 1.175.25 707.74 944.43 362.19 TC Shear Stress; Fillers 0 0 4 0 0 8,790.36 Panel Point Stress 17,820-30 18,084.76 25,713.52 17,713,67 8,184,17 BG Shear Stress; Mid Panel Stress 0.6607 0.9484 0.9252 0.8798 0.3368 13,081.87 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 12,055.27 14,381.54 3,284.81 6,638.25 5.41 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,919.46 28,624,38 10,714.44 11,032.67 3.85 x 0.188 1 C406A= 1,125 x 2.014 x.218 W4 9,71833 10,742.43 2,648.04 4,481 15 5 07 x 0.129 1 C22BB=1.125 x 1.110 x.129 W 5 2,296.53 24,373.24 8,428.28 9,223.16 3.03 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,138.24 7,826.93 1,945.02 2,965.73 4.71 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,59351 16,730.22 5,848.19 6,46881 2 49 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4,558.15 5,758.64 1,242.00 1,536.76 3.41 x 0.090 1 C12113113=1.125 x 0.799 x.090 W9 1,127.69 8,984,69 3,268.11 3,604.25 2.00 x 0.118 1 C186B= 1.125 x 1,035 x.118 W10 3,18225 4,802.89 1,128.04 1,164.99 2 78 x 0.077 1 C10AB=1.125 x 0.756 x.077 Will 1,413.18 8,984.69 3,182.25 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 Will 1,413.18 8,984.69 3,182.25 3,604.25 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W 10 3,18225 4,802.89 1,128.04 1,164,99 2 78 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1,127.69 8,984,69 3,268.11 3,604.25 2.00 x 0.118 1 C1811313=1.125 x 1.035 x.118 W8 4,558.15 5,758.64 1,242.00 1,536.76 3.41 x 0,090 1 C128B= 1.125 x 0.799 x.090 W7 1,593.51 16,730.22 5,848.19 6,46881 2 49 x 0.158 1 C32BA=1.125 x 1.520 x.158 W6 7,138.24 7,826.93 1,945.02 2,965.73 4.71 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 2,296.53 24,373,24 8,428,28 9,223.16 3.03 x 0.188 1 C386A= 1.125 x 1.845 x.199 W4 9,71833 10.742.43 2,648.04 4,481 15 5 07 x 0.129 1 C221313=1.125 x 1.110 x.129 W3 2,919.46 26,624.36 10,714.441 11,032.67 3.85 x 0.188 1 C40BA=1.125 x 2.014 x.218 " Continued on Next Page.. STRESS ANALYSIS-PAGE 2 G� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 2:20:07 PM NEW MILLENNIUM Location: Joist Description: Mark: —11 1-1 ` sr`^9 ARLINGTON,WA Long Span 32LH3671250 TJ4 Web Design Continued... Member I Web Tension Allow Tension Web Camp Allow Comp Weld city Material W2 11,665.89 14,381,54 3,178,72 6,837.17 5.24 x 0,150 1 C28BB= 1.125 x 1.344 x.150 1 V1 2,059 313 5,758.64 2,350.94 2,72216 2.00 x 0.090 1 C12BB=1.125 x 0.799 x.090 V2 2,000.00 5,758.64 2,362.19 2,818,97 2.00 x 0.090 1 C12BB=1.125 x 0.799 x.090 STRESS ANALYSIS-PAGE 3 G� Job Number Job Ns no: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 2:20:07 PM NEW MILLENNIUM Location: Joist Description_ Mark: AL -Nr, SY-FM-i ARLINGTON,WA Long Span 32LH3671250 TJ4 TCX Design TCX Left TCX Right TCX Length 0-2 TCX Length 0-0 TCX Type R TCX Type R, Rnfd. TCX Depth 3112 TCX Depth 3 118 BPL Length 0-8 BPL Length 2-4 1/8 Clear Bearing 0-6 Clear Bearing 0-4 114 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L180 0.03 Reqd TL Def 1-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.02 Reqd LL Def L1120 0.00 Sectlon Modulus 0.8529 Section Modulus 2.5813 Reqd SM 0.0082 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 4.5318 Reqd MI 0.0007 Reqd MI 0.0000 Seat Type!Lapped Seat Type:Lapped(Reinforced) I I � - - - - - - — — — — I - - - -- - - - - - - - 1 -- - - . _- _ _ _ _ _ Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: ❑L+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case A DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(8M+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: ❑L+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0-85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f. DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case Sh: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: ❑L+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number Job Name: Gate Run 5819-0100 GAYTEWAY BUSINESS PARE(BLDG C -SHOPORDERS 11122I2019 5:54:17 AM L MILLENNIUM Location: Joist Description: Mark: A,11,-r, riYriT- ARLINGTON,WA Long Span 37LH3641250 TJ41 Geornelry Bese Length: Working Length: Joist Depth, Effective Depth: BC Panel Length: Shape,: 39-70 39-6 1 37.00 1 35.90 7 @ 5-0 Double Pitch with Ridge @ 19-11 Variable Left End Right End BC Panel 2-11 2-11 TC Panel 2-0 2-0 -- First Half 2-0 2-0 First Dia . 4-11 4-11 Depth 132.00 32.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Be in Sp/End Reference Uniform Of) DL(1) 114.00 114.00 TC + 0-0 39-10 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 39-10 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 39-10 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 39-10 L-BL Uniform (plf) SM(3) 12.15 12.15 TC + 0-0 39-10 L-BL Conc @ any pp(Ibs) LL(3) 2.000,001 0.00 BC I + Stress Analysis Summary lnt Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 30.01 60.00 7,189.00 17,189.00 11,797.25 123,768.46 23,728.06 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W2 5.478.98 7,957,88 0.00 0.00 91803.39 2,693.24 45.24 0-2 V15 5,478.98 7,853.68 0.00 0.00 2,111.52 2,407.51 33.28 2-0 W3 5,478.98 7,853.68 11,217.56 3,081.75 2,005.00 7,298.21 40.11 2-11 W4 5,290.07 15.588.79 11,217.56 3,081.75 6,400,83 1,758.47 43.96 4-11 V2 5,290.07 15,588,79 11,217.56 3,081.75 2.000.11 2,309.52 32.76 7-5 W5 5,290.07 15,588.79 18,971,48 6,211.95 1,391.93 5,066.61 44.89 7-5 W6 5,888.69 21,434.83 18,971.48 5,211.95 3,678.92 1,010.69 44.89 9-11 V3 5,888.69 21.434.83 18.971.48 5,211.95 2.000.11 2,318.68 34.02 12-5 W7 5,888.69 21,434.83 23,011.81 6,321.93 996,98 2,416.27 45.8312-5 W8 6,529.80 23,768.46 23,011.81 6,321.93 2,356.15 979,08 45.83 14-11 V4 6,529.80 23,768.46 23,011.81 6,321.93 2,000.11 2,322.33 35.2717-5 W9 6,529.80 23,768,46 23,728.06 6,518.70 2,342.10 1,286.66 46.7917-5 W9 6,529.80 23,768,46 23,728.06 6,518.70 2,342.10 1,303.16 46.79 19-11 V5 6,529.80 23,768.46 23,T28.06 6,518.70 2,000.11 2,322.33 35.27 22-5 W8 6,529.80 23,768.46 23,011.81 6,321.93 2,356.15 962.49 45.83 22-5 W7 5,888.69 21,434.84 23,011.81 6,321.93 980.08 2,429,64 45.83 24-11 V6 5,888.69 21,434.84 23,011.81 6,321.93 2,000.11 2,318,68 34.02 27-5 W6 5,888.69 21,434.84 18,971.48 5,211.95 3,678.92 1,010.69 44.89 27-5 W5 1 5,290.07 15,588,80 18,971.48 5,211.95 11391.93 5.066.61 44.89 29-11 V7 5,290.07 15,588.80 18.971.48 5,211.95 2.000.11 2,309.52 32.76 32-5 W4 5,290,OT 15,588.80 11,217,56 3,081.75 6,400,82 1,758.47 43.96 32-5 W3 5,478.99 7,853.69 11,217.56 3,081,75 2,005.00 7,298.211 40.11 34-11 V1S 5,478,99 7,853.69 0.00 0.001 2.111,52 2,407.511 33.28 37-10 Continued on Next Page... STRESS ANALYSIS-PAGE 1 G� Job Number: Job Name: Date Run: 5819.0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2212019 5:54:17 AM NEW MILLENNIUM Location Joist Description. Mark: AC HE nl— -T- ARLINGTON,WA Long Span 37LH3641250 TJ41 Stress Analysis Summary,Continued... Member TC Tension TC Campresion BC Tension BC Compresion Web Tension Web Comp, Web Length PP Dist, W2 I 5,478.991 7,957,891 0,001 0.001 9,803.381 2,693.24 45,24 36-11 STRESS ANALYSIS -PAGE 2 G� Job Number. Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:54:17 AM NEW MILLENNIUM Location: Joist Description: Mark: F,Ill 11- SYSTEMS ARLINGTON,WA Long Span 37LH3641250 ITJ41 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,6209 0,6249 0,3548 1.2477 0,6098 0.2425 1.0000 JA34A18= 1.8750 X 2.0010 X.176 BC 0.4306 0.5149 0-3062 1.1696 0.4877 0.1141 1.0000 1 A26B= 1.6560 x 0.142 Axial and Bending Analysis K Fy.1 Fb: Mom of Inertia: LL 360: LL 240: Max Bridg 7Cr Max Bridg BC: 0.75 50,000.00 30,000.00 1656.20 397.78 1596.68 17-8118 114-7112 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Len th 22.00 35.01 30.01 35.01 22.00 1.1250 Min Weld Len 2X: Bending Load 363.92 363,92 363,92 363.92 363.92 0.5000 Axial Load 7,957.88 7,853.68 23,768.46 7,853.69 7,957.89 Max Load Fillers TC: fa 2,200.25 6,324.43 19,140.33 6,324.44 2,200.26 31,165.19 Maximum K Ur 62.02 98,67 63,43 98.67 62,02 Max Load no Fiiiers TC: Fcr 37,742.09 24,537.16 37,257.25 24,537.16 37,742.09 26,483.18 Fa. 22,645.25 14.722.30 22.354.35 14,722.30 22,645.25 Tc oauRyy: 379.89 F'e 938,427.13 91,199.63 220,680,36 91,199.53 938,427.13 BCoAURyy' Cm 0.9988 0,9653 0.9419 0,9653 0.9988 405.28 Panel Point Moment 3,214.95 3,214.95 2,275.50 3,214.95 3,214.95 BC Stress-- Mid Panel Moment 1,659.35 1,680.71 1,137,75 1,680.71 1,659.35 0.92 Panel Point fb 819.26 9,221.93 6,527.16 9,221.93 819.26 BC LIRz: 195.9504 Mid Panel fb 422.85 2,113.19 1,430.51 2,113.19 422.85 TC Shear Stress: Fillers 0 0 0 0 0 13,179.21 Panel Point Stress 3.019,51 15,546,37 25,667.49 15.546.37 3,019.51 BC Shear Stress: Mid Panel Stress 0.06271 0.49791 0.9029 0.4979 0.0627 19,136.00 Web Design Member Web Tension Allow Tension WobCornp Allow Comp Weld Qty Material W2 9,803.39 14,381.54 2,693.24 6,164.09 4.40 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,111.52 6,758,64 2,407.51 2,468.74 2.00 x 0.090 1 C126B= 1.125 x 0.799 x.090 W3 2,005.00 18,714.09 7,298.21 7,993.36 2 86 x 0.176 1 C34AA=1.125 x 1.549 x.176 W4 6,400.83 7,826.93 1,758,47 2,852.30 4.23 x 0.102 1 C16BB=1.125 x 1.025 x .102 V2 2,000.11 5,758,64 2,309,52 2,528.87 2.00 x 0.090 1 C1288= 1.125 x 0.799 x.090 W5 1,391.93 14,381.54 5,066.61 5,45665 2 27 x 0.150 1 C28BB=1.125 x 1.344 x.150 W6 3,678,92 4,802.69 1,010.69 1,052.95 3.22 x 0.077 1 C10AB=1.125 x 0.756 x.077 V3 2,000.11 6,758.64 2,318.68 2,382.11 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 996 98 7,826.93 2,416.27 2,691 81 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W8 2,356.15 4,802.89 979.08 1,010.13 2.06 x 0.077 1 C10AB=1.125 x 0.756 x.077 V4 2,000.11 7,826.93 2,322.33 3,633.06 2.00 x 0.102 1 C1668= 1,125 x 1.025 x.102 W9 2,342.10 7,826.93 1,286.66 2,614.57 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 2,342.10 7,826.93 1,303.16 2,614.57 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V5 2,000.11 7,826,93 2,322,33 3,633.06 2.00 x 0.102 1 C1668= 1.125 x 1.025 x.102 WS 2,35615 4,802.89 962.49 1,01013 2 06 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 980,08 7,826.93 2,429.64 2,691.81 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V6 2,000.11 5,758,64 2,318,68 2,382.11 2.00 x 0.090 1 C126B= 1,125 x 0.799 x.090 W6 3,678.92 4,802.89 1,010.69 1,05295 3 22 x 0.077 1 C10AB=1.125 x 0.756 x.077 W5 1,391.93 14,381.54 5,066.61 5,456.65 2.27 x 0.150 1 C2813B=1125 x 1.344 x.150 *Continued on Next Page STRESS ANALYSIS-PAGE 2 Job Number: Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:54.17 AM NEW MILLENNIUM Location: Joist Description: Mark: 1V,TPMA ARLINGTON,WA Long Span 37LH364/250 ITJ41 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Camp Weld Qty Material V7 2,000.11 5,758,64 2,309,52 2,528.87 2.00 x 0.090 1 C12813= 1,125 x 0.799 x.090 W4 6,400.82 7,826.93 1,758.47 2,85230 4.23 x 0.102 1 C16BB=1.125 x 1.025 x.102 W3 2,005,00 18,714.09 7,298.21 7,993.36 2.86 x 0.176 1 C34AA=1.125 x 1.549 x.176 V1S 2,111,52 5,758.64 2,407.51 2,468.741 2.00 x 0,090 1 C126B= 1,125 x 0.799 x.090 W2 9,803 38 14,381.54 2,69324 6,164.09 4.40 x 0.150 1 C28BB=1.125 x 1.344 x.150 STRESS ANALYSIS -PAGE 3 !� Job Number Job NOW: date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/22/2019 5:54.17 AM NEW MILLENNIUM Location Joist Descriplion. Mark. .110--r. --1TrM-1 ARLINGTON,WA Long Span 37LH3641250 TJ41 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd TCX Depth 3 112 TCX Depth 3 112 BPL Length 2-4 5/8 BPL Length 2-4 5/8 Clear Bearing 04 112 Clear Bearing 0-4 112 BPL Material:2525=2 112 x 2 112 x.250 BPL Material:2525=2 112 x 2112 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-180 0.00 Reqd TL Def L160 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def 1-I120 0.00 Sectlon Modulus 2,8191 Section Modulus 2,8191 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 5.7420 Mom of Inertia 5.7420 Reqd MI 0,0000 Reqd MI 0,0000 Seat Type!Lapped(Reinforced) Seat Type,Lapped(Reinforced) Load Combinations Case 1: DL Case 5d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: ❑L+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case Bf: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: ❑L+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.B(TL)+SM+AX+FEM Case 6b: ❑L+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+O.B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/271201912:35:07 PM NEW MILLENNIUM Location: Joist Description: Mark: A,,,,r - -,r- ARLINGTON,WA Long Span 32LH3671250 TJ44 Geometry Base Length: Working Length: Joist Depth, Effective Depth: BC Panel Length: Shape; 49-6 314 49-2 314 32.00 30.35 19@M Parallel Chords Variable Left End Right End BC Panel 2-11 1/8 2-7 518 TC Panel 2-0 2-0 77 First Half 2-0 2-0 `,;' ► �,1- / / First Diag. 4-11 118 4-7 518 Depth 132.00 32.00 Loads Load Type Category Loadl Load2 Positlon Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-6 314 L-BL Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-6 3/4 L-BL Cone Load(Ibs) CL(1) 420.00 0.00 TC + 3B-0 518 44-0 518 L-OAL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-6 314 L-BL Conc Load(Ibs) SM(2) 990.00 0.00 TC 38-0 518 44-0 5/8 L-OAL Uniform (plf) CL(3) 117.00 117.00 TC + 0-0 49-6 314 L-BL Uniform (plf) SM(3) 12.47 12.47 TC + 0-0 49-6 3/4 L-BL Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL 3) 2.000.00 C.00 BC + Axial(Ibs) SM(3) 20,000.00 0.00 TC + 0-0 0-0 L-BL Conc Load(Ibs) CL(3) 420.00 0.00 TC + 38-0 518 44-0 5/8 L-OAL Conc Load(Ibs) SM(3) 990.00 0.00 TC + 38-0 5/8 44-0 518 L-OAL Stress Analysis Summary Int.Panel TC: Max Penet BC: Reaction LE: Reartion RE: Minimum Shear: Max TC Comp.. Max BC Tension 30.00 60.00 9,131.53 19,404.66 12,351.17 44,495.95 144,906.18 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 21,704.23 25,404.72 0.00 0.00 13,018.81 3,507.84 44.93 0-2 V1S 21.702.82 25,291.77 0.00 0.00 2,133.10 2,441.85 32.33 2-0 W3 21,702.82 25,291.77 15.540.91 4,184.72 2.736.29 10,515.28 38.69 2-11 1/8 W4 21,702.90 30,435.64 15,540.91 4,184.72 10,272,37 2,656.83 42.68 4-11 118 V2 21,702.90 30.435.64 15.540.91 4,184.72 2,000.00 2,327.74 30.35 7-5118 W5 21,702.90 30,435.64 28,323.42 7,615.32 2,305.32 8,937.36 42.68 7-5 118 W6 21,702.99 34,882,62 28,323,42 7,615.32 7,647,32 1,953.81 42.68 9-11 1/8 V3 21,702.99 34,882.62 28,323.42 7,615.32 2,000.00 2,344.92 30.35 12-51/8 W7 21,702.99 34,882.62 37.478.46 10,057.52 1,602.30 5,880.52 42.68 12-5118 W8 21,703.08 40,695,70 37,478.46 10,057.52 4,590.48 1,250.79 42.68 14-11 1/8 V4 21,703.OB 40,695.70 37,478.46 10,057.52 2,000.00 2,356.31 30.35 17-51/8 W 9 21,703.08 40.695.70 43,006.05 11,511.30 1,127.69 3,305.84 42.68 17-5 118 W 10 21,703.16 44,409.55 43,006.05 11,511.30 3,305,84 1,127.74 42.68 19-11 1/8 V5 21,703.16 44,409.55 43,006.05 11,511.30 2,000.00 2,361.93 30.35 22-5 110 W11 21,703.16 44,409.55 44,906.18 11,976.68 1.670.93 3,305.84 42.68 22-51/8 W11 21,703.25 44,495.95 44,906,18 11,976.68 1,670,93 3,305.84 42.69 24-11 1/8 V6 21,703.25 44.495.95 44.906,18 11.976.6E 2,000.00 2,361,76 30.35 27-51/0 W 10 21,703.25 44,495.95 43,178.85 11,453.65 3,305,841 1,127,741 42.68 27-5 1/8 'Continued on Next Page.. STRESS ANALYSIS-PAGE 1 G� Job Number: Job Name: Oate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111271201912:35:07 PM NEW MILLENNIUM Location: Joist Description: M. ., �,N� 4vgTnMM ARLINGTON,WA Long Span 32LH3B71250 T.144 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W 9 21,703.33 40,954.87 43,178.85 11,453.65 1,127.69 3,305.84 42.68 29-11 1/8 V7 21,703.33 40,954.87 43,178.85 11,45.3 65 2,000.00 2,35581 3035 32-5 118 W8 21,703.33 40,954.87 37,824.04 9,942.21 4,590.48 1,250.79 42.68 32-5 118 W7 21,703.42 37,922.11 37,824,04 9,942.21 1,602.30 5,880.52 42.68 34-11 1/8 V8 21,703.42 37.922.11 37,824.04 9,94221 2,000.00 2,34407 3035 37-5 118 W6 21,703.42 37,922.11 28,521.79 7,442.35 7,647.32 1,953.81 42.68 37-5 118 W 5 21,703.51 32,222.99 28,521.79 7,442.35 2,305.32 8,937,36 42.68 39-11 1/8 V9 21,703.51 32,222,99 28,521,79 7,442.35 2,346.62 3,096,54 30.35 42-5 1/8 W4 21,703.51 32,222.99 15,081.80 3,954.09 10,272.37 2.656.83 42.68 42-5 1/8 W3 21,703.58 25,679.68 15,081.80 3,954.09 2,736.29 10,515.28 38.69 44-11 1/8 V1S 21,703.68 26,679,68 0.00 0.00 2,066,03 2,345.22 31.29 47-6 3/4 W2 i 21,704.84 25,752.36 0.00 0.00 12,671,74 3,311.51 42.41 46-111/8 STRESS ANALYSIS-PAGE 2 Job Number. Job Name: Date Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPOROERS IV271201912:35.07 PM NEW MILLENNIUM Location: :on r Description: Mark: Rl III Ming. -T- ARLINGTON,WA Long Span 32LH3671250 TJ44 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0.9205 0,3885 1,1660 0.9928 0,8044 0,9432 A40B18= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B=2.2190 x 0.199 Axial and Bending Analysis 111 K. Fy1 Fb. Mom of Inertia: ILL 360: LL 240: Max Bridg TC- Max Briog BC: 0.75 50,000.00 30,000.00 806.84 252.65 1378.97 15-10 518 117-8114 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Grp Between Chords: Length 22.00 35.13 30.00 31.63 22.00 Min Weld Md Lan 2X: Bending Load 367.00 367.00 367.00 367.00 367,00 0.5000 Axial Load 25,404.72 25,291.77 44,495.95 25,679.68 25,752.36 Max Load Fitters TC: fa 6,756.93 13,319.87 23,433.72 13,524.16 13,562.44 47,460.95 Maximum K Ur 56.63 90.41 38,61 81.40 56,63 Max Load no Fillers 7C: Fcr 37,801.98 26,837.29 42,550.81 29,860.49 37,801.98 41,742.10 TIC Fa 22,681.19 16,102.38 25.530.49 17,916.29 22.681.19 506.64 7yy: 06.64 Fe 904,449.31 196,567.92 479,049.41 242,484.64 501,071.78 SCOAURyy. Cm 0,9963 0.9661 0.9672 0.9721 0.9865 422.25 Panel Point Moment 3,089.84 3,089.84 2,293.75 2.518.90 2,242.97 BC Stress: Mid Panel Moment 544.54 1,771.36 1,146.88 1,442.52 805.30 0.93 Panel Point fb 837.55 3,622.62 2,689.25 2,953.23 2,629.72 8C LIRr. 146.1276 Mid Panel fb 183.83 1.093.12 707.74 890.19 496.96 TC Shear Stress; Fillers 0 0 4 0 0 9,157.67 Panel Point Stress 7.594.48 16,942,48 26.122,97 16,477.39 16192.15 BC Shear Stress; Mid Panel Stress 0.30371 0.8646 0.9413 0.78481 0.6141 13,621.56 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,018.81 14,381,54 3,507.84 6,209.06 5.84 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1S 2,133.19 5,758.64 2,441.85 2,580.81 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W3 2,73629 28,624.38 10,516.28 11,884.87 3 78 x 0.188 1 C40BA=1.125 x 2.014 x.218 W4 10,272.37 10,742.43 2,656.83 4,481.15 5.36 x 0.129 1 C22BB=1.125 x 1.110 x.129 V2 2,000.00 6,758.64 2,327,74 2,818.97 2,00 x 0,090 1 C12BB= 1,125 x 0.799 x.090 W5 2,305.32 24,373.24 8,937.36 9,22316 3 21 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,647.32 7,826.93 1,953.81 2,965.73 5.05 x 0.102 1 C16BB=1.125 x 1.025 x.102 V3 2,000.00 5,758.64 2,344.92 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,60230 16,730.22 5,880.52 6,468.81 2.51 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 4,590.48 5,758,64 1,250.79 1,536.76 3.43 x 0.090 1 C12BB=1.125 x 0.799 x.090 V4 2,000.00 5,758.64 2,356.31 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,127.69 8,984.69 3,305.84 3,60425 2 00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W 10 3,305.84 4,802.89 1,127.74 1,164.99 2.89 x 0.077 1 C1CAB=1.125 x 0.756 x.077 V5 2,000.00 5,758.64 2,361.93 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 Will 1,67003 8,984.69 3,305.84 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x_118 Will 1,670.93 8,984.69 3,305.84 3,604.25 2,00 x 0.118 1 C18BB=1.125 x 1.035 x.118 V6 2,000.00 5,758,64 2,361,76 2,818.97 2.00 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W 10 3,30584 4,802.89 1,127.74 1,164.99 2 89 x 0.077 1 C10AB=1.125 x 0.756 x.077 W9 1 1,127.69 8,984.69 3,305,84 3,604,25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 Continued on Next Page .. STRESS ANALYSIS-PAGE 2 Job Number: Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS I V2712019 12:35:07 PM NEW MILLENNIUM Locetion: Joist Descriplion: Mark: ACHE M-r. -T- ARLINGTON,WA Long Span 32LH3671250 TJ44 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Olty Material V7 2,000.00 5,758.64 2,355.81 2,818.97 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W8 4,59046 5,758-64 1,250.79 1,53676 3 43 x 0.090 1 C12BB=1.125 x 0.799 x.090 W7 1,602.30 16,730.22 5,880L52 6,468.81 2.51 x 0.158 1 C32BA=1.125 x 1.520 x.158 V8 2,000.00 6,758.64 2,344.07 2,818.97 2.00 x 0,090 1 C12BB= 1.125 x 0,799 x.090 W6 7,64732 7,826.93 1,9,93.81 2,96573 5.05 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 2,305.32 24,373.24 6,937.36 9,223.16 3.21 x 0.188 1 C38BA=1.125 x 1.845 x.199 V9 2,346.62 7,826,93 3,096.54 4,107.05 2.04 x 0,102 1 C16BB= 1.125 x 1.025 x.102 W4 10,272.37 10,742.43 2,656.83 4,481.15 5.36 x 0.129 1 C22BB= 1.125 x 1.110 x.129 W3 2,736.29, 28,624.38 10,515.28 11,884.87 3.78 x 0.188 1 C4013A= 1.125 x 2.014 x.218 V1S 2,066.03j 5,758.64 2,345.221 2,704.47 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x,090 W2 12,671,741 15,659,90 3,311.511 9,269.17 8.37 x 0.102 2 IA16B= 1,3750 x 0,102 STRESS ANALYSIS-PAGE 3 G� Job Number: Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111271201912:35:07 PM NEW MILLENNIUM Location: du; r Description: Mark: 1-11 — r— ARLINGTON,WA Long Span 32LH367/250 TJ44 TCX Design TCX Left TCX Right TCX Length 0-0 5/8 TCX Length 0-1 TCX Type R, Rnfd TCX Tye R TCX Depth 3 112 TCX Depth 3 1/2 BPL Length 2-5 BPL Length 0-6 Clear Bearing 0-5 114 Clear Bearing 0-5 114 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 0.01 Reqd TL Def L180 001 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.01 Reqd LL Def L1120 0.01 Section Modulus 2.9622 Section Modulus _ _ _0,8529 Reqd SM 0.0035 Reqd SM 0.0046 Mom of Inertia 5.7504 Mom of Inertia 1.6088 Reqd MI 0,0002 Reqd MI 0,0003 Seat Type!Lapped(Reinforced) Seat Type:T-Plate V Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0-85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0-85(TL)+0 75(WL+AX+LL+IP) Case 4b: ❑L+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0-85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case Sc: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0-85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 6g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job!Number. fob tvame: Date Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPDRDERS 1 1127/2019 12:17:27 PM NEW MILLENNIUM Location: Joist Description: Mark: ARLINGTON,WA I Long Span 32LH367/250 ITJ49 t3eumet Base Length: Working Length: Joist Depth; Effective Depth: 8C Panel Length: Shape: 49-7 318 49-3 318 132.00 1 311.24 9 @ 5-0 1 Parallel Chords Variable Left End Right End BC Panel 2-10 3/8 2-9 ilillll Illlllllilll IIIIIIIIIIII IIIIIIIIIIII III IIII1111 lilflllllll ► III'IIII Ill TC Panel 1-0 2-0 First Half 2-0 2-0 First Diag. 4-10 318 4-9 depth 132.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Be in Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 49-7 318 L-BL Uniform (plf) DL(1) 117.00 117,00 TC + 0-0 49-7 3/8 L-BL Uniform (plf) CL 1 40.00 40.00 TC + 0-0 49-7 318 L-BL Uniform (plf) SM(2) 45.00 45.00 TC 0-0 49-7 3/8 L-BL Conc @ any pp(Ibs) SM(2) 990.00 0.00 TC Gross Uplift(plf) W L(2) 100.00 100.00 TC - 0-0 49-7 318 L-BL Uniform (plf) SM(3) 45.00 45.00 TC + 0-0 49-7 3/8 L-BL Uniform (plf) CL(3) 117.00 117,00 TC + 0-0 49-7 3/8 L-BL Uniform ( If) CL(3) 40.00 40.00 TC + 0-0 49-7 318 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM(3) 12.47 12.47 TC + 0-0 49-7 3/8 L-BL Axial(Ibs) SM(3) 1,700.00 0,00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) SM(3) 990.00 0.00 TC + Conc @ any pp(Ibs) LL(3) 2,000.00 0,00 BC + Stress Analysis urnmary Mt Panel TC: Max Pane/BC: Reaction LE: Reaction RE: Miatmum Shear: Max TC Comp.: Max BC Tension 30.00 60.00 10,028.91 10,028.73 12,5D7.23 48,550.86 149,D32.46 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Corn . Web Length PP Dist. W2 7,308,87 13,392.32 0.00 0.00 14,443,86 3,548.86 44.30 0-2 V1S 7,302.64 13,019.55 0.00 0.00 2,495,89 3,427.70 37.62 1-0 W3 7,302.64 13,019.55 16,914.55 4,155.91 2,792.76 11,366.75 38.61 2-10 3/8 W4 7,302.38 24,462.42 16,914.55 4,155.91 10,782.55 2,649.29 42.60 4-10 3/9 V2 7,302.38 24,462,42 16,914.55 4,155.91 2,000.00 2,830.27 30.24 7-4 3/8 W5 1 7,302.3E 24,462.42 31,000.83 7,616.91 2,297.11 9,349,26 42.60 7-4 318 W6 8,975.38 36.529.78 31,000.83 7,616.91 7,915.96 1,993.92 42.60 9-10 318 V3 8,975.39 36,529.78 31,000.83 7,616.91 2,000.00 2,859.93 30.24 12-4 3/8 W7 8,975.3B 36,529.78 41,049.25 10,085.81 1,693.87 6,482.67 42.60 12-4 310 W8 10,948.22 44,559.25 41,049.25 10,085.81 5,049.37 1,535.40 42.60 14-10 3/8 V4 10,948.22 44,559,25 41,049.25 10,085.81 2,000,00 2,879.67 30.24 17-4 3/9 W9 10,948.22 44,559.25 47,059.79 11,562.60 1,242.42 31686.01 42.60 17-4 318 W10 11,928.96 48,550.86 47,059.79 11,562.60 3,531.79 1,129.92 42.60 19-103/8 V5 11,928.96 48,550.86 47,059.79 11,562.60 2,000.00 2,889.48 30.24 22-4 318 W 11 11,928.96 48,550.86 49,032.46 12,047.29 1,415,79 3,531.79 42.60 22-4 3/8 W11 1 11,917.591 48,504.591 49,032.46 12,047.29 1,415,79 3,531.79 42.60 24-10318 Continued on Next Page... STRESS ANALYSIS-PAGE 1 G� Job Number: Job Name: Date Ron 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/271201912:17:27 PM NEW MILLENNIUM Location: Joist Description: Mark: -- ARLINGTON,WA Lone Span 32LH367/250 TJ49 Stress Anal sis Summary, Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. V6 11,917.59 48,504.59 49,032.46 12,047.29 2,000.00 2,889.37 30.24 27-4 318 W 10 11,917 59 48,504.59 46,967.25 11,539.86 3,531.79 1,12992 4260 27-4 3/8 W9 10,914.12 44,420.45 46,967.25 11,539.86 1,242,42 3,686.01 42.60 29-10 3/8 V7 10,914.12 44,420,45 46,967.25 11,539.86 2,000.00 2,879.33 30.24 32-4 318 W8 10,914 12 44,420.45 40,864.18 10,040 34 5,049.37 1,53540 42.60 32-4 3/8 W7 9,918.54 36,298.44 40,864.18 10,040.34 1,693.87 6,482.67 42.60 34-10 3/8 V8 8,918.54 36,298.44 40,864.18 10,040.34 2,000.00 2,859.36 30.24 37-4 319 W6 8,918.54 36,298.441 30,723.23 7,548.71 7,915.96 1,993.92 42.60 37-4 318 W5 7,300.40 24,138.55 30,723.23 7,548.71 2,297.11 9,349.26 42.60 39-10 3/8 V9 7,300.40 24,138.55 30,723.23 7,548.71 2,000.00 2,829.47_ 30.24 42-4 3/8 W4 7,300.40 24,138.55 16,544.41 4,064.97 1.0,782.55 2,649.28 42.60 42-4 318 W3 7,300.15 12,877.36 16,544.41 4,064.97 2,792.76 11,366.75 38.61 44-10 3/8 V1S 7,300.15 12.877.36 0.00 0.00 2,086.71 2,869.89 31.55 47-7 318 W2 7,300.15 13,023.64 0.00 0.00 13,828.12 3,397.57 43.31 46-10 3/8 STRESS ANALYSIS -PAGE 2 G,� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/271201912:17:27 PM NEW MILLENNIUM Location: Joist Descriplion_ Mark: RIM f-r. AY -- ARLINGTON,WA Long Span 32LH3671250 TJ49 Chord Pro roes Chard Area Rx Rz Ryy Y Ix Q Material TC 1,1093 0,9560 0,3867 1,1650 1,0594 1,0139 0.9750 A45618= 1.8750 x 3,0000 x.250 BC 0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 A408=2.3750 x 0.218 Axial and Bending Analysis K. Fy, Fb: Mom of inerrla.. LL 360: LL 240: Max Bridg TC: Max Bridg BC: 0.75 50.000.00 30,000.00 1938.12 292.83 439.24 15-10112 19-11314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Ctwrds: Len th 10.00 46.381 30.00 33.00 22.00 1.1250 Min Weld Lan 2X: Bending Load 407.00 407,00 407.00 407,00 407.00 0.5231 Axial Load 13,392,32 13,019.55` 48,550.86 12,877.36 13,023.64 Max Load Fillers TO: fa 3,282.75 5,868.36 21,883.55 5,804.27 3,192.38 57.211.48 Maximum K LIr 29,05 119,93 58,18 85.34 56,89 Max Load no Fiiiers TO: Fcr 45,903.31 17,453.31 38,296.04 29,006.91 38,704.41 50,037.41 Fa 27,541.99 10,471.99 22,977.63 17,404.15 23.222.65 TCOA3Ryy: 507.63 F'e 4,336,278.50 121,631.38 516,711,88 240,206.98 713,047,38 Bc0AURyy: Cm 0.9996 0.9759 0.9716 0,9879 0,9978 404.20 Panel Point Moment 6,327.65 6.327.65 2,543.75 2,932.49 21932.49 BC stress: Mid Panel Moment 5,055.06 3,585.22 1,271.88 1,708.23 1,303.76 0.86 Panel Point fb 1.634.83 6,055.55 2,434.36 2,806.39 830.39 13 13fi.272707 Mid Panel fb 1,306.04 1,873.05 664.48 892.44 369.18 7C Shear Stress.- Fillers 0 0 0 0 0 8,432.09 Panel Point Stress 4,917.59 11,923.91 24,317,92 8,610-66 4,022.77 BC Shear stress: Mid Panel Stress 0.1043 0.6208 0.9735 0.36141 0.0814 12,571.28 Web Design Member Web Tension Allow Tenslon Web Comp Allow Camp Weld Qty Material W2 14,443.86 16,730,22 3,548.86 6,993.93 6.16 x 0.158 1 C32BA=1.125 x 1.520 x.158 V1S 2,495.89 8,984.69 3,427.70 4,148.99 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W3 2,792,76 28,624.38 11,366.75 11,914.29 4 06 x 0.188 1 C4013A=1.125 x 2.014 x.218 W4 10,782.55 14,381.54 2,649.28 5,827.28 4,84 x 0.150 1 C28BB=1.125 x 1.344 x.150 V2 2,000.00 6,758.64 2,830,27 2,832.78 2.12 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 5 2,29711 28,624.38 9,349.26 10,614 46 3 36 x 0.188 1 C40BA=1.125 x 2.014 x.218 W6 7,915.96 8,984.69 1,993.92 3,612.74 4.52 x 0.118 1 C1813B=1.125 x 1.035 x.118 V3 2,000.001 7,826.93 2,859,93 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,693871 16,730.22 6,482.67 6,483.51 2 76 x 0.158 1 C32BA=1.125 x 1.520 x.158 W8 5,049.37 5,758.64 1,535.40 1,542.57 3.78 x 0.090 1 C1213B=1.125 x 0.799 x.090 V4 2,000.00 7,826,93 2,879.67 4,118.26 2.00 x 0.102 1 C16BB= 1.126 x 1,025 x.102 W9 1,242.42 10.742.43 3,686.01 4,491 20 2.00 x 0.129 1 C22BB=1.125 x 1.110 x.129 W 10 3,531.79 4,802.69 1,129,92 1,169.39 3.09 x 0.077 1 C10AB=1.125 x 0.756 x.077 V5 2,000.00 7,826.93 2,889.48 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W 11 1,41579 8,904.69 3,531.79 3,612.74 2 02 x 0.118 1 C18136=1.125 x 1.035 x.118 W 11 1,415.79 8,984.69 3,531.79 3,612.74 2.02 x 0.118 1 C181313=1.125 x 1.035 x.118 V6 2,000,00 7,826,93 2,889.37 4,118.26 2.00 x 0.102 1 C16BB= 1,125 x 1.025 x.102 W 10 3,531 79 4,802.89 1,129.92 1,169.39 3 09 x 0.077 1 1 IC110AB=1.125 x 0.756 x.077 W9 1.242.42 10,742.43 3,686M 4,491.20 2.00 x 0.129 1 G2ZBB=1.1Z5 x 1.110 x.129 Continued on Next Page .. STRESS ANALYSIS-PAGE 2 G� Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/271201912:17.27 PM NEW MILLENNIUM Location: Joist Descriptrun: Mark: HI III 11.1r RV-\TI.MR ARLINGTON,WA Long Span 32LH3671250 TJ49 Web Design Continued... Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material V7 2,000.00 7,826.93 2,879.33 4,118.26 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W8 5,04937 5,758.64 1,535A0 1,542,57 3 78 x 0.090 1 C12BB=1.125 x 0.799 x.090 W7 1,693.87 16,730.22 6,482.67 6,483.51 2.76 x 0.158 1 C32BA=1.125 x 1.520 x.158 V8 2,000.00 7,826,93 2,859.36 4,118.26 2.00 x 0.102 1 C166B= 1.125 x 1,025 x.102 W6 7.915.96 8,984.69 1,993.92 3,612.74 4 52 x 0.118 1 C18BB=1.125 x 1.035 x_118 W5 2,297.11 28,624.38 9,349.26 10,614.46 3.36 x 0.188 1 C40BA=1.125 x 2.014 x.218 V9 2,000.00 5,758.64 2,829.47 2,832.78 2.12 x 0.090 1 Cl2BB= 1.126 x 0.799 x.090 W4 10,782,55 14,381,54 2,649.28 5,827.28 4.84 x 0.150 1 C28BB= 1,125 x 1.344 x.150 W3 2,792.76 28,624.38 11,366.75 11,914.29 4.08 x 0.188 1 1 IC40BA= 1.125 x 2.014 x.218 V1 S 2,086.711 7,826.93 2,869.88 3,989.23 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x,102 W2 13,828.12 14,381.54 3,397.57 6,444.511 6.21 x 0.150 1 C28BB= 1.125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 G� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLdG C •SHUPORDERS 111271201912:17:27 PM NEW MILLENNIUM Location: Joist Description: Mark: ARLINGTQN,WA Long Span 32LH3fi71250 TJ49 TCX Design TCX Left TCX Right TCX Length 0-0 5/8 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 112 TCX Depth 3 118 BPL Length 1-5 3/8 BPL Length 2-4 3/4 Clear Bearing 0-4 518 Clear Bearing 04112 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L180 0.01 Reqd TL Def L180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def 1-1120 0.01 Reqd LL Def L1120 0.00 Section Modulus 3.2476 Section Modulus 2.8400 Reqd SM 0.0035 Reqd SM 0.0000 Mom of Inertia 6.1807 Mom of Inertia 4.9191 Reqd MI 0,0002 Reqd MI 0.0000 Seat Type:Lapped(Reinforced) Meat Type:Lapped(Reinforced) I— _ _ _ — — — — — — — I I _ Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: ❑L+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Sb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0,5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 G,� Job Number: Job Name: Gate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111271201912:17:44 PM NEW MILLENNIUM Location: Joist Descriptiun: Mark: Rl III n-17,, -TFMS ARLINGTON,WA Long Span 32LH3671250 TJ51 Geometry Base Length: Working Len.91h: Joist Depth: Effective Depth: BC Panel Length: Shape, 49.8 149.4 1 32.00 1 30.35 9 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-11 2-9 TC Panel 1-6 2-0 I r First Half 2-0 2-0 First Dia . 4-11 4-9 Depth 32.00 32.00 Loads Load Type Qategory Load1 Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-8 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 49-8 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 49-8 L-BL Axial(Ibs) SM(3) 5,600.00 0.00 TC + 0-0 0-0 L-BL Uniform (010 CL(3) 117.00 117,00 TC + 0-0 49-8 L-BL Uniform ( If) 5M(3) 1 12.47 12.47 TC + 0-0 49-8 L-BL Conc @ any pp(Ibs) I LL(3) 2,000.001 0.00 BC I + Stress Analysis Summary Int.Pane!TC: Max Panel BC: Reaction LE- Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 30.00 60.00 9,052.67 9,052.67 12,263.17 43,718.47 44,141.BT Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist, W2 51600-00 9,576.50 0.00 0.00 13,011.16 3,545.27 44.84 0-2 V1S 5,600.00 9,088,30 0.00 0.00 2,292.34 2,626.10 34.79 1-6 W3 5,600.00 9,088,30 15,363.81 4,186.32 2,756.87 10,117.71 38.69 2-11 W4 6,031.36 22,135.07 15,363.81 4,186.32 9,718.33 2,648.04 42.68 4-11 W5 6,031.36 22.135.07 27.999.47 7.629.28 2,296.53 8,428.28 42.68 7-5 W6 8,980.11 32,957,00 27,999.47 7,629.28 7,138.24 1,945.02 42,68 9-11 W7 8,980.11 32,957.00 37,007.66 10,083.83 1,593.51 5,848.19 42.68 12-5 W8 10,940.45 40.151.47 37,007.66 10,083.83 4.558.15 1,242.00 42.68 14-11 W9 10,940.45 40,151.47 42,388,40 11,549.97 1,127,69 3,268.11 42.6817-5 W 10 11,912.39 43,718.47 42,388.40 11,549.97 3,182.11 1,127.69 42.68 19-11 W 1 1 11,912.39 43,718.47 44.141.67 12,027.71 1,413.18 3,182.11 42,69 22-5 W11 11,895.92 43,658.02 44,141,67 12,027.71 1,413,18 3,182.11 42.68 24-11 W 10 11,895.92 43,658.02 42,267.48 11,517.03 3,182.11 1,127.69 42.68 27-5 W9 10,891.03 39,970.10 42,267.48 11,517.03 1,127.69 3,268.11 42.68 29-11 W8 10,891.03 39,970.10 36,765.84 10,017.94 4,558,15 1,242.00 42.68 32-5 W7 8,897.74 32,654.71 36,765.84 10,017.94 1,593,51 5,848.19 42.68 34-11 W6 8,897.74 32.654,71 27,636.72 7,530.44 7,138.24 1,945.02 42.68 37-5 W5 1 5,916.04 21,711,67 27,636.72 7,530.44 2,296.53 8,428.28 42.68 39-11 W4 5,916.04 21,711.87 14,850.15 4,054.54 9,718.33 2,648.04 42,68 42-5 W3 5,600.00 8.653.01 14,880.15 4,054.54 2,756.87 10,117.71 38.69 44-11 V1S 5,600.00 8,653.01 0.00 0.00 2,086,07 2,379.93 31.66 47-8 W2 5.600.00 8.902.40 0.00 0.90 12,458.96 3,394.81 43.38 46-11 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 2,000-00 2,362-19 30.35 STRESS ANALYSIS -PAGE 2 40 Job Number. Job Narne: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHDPDRDERS 11/27/201912:17:44 PM NEW MILLENNIUM Location: Juist Description: Mark: A,II,Mi r. --MS ARLINGTON,WA Long Span 32LH3671250 TJ51 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0.9205 0,3885 1,1660 0.9928 0,8044 0.9432 JA401318= 1.8750 x 2.8790 x.218 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 1 A38B=2.2190 x 0.199 Axial and Bending Analysis K: I Fy.. Fb. Mom of Media: LL 360: LL 240: Max Bridg 7C: Max Bridg BC: 6.75 50,000.00 130,000.00 806.84 251.05 376.58 115-10518 17-7 314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 41.00 30.00 33.00 22.00 1.1250 Min Weld Len 2X: Bending Load 367.00 367.00 367,00 367.00 367,00 0.5000 Axial Load 9,576.5D 9,088.30 43,718.47 8,653.01 8,902.40 Max Load Fillers TC: fa 2,547.08 4,786.34 23,024.26 4,557.09 2.367.78 47,460.95 Maximum K Llr 41.18 105,63 38,61 84.94 56,63 Max Load no Fillers TC! Fcr 41,952.3E 21,877.32 42,550.81 28,672.43 37,801.98 41,742.10 Fa 25,171.43 13,126.39 25.530.49 17,203.46 22,681.19 507.711 y, 71 Fe 1,152,609.13 144,270.52 479,049.41 222,698.58 712,790.25 8COAL/Ryy. Cm 0.9989 0.9834 0.9678 0.9896 0.9983 423.15 Panel Point Moment 4,133.65 4,133.66 2,293.75 2,671.92 2.671.92 SC Stress: Mid Panel Moment 2,901.00 2,577.86 1,146,88 1,530.41 1,198.66 0.91 Panel Point fb 1,327.86 4,846.41 2,689.25 3,132.63 807,35 SCL/Rz: 146.1276 Mid Panel fb 931.90 1.590.81 707.74 944.43 362.19 1•C Shear Stress: Fillers 0 0 4 0 0 8,964.03 Panel Point Stress 3,874.94 9,632.75 25,713,52 7,689.73 3,175.14 BC shear stress: Mid Panel Stress 0.0836 0.4167 0.9252 0.2953 0.0650 13,294.90 Web Design Member Web Tension Allow Tenslon Web Comp Allow Cornp Weld Qty Material W2 13,011.16 14,381.54 3,545.27 6,222.38 5.84 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,756.87 24,373.24 10,117.71 10,323.31 3.63 x 0.188 1 C38BA= 1.125 x 1.845 x.199 W4 9,718.33 10,742.43 2,648.04 4,481.15 5.07 x 0.129 1 C22BB=1.125 x 1.110 x.129 W 5 2,296.53 24.373.24 8.428.28 9,223.16 3.03 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 7,138.24 7,826.93 1,945,02 2,965.73 4.71 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W7 1,59351 16,730.22 5,848.19 6,46881 2 49 x 0.158 1 C328A=1.125 x 1.520 x.158 W8 4,558.15 5,758.64 1,242.00 1,536.76 3.41 x 0.090 1 C12BB=1.125 x 0.799 x.090 W9 1,127.69 8,984.69 3,268.11 3,604.25 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W10 3,18211 4,802.89 1,127.69 1,16499 2.78 x 0.077 1 C10AB=1.125 x 0.756 x_077 Will 1,413.18 8,984.69 3,182.11 3,604.25 2.00 x 0.118 1 C188B=1.125 x 1.035 x.118 Will 1,413.18 8,984.69 3,182.11 3,604.25 2.00 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W10 3,18211 4,802.89 1,127.69 1,164.99 2 78 x 0.077 1 C10AB=1.125 x 0.756 x.077 W 9 1,127.69 6,984.69 3,268.11 3,604.25 2.00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 4,558.15 6,758.64 1,242.00 1,536.76 3.41 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,593.51 16,730.22 5,848.19 6,468.81 2 49 x 0.158 1 C32BA=1.125 x 1.520 x.15B W6 7,138.24 7,826.93 1,945.02 2,965.73 4.71 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 2,296.53 24,373,24 8,428,28 9,223.16 3,03 x 0.188 1 C38BA= 1,125 x 1.846 x.199 W4 9,718.33 10,742.43 2,648.04 4,481.15 5.07 x 0.129 1 1 IC221313=1.125 x 1.110 x.129 W3 2,756,871 24,373.241 10,117,711 10,323.31 3.63 x 0.188 1 1 IC38BA=1.125 x 1.845 x,199 'Continued on Next Page.. STRESS ANALYSIS-PAGE 2 Job Number_ Job Name Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111/27/2019 12:17:44 PM NEW MILLENNIUM Location: -tow Descrip[ion: Mark: —..,^N� IV IT11- ARLINGTON,WA Long Span 32LH367/250 TJ51 Web Design,Continued... Member Web Tension Allow Tension Web Camp Allow Comp_ Weld Qty Material W2 12,458.96 14,381.54 3,394.81 6,433.00 5.59 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,29234 7,826.93 2,626.10 3,67876 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,000.00 5,758.64 2,362,19 2,818.97 2,00 x 0.090 1 C12BB=1.125 x 0.799 x.090 STRESS ANALYSIS-PAGE 3 G� Job Number Job Name: Gate Run. 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/271201912:17:44 PM NEW MILLENNIUM Location: Joist Description. Mark .1 I11 11-1 111-- ARLINGTON,WA Long Span 32LH3671250 TJ51 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd TCX Type R, Rnfd TCX Depth 3 112 TCX Depth 3 118 BPL Length 1-10 114 BPL Length 2-4 5/8 Clear Bearing 94 118 Clear Bearing 0-4 112 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 000 Reqd TL Def U80 0.00 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L1120 0.00 Section Modulus 2,9622 Section Modulus 2,5813 Reqd SM 0.0000 Reqd SM 0,0000 Mom of Inertia 5.7504 Mom of Inertia 4.5318 Reqd MI 0.0000 Reqd MI 0,0000 Seat Type!Lapped(Reinforced) Seat Type!Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: ❑L+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: ❑L+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e-, DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) tease 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+O.B(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number: Job Name: t]ate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/201912:18:32 PM NEW MILLENNIUM Location: Joist Description: Mark: A,11L-Nr. -TFMr ARLINGTON,WA Long$pan 32LH3641250 TJ52 Geometry Base Length: Working Length: Joist Depth: Elteotfve Depth: 80 Panel Length: Shape: 39.8114 39-4114 32.0 1 30.88 7 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-11 118 2-9 118 TC Panel 1-2 1-2 - First Half 2-0 2-0 First Ding. 4-11 118 4-9 118 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction LoclBegin Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-8 114 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 39-8 114 L-BL Gross Uplift(plf) WL(2) 100.00 100.00 TC - 0-0 39-8 114 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Axial(Ibs) SM(3) 5,600.00 0,00 TC + 0-0 0-0 L-BL Uniform (plf) I CL(3) 114.001 114,00 TC + 0-0 39-8 114 L-BL Uniform (plf) SM(3) 12.151 12.15 TC I + 0-0 39-8 114 L-BL Stress Analysis Summary Int.Panel TC: Max Panel BC Reaction LE Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 30.00 60.00 7,162.46 17,162.46 1,790.61 26,971.29 27,383.86 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Camp. Web Length PP Dist. W2 51600.00 8,196.10 0.00 0.00 10,237.07 2,812.3E 45.29 0-2 V1S 5,600.00 7,989.69 0.00 0.00 2,423.22 2,763.71 37.41 1-2 W3 5,600.00 7,989,69 11,647.25 3,199.80 2,137,90 7,781.96 39.11 2-11118 W4 51600.00 16,480.22 11,647,25 3,199.80 7,020.35 1,928.67 43,05 4-11 11B W5 5,600.00 16,480.22 20,429.11 5.612.39 1.580.11 5,751.61 43,05 7-5 118 W6 6,454.37 23,493,91 20,429.11 5,612.39 4,482.87 1,231.56 43.05 9-11 118 W7 6,454.37 23,493.91 25,674.64 7,053.47 1,047.88 3.214.14 43.05 12-5118 W8 7,409.69 26,971.29 25,674.64 7,053.47 2,496,51 1,047.88 43.0514-11118 W9 7,409.69 26,971,29 27,383,86 7,523.04 1,403,10 2,496.51 43.0517-5118 W9 7,393.50 26,912.35 27,383.86 7,523,04 1,403.10 2,496.51 43.05 19-11118 W8 7,393.50 26,912.35 25,556.76 7,021,09 2,496.51 1,047.98 43.05 22-5 118 W7 6,405.79 23,317.09 25,556.76 7,021.09 1,047.88 3,214.14 43.05 24-11 118 W6 6.405.79 23,317.09 20,193.35 5,547.62 4,482.87 1,231.56 43.05 27-5 118 W 5 5,600.00 16,185.52 20,193.35 5,547.62 1,580.11 5,751.61 43.05 29-11 118 W4 5,600.00 16,185.52 11,293,62 3,102.64 7,020,35 1,928.67 43.05 32-5 118 W3 51600.00 7,858.96 11,293.62 3,102.64 2,137.90 7,781,96 39.11 34-11118 V13 5,600.00 7,858.96 0.00 0.00 2,352.521 2,671.53 36.32 38-6 114 W2 5,600.00 8,038.41 0.00 0.00 9,911,161 2,722.85 43.84 36-11 118 Standard Verticals Member Position Max Tension I Max Comp. Length V2 I Interior 1 2,000.001 2,327,241 30.88 STRESS ANALYSIS-PAGE 2 G� Job Number. Job Naive: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS I V2712019 12:18:32 PM NEW MILLENNIUM Location: Joist Description: Mark: Rl 111 fllNr riY--, ARLINGTON,WA Long Span 32LH3641250 TJ52 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,6209 0,6249 0.3548 1,2477 0,6098 0,2425 1.0000 A34A18= 1.8750 X 2.0010 X.176 BC 0.4771 0.5392 0-3214 1.2009 0.5106 0.1387 1.0000 A28B= 1.7350 x 0.150 Axial and Bendin Anal sis K. Fy., Fb: Mom of inertia: LL 360: LL 240: Max Bridg TC: Max Bridg Sc., 0.75 50.000.00 30,000.00 1515.28 315.84 473.77 17-5 518 14-8 518 Top Chard Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap aetween Chords: Length 12.00 45.13 30.00 43.13 12.00 1.1250 Min Weld Lan 2X: Bending Load 364.00 364.00 364.00 364.00 364,00 0.5000 Axial Load 8,195,10 7,989.69 26,971.29 7,858.96 8,038.41 Max Load Fitters TC: fa 2,641.20 6,433.96 21,719.51 6,328.68 2,222.52 31,167.40 Maximum KLlr 33.82 72,21 42,28 69.01 33,82 Max Load no FillersTC: Fcr 45,988.11 34,149.65 43,874.58 35,297.08 45,988.11 26,486.93 TG Fa 27,592.86 20,489.79 26.324.75 21,178.25 27,592.86 378.49 yy: 78.49 F'e 3,275,278.25 54,888.88 220,776.97 60,098.07 2,488,186.75 8COAURyy: Cm 0.9996 0.9414 0.9341 0.9473 0,9996 393.23 Panel Point Moment 5,615.18 5,615.18 2.275.00 5,078.16 5,078.16 BC Stress: Mid Panel Moment 4,375.95 2,935.46 1,137.50 2,674.17 3,928.43 0.96 Panel Point fb 1,659.64 16,106.88 6,526.73 14,566.47 1,496,72 BCLURr 186,6833. Mid Panelfb 1,293.37 3,690.81 1.430.20 3,362.29 1,157.85 Tc Shear Stress, Fillers 0 1 4 1 0 13,453.49 Panel Point Stress 4.300.84 22,540.84 28,246,24 20,895,15 3,719,24 BC Shear Stress: Mid Panel Stress 0.0910 0.4420 0.8724 0.4133 0.0789 17,865.56 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 10,237.07 14,381.54 2,812.38 6,157.29 4.60 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 2,137.90 18,714,09 7,781.96 8,211.80 2.98 x 0.176 1 C34AA= 1.125 x 1.549 x.176 W4 7,020.35 8,984.69 1,928.67 3,56452 4 01 x 0.118 1 C18BB=1.125 x 1.035 x.118 W5 1,580.11 14,381.54 5,751.61 5,752.77 2.58 x 0.150 1 C28BB=1.125 x 1.344 x.150 W6 4,482.87 5,758.64 1,231,56 1,509,97 3.35 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,047 813 8,984.69 3,214.14 3,56452 2 00 x 0.118 1 C18BB=1.125 x 1.035 x.118 W8 2,496.51 4,802.69 1,047.88 1,144.68 2.18 x 0.077 1 C1CAB=1.125 x 0.756 x.077 W9 1,403.10 7,826,93 2,496,51 2,933.15 2.00 x 0,102 1 C16BB= 1.125 x 1.025 x.102 W9 1,40310 7,826.93 2,496.51 2,93315 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W8 2,496.51 4,802.89 1,047.88 1,144.68 2.18 x 0.077 1 C1CAB=1,125 x 0.756 x.077 W7 1,047.88 8,984,69 3,214.14 3,564.52 2.00 x 0.118 1 C18BB= 1.126 x 1.035 x.118 W6 4,48287 5,758.64 1,231.56 1,509.97 3 35 x 0.090 1 C12BB=1.125 x 0.799 x.090 W5 1,580.11 14,381.54 5,751.61 5,752.77 2.58 x 0.150 1 C28BB=1.125 x 1.344 x.150 W4 7,020.35 8,984,69 1,928,67 3,564.52 4.01 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W3 2,137,90 18,714.09 7,781.96 8,211 80 2 98 x 0.176 1 C34AA=1.125 x 1.549 x.176 W2 9,911.16 14,381.54 2,722.85 6,366.15 4.45 x 0.150 1 C28BB=1,125 x 1.344 x.150 V1 2,423.22 7,826,93 2,763.71 3,434.83 2.00 x 0.102 1 C16BB= 1,126 x 1,025 x,102 V2 2,000,00 5,758.64 2,327.24 2,75474 2 00 x 0.090 1 C12BB=1.125 x 0.799 x.090 STRESS ANALYSIS -PAGE 3 G� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/201912:18:32 PM NEW MILLENNIUM Location: Juist Descripliun: Mark: al M 1-1.. -1 ►- ARLINGTON,WA Long Span 32LH3641250 TJ52 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3112 TCX Depth 3 118 BPL Length 1-6 3/4 BPL Length 1-8 Clear Bearing 0-4 118 Clear Bearing 0-4 5/8 BPL Material:2024=2 x 2 x.248 BPL Material:2525=2 112 x 2 112 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-180 0.00 Reqd TL Def 1-180 0.00 Live Load 250,00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L1120 0.00 Section Modulus 2.5708 Section Modulus 2.5287 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 5.1129 Mom of Inertia 4.5276 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type:Lapped(Reinforced] Seat Type:Lapped(Reinforced) t= ==== ----_ _ _-- Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: ❑L+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0-85(TL)+O 75(WL+AX+LL+IP) Case 4b: ❑L+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+VVL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Ba: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0-85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f: 0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: ❑L+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+O.B(TL)+SM+AX+FEM Case 6b: ❑L+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+O.B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 Job Number_ Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/271201912:36:49 PM NEW MILLENNIUM Location: Joist Description: Mark: AL I„ M-r, -T- ARLINGTON,WA Long Span 32LH3641250 TJ54 Geometry Base Length: Working Length: Joist Depth; Effective Depth: BC Panel Length: Shape: 39-8 318 39-4 318 32.00 1 30.76 7 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-10 7/8 2-9 112 TC Panel 2-0 1-0 First Half 2-0 2-0 First Dia . 4-10 718 4-9 112 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Lac/Begin Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 39-8 3/8 L-BL Uniform (plf) LL(1) 250,00 250,00 TC + 0-0 39-8 3/8 L-BL Gross Uplift plf WL(2) 100,00 100.00 TC - 0-0 39-8 318 L-BL Axial(Ibs) SM(3) 16,200.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 39-8 3/8 L-BL Uniform If SM(3) 12.15 12.15 TC + 0-0 39-8 318 L-BL Conc @ any pp(Ibs) LL(3) 1 2,000.001 0.00 Be + Stress Analysis Summary Int Panel TC: Max Panel BC_ Reaction LE: Reaction RE: Minimum Shear: Max TC Camp.: Max BC Tension 30.00 60.00 17,11164.48 7,164.35 1,791.12 27,080.06 27,503.45 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp, Web Length PP Dist, W2 16,209.33 18,729.90 0.00 0.00 9,997.34 2,746.52 45.02 0-2 V1S 16,206.21 18,624.21 0.00 0.00 2,128.35 2,419.27 32.63 2-0 W3 16,206.21 18,624.21 11,651.17 3,200.87 2,150,23 7,826.86 39.02 2-10 718 W4 16,206.04 21,922.45 11,651.17 3,200.87 7,020.16 1,928.62 42.97 4-10 7/8 W5 16,206.04 21,922.45 20.485.11 5,627.78 1.579.41 5,749.07 42.97 7-4718 W6 16,205.85 24,368.87 20,485.11 5,627.78 4,477.97 1,230.21 42.97 9-10 718 W7 16,205.85 24,368.87 25,769.20 7,079.45 1,049.83 3,206.87 42.97 12-4 7/8 W8 16,205.66 27,080.06 25,769.20 7,079.45 2,501.85 1,049.93 42.97 14-10 7/8 W9 16,205.66 27,080,06 27,503,45 7,555.89 1,405.71 2,501.85 42.97 17-4 718 W9 16,205,48 27,039.38 27,503.45 7,555.89 1,405.71 2,501.85 42.97 19-10 7/8 W8 16,205.49 27,039.38 25,687,85 7,057.10 2,501.85 1,049.93 42.97 22-4 7/8 W7 16,205.29 24,326.57 25,687.85 7,057.10 1,049.83 3,206.87 42.97 24-10 7/8 W6 16,205.29 24,326.57 20,322.41 5,583.OB 4,477.97 1,230.21 42.97 27-4 7/0 W5 16,205.10 21,851.97 20,322.41 5,583.08 1,579.41 5,749.07 42,97 29-10 718 W4 16,205.10 21,851,97 11,407.11 3,133.82 7,020.16 1,928.62 42.97 32-4 7/8 W3 16,204.93 18,484,78 11,407,11 3,133.82 2,150.23 7,826.86 39,02 34-10 7/8 V15 16,204.93 18,484.78 0.00 0.00 2,453.73 2,772.951 37,53 38-8 318 W2 16,215.32 18,688,67 0.00 0.00 10,037,121 2,757.451 44.03 36-10 7/8 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior 1 2,000,001 2,327,411 30,75 STRESS ANALYSIS -PAGE 2 Job Number_ Job Name: 7ioi271201912:36-.49 te Run_ 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS PM NEW MILLENNIUM Location: Joist Description: Mark: . ".1-1. -1- ARLINGTON,WA Long Span 32LH3641250 TJ54 Chord Pro rties Chord Area Rx Rz Ryy Y Ix Q Material TC 0,7132 0,7206 0,3726 1,2175 0,7275 0.3704 0.9837 A36B18= 1,8750 x 2,2810 x.188 BC 0.4771 0.5392 0.3214 1.2009 0.5106 0-1387 1.0000 A28B= 1.7350 x 0.160 Axial and Bendinu Analysis K. Fy1 Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC Max Bridg BC: 0.75 50,000.00 30,000.00 1542.05 1331.99 1497.98 17.0112 14-8114 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 22.00 34.88 30.00 45.50 10.00 1.1250 Min Weld Len 2X.• Bending Load 364.00 364.00 364,00 364.00 364,00 0.5000 Axial Load 18,729.90 18,624.21 27,080.06 18,484,78 18,658.67 Max Load Fillers TC: fa 13,130.89 13,056.80 16,984.90 12,959.05 4,916.26 36,143.67 Maximum K Ur 59.04 93,60 60,39 63.14 27,80 Max Load no Fillers TC: Fcr 38,275.78 26,192.04 37,837.11 36,922.09 46,525.23 31,253.16 TG Fa 22,965.47 15.715.22 22.702.26 22,153.26 27,915.14 388.00 Ryy: 88.00 Fe 307,072.50 122,196,24 293,576.47 71,789.92 4,451,246,00 13CDAURyy: Cm 0,9786 0.9466 0,9567 0.9097 0.9994 393.34 Panel Point Moment 2,611.30 2,868.45 2,275.00 5,691,56 5,691.56 BC Stress: Mid Panel Moment 599,06 1,871.79 1,137,60 2,994.64 4,563.25 0.96 Panel Point fb 5,476.05 6,015.31 4,770.80 11,935.54 1,432.88 ecuRZ: 186.6833 Mid Panelfb 588.30 1,838.19 1,117.08 2,940,88 1,148.82 TC Shear Stress: Fillers 0 0 0 1 0 10,773.21 Panel Point Stress 18,606,94 19,072,10 23,755.70 24,894.58 6,349,14 BC Shear Stress; Mid Panel Stress 0.5904 0.89461 0.8723 0.7003 0.1270 17,909.58 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 9,997.34 15,659.90 2,746.52 9,732.66 6.60 x 0.102 2 A16B = 1.3750 x 0.102 W3 2,150.23 18,714.09 7,826.86 8,232.16 2.99 x 0.176 1 C34AA= 1,126 x 1.549 x.176 W4 7,02016 8,984.69 1,928.62 3,57340 4 01 x 0.118 1 C18BB=1.125 x 1.035 x.118 W5 1,579.41 14,381.54 5,749,07 5,766.49 2,58 x 0.150 1 C28BB=1.125 x 1.344 x.150 W6 4,477.9T 5,758.64 1,230.21 1,515.90 3.35 x 0,090 1 C1286= 1.125 x 0.799 x.090 W7 1,04983 8,984.69 3,206.87 3,573.40 2.00 x 0.118 1 C18113113=1.125 x 1.035 x.118 W8 2,501.85 4,802.69 1,049.93 1,149.18 2.19 x 0.077 1 C1CAB=1.125 x 0.756 x.077 W9 1,405.71 7,826.93 2,501.85 2,940.43 2.00 x 0.102 1 C16BB= 1,125 x 1.025 x.102 W9 1,40571 7,826.93 2,501.85 2,94043 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W8 2,501.85 4,802.89 1,049.93 1,149.18 2.19 x 0.077 1 C1 CAB=1.125 x 0.756 x.077 W7 1,049.83 8,984,69 3,206.87 3,573.40 2,00 x 0.118 1 C1886= 1.126 x 1.035 x.118 W6 4,477 9T 5,758.64 1,230.21 1,51590 3.35 x 0.090 1 C12BB=1.125 x 0.799 x.090 W5 1,579.41 14,381.54 5,749.07 5,766.49 2.58 x 0.150 1 C28BB=1.125 x 1.344 x.150 W4 7,020.16 8,984.69 1,928.62 3,573.40 4.01 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W3 2,15023 18,714.09 7,826.86 8,23216 2 99 x 0.176 1 C34AA=1.125 x 1.549 x.176 W2 10,037.12 14,381.54 2,757.45 6,339.32 4.51 x 0.150 1 C28BB=1.125 x 1.344 x.150 V1 2,453,73 7,826,93 2,772.95 3,424.16 2.00 x 0.102 1 C16BB= 1,125 x 1.025 x.102 V2 2,000 00 5,758.64 2,327.41 2,76903 2 00 x 0.090 1 C12BB=1.125 x 0.799 x.090 STRESS ANALYSIS-PAGE 3 G� Job Number. Job Name: Date Run: 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV271201 9 1 2:36.49 PM L MILLENNIUM Location: Joist Description. Mark: ^1 1'1 1-1. ate-*^M'° ARLINGTON,WA Long Span 32LH3641250 TJ54 TCX Design TCX Left TCX Right TCX Length 0-2 TCX Length 0-1 1/2 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 31/2 BPL Length 0-6 BPL Length 1-7 7/8 Clear Bearing 0-6 Clear Bearing 0-6 112 BPL Material:2024=2 x 2 x.248 BPL Material:2525=2 1/2 x 2 112 x.250 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-180 0.03 Reqd TL Def 11-180 002 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.01 Section Modulus 0.4769 Section Modulus 2.9388 Reqd SM 0.0081 Reqd SM 0.0062 Mom of Inertia 0.7408 Mom of Inertia 5.9119 Reqd MI 0.0007 Reqd MI 0.0005 Seat Type:T-Plate V Seat Type:lapped((reinforced) t II - - - - - ----- - - - I - _ L Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0-85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0-85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: ❑L+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: ❑L+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0-85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a. 1.2(DL)+0,5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 60: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 Job Number. Job NarnP Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 2:24.50 PM L MILLENNIUM Location: Joist Descriplion: Mark: AL ti� SYSTFM9 ARLINGTQN,WA Long Span$2LH3671250 TA Geometry Base Length: Working Length: Joist Depth: Effeciive Depth: BG Panel Length: Shape: 49-8 49.4 132.00 30.46 9 @ 5.0 Parallel Chords Variable Left End Ri ht End BC Panel 2-7 2-5 TC Panel 2-0 2-0 First Half 2-4 2-4 `\ , 1\.. / I., \. \, First Diag. 4-11 4-9 Depth 132.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Lac/Begin Sp/End Reference Uniform (plf) DL(1) 117.00 117.00 TC + 0-0 49-8 L-BL Uniform (plf) LL t1) 250.00 250,00 TC + 0-0 49-8 L-BL Conc @ an Ibs) CL(1) 200.00 0.00 TC + Uniform (plf) CL(1) 40.00 40.00 TC + 0-0 49-8 L-BL Uniform (plf) CL(1) 40.00 40,00 TC + 0-0 49-8 L-BL Conc Load{Ibs} CL(1) 420.00 0.00 TC + 15-0 21-0 L-OAL Conc @ any pp{Ibs} SM(2) 990.00 0.00 TC Uniform (plf) SM(2) 45.00 45,00 TC - 0-0 49-8 L-BL Gross Uplift(pit) W L(2) 100.00 100.00 TC - 0-0 49-8 L-BL Conc Load(Ibs) SM(2) 990.00 0.00 TC - 15-0 21-0 L-OAL Axial(Ibs) SM(3) 1,700.00 0,00 TC + 0-0 0-0 L-BL Axial Ibs SM(3) 26,600.00 0.00 TC + 0-0 0-0 L-BL Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) SM(3) 45.00 45,00 TC + 0-0 49-8 L-BL Conc @ any p (Ibs) CL(3) 200.00 0.00 TC + Uniform (plf) SM(3) 12.47 12.47 TC + 0-0 49-8 L-BL Conc @ any pp(Ibs) SM(3) 990.00 0,00 TC + Uniform (plf) CL 3 117,00 117.00 TC + 0-0 49-8 L-BL Uniform (plf) CL(3) 40.00 40.00 TC + 0-0 49-8 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0,00 BC + Uniform (plf) CL(3) 40.00 40.00 TC + 0-0 49-8 L-BL Conc Load(Ibs) SM(3) 990.00 0.00 TC + 15-0 21-0 L-OAL Conc Load(Ibs) CL(3) 420.00 0.00 TC + 15-0 21-0 -OAL Stress Analysis Summary tnf.Panel TC: Max Panef BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Como-, Max BC Tension 30.00 60.00 11,518.95 11,399.46 2,879.74 71,729.55 156,253.29 :71 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 30,008.16 37,101,51 0.00 0.00 15,339.33 3,800.22 42.05 0-2 V1S 30,006.11 36,962.61 0.00 0.00 2,059,02 3,230.95 31.25 2-0 W3 30,006.11 36,962,61 19,292.96 4,172.04 3,451.24 13,622.37 41.37 2-7 W4 30,005.48 49.335.80 19,292,96 4,172.04 12,377.11 3,395.20 42.75 4-11 V2 30,005.48 49,335,80 19,292,96 4,172.04 2,000.00 3,227.42 30.46 7-5 W5 30,005.48 49,335.80 35.308.29 7,603.26 3,103.26 10,781.43 42.75 7-5 W6 30,004.$3 59,600.22 35,308.29 7,fiO3.26 9,212.82 2,945.35 42.75 9711 "Continued on Next Page-. STRESS ANALYSIS-PAGE 1 40 Job Number Job Naive Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 2:24.50 PM NEW MILLENNIUM Location: Joist De8criplion: Mark: Rl 111 MINT SY 7- ARLINGTON,WA Long Span 32LH3671250 TJ6 Stress Analysis Summary,Continued... Member TC Tension TIC Compresion BC Tension BC Compresion Web Tension Web Cornp. Web Length PP Dist. V3 30,004.83 59,600.22 35,308,29 7,603.26 2,000.00 3,262.70 30.4612-5 W7 30,004 83 59,600.22 46,920.51 10,747 14 2,639.30 7,612.73 4275 12-5 W8 30,004.18 67,358,02 46,920.51 10,747.14 6,441.79 2,481.39 42.75 14-11 V4 30,004.18 67,358.02 46,920.51 10,747.14 3,004.74 4,448.65 30.4617-5 W9 30,004.1B 67,358.02 54,129.61 13,512 47 2,041.31 5,08550 4275 17-5 W10 30,003.53 71,729.55 54,129.61 13,512.47 4,242.94 1,883.40 42.75 19-11 V5 30,003.53 71,729.65 54,129.61 13,512.47 ZOOM 3,297.78 30.46 22-5 Wit 30,003,53 71,729.55 56,253.29 14,209.23 2,007,59 4,042.21 42.75 22-5 Wit 30,002,88 70,485.02 56,253.29 14,209.23 2,007.59 4,042.21 42.75 24-11 V6 30,002.89 70.485.02 56,253.29 14,209.23 2,000.00 3,297.58 30.46 27-5 W 10 30,002.88 70,485,02 53,434.71 12,187.28 4,242.94 1,883.40 42.75 27-5 W9 30,002.22 65,600.75 53,434.71 12,187.28 2,041.31 5,085.50 42.75 29-11 V7 30,002.22 65,600.75 53,434.71 12,187.28 2,000.00 3,285.56 30.46 32-5 W8 30,002.22 65,600,75 46,213,02 9,983.76 6,441,79 2,481.39 42.75 32-5 W7 30,001.57 58,209.86 46,213.02 9,983.76 2.639.30 7,612.73 42.75 34-11 VS 30,001.57 56,209.66 46,213.02 9,983.76 2,000.00 3,261.71 30.46 37-5 W6 30,001.57 58,209.86 34,588.21 7,504.75 9,212,82 2,945.35 42.75 37-5 W5 30,000.92 48,312,34 34,588.21 7,504.75 3,103.26 10,781.43 42.75 39-11 V9 31,000,12 41,312,34 34,581,21 7,514,75 2,000,011 3,226.04 30,46 42-5 W4 30,000.92 48,312.34 18,560,28 4,040.70 12,377,11 3,395,20 42.75 42-5 W3 30,000.29 36,313.31 18,560.28 4,040.70 3,451.24 13,622.37 41.37 44-11 V15 30,000.29 36,313.31 0.00 0.001 2.026.771 3,170.58 30.86 47-8 W2 30,000,29 36,409,05 0,00 0.001 14,686.55 3,294.65 40.70 47-3 STRESS ANALYSIS-PAGE 2 Job Number. Job Naive: Gate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/21/2019 2:24:50 PM NEW MILLENNIUM Location: Jwr;t Description: Mark: ,., 1-r. -v TP-R ARLINGTON,WA Long Span 32LH3671250 TJ6 Chord Pro sties Chord Area Rx Rz Ryy Y Ix Q Material TC 1,4375 0,9304 0,5924 1,6850 0,8424 1,2442 0,9613 13025=3 x 3 x .250 BC 0.9485 0.7361 0.4403 1.4631 0.7019 0-5140 1.0000 IA40B=2.3750 x 0.218 Axial and Bending Analysis K.- Fy., Fb: Mom of)nerva: LL 360: LL 240: Max Bridg TC: Max Bridg SC: 0.75 50.000.00 30,000.00 1,063.60 330.95 496.42 22-11 112 18-4 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.00 35.00 30.00 33.00 22.00 Min Weld Md Len 2X: Bending Load 447.00 447.00 447,00 447.00 447,00 0.7729 Axial Load 37,101.51 36,962.61 71,729.55 36,313.31 36,409.05 Max Load Fillers TC: fa 12,904.87 12,656.56 24,949.41 12,630.72 7,687.72 78,303.84 Maximum K Ur 37.14 59,08 37,98 55,71 37,14 Max Load no Fillers TC. Fcr 43,624.90 37,607.93 43,430.92 38,646.41 43,624.90 74,017.35 Fa. 26,174.94 22.564.76 26.058.55 23,187.85 26,174.94 TC OALIRyy, 351.33 Fe 511,907.68 202,255.84 489,409.16 227,514.61 800,599,13 BCOAURyy.. Cm 0.9874 0.9682 019658 0.9722 0.9952 404.62 Panel Point Moment 3.238.63 3,537.82 2,793.75 3,234.61 3,234.61 SC Stress: Mid Panel Moment 760.51 2,315.58 1,396.88 1,871.11 1,443.49 0.99 Panel Point fb 2,808.27 3,067.52 2,422,36 2,804.61 816.20 SC LIRr. 136.2707 Mid Panel fb 257.46 783.69 472.89 633.43 364.24 TC Shear Stress: Fillers 0 0 0 0 0 71630.92 Panel Point Stress 15,713.14 15,924,08 27,371.77 15,435,33 8,503,92 BC Shear Stress: Mid Panel Stress 0.5012 0.5959 0.9728 0.5656 0.3051 14,091.98 Web Design Member Web Tension Allow Tenslon Web Comp Allow Comp Weld Qty Material W2 15,339.33 16,730,22 3,800.22 7,361.86 6.54 x 0.158 1 C32BA=1.125 x 1.520 x.158 V1S 2,059.02 7,826.93 3,230.95 4,018.56 2.13 x 0.102 1 C16BB= 1,125 x 1.025 x.102 W3 3,451,24 28,624.38 13,622.37 15,255 86 4 89 x 0.188 1 CW40BA= 1.5 x 1.926 x 218 W4 12,377.11 14,381.54 3,395.20 5,802,11 5.56 x 0.150 1 C28BB=1.125 x 1.344 x.150 V2 2,000.00 7,826.93 3,227,42 4,096.76 2.13 x 0.102 1 C166B= 1.125 x 1.026 x.102 W5 3110326 28,624.38 10,781.43 14,891 08 3 87 x 0.188 1 CW40BA= 1.5 x 1.926 x 218 W6 9,212.82 10,742.43 2,945,35 4,471,90 4.81 x 0.129 1 C22BB=1.125 x 1.110 x.129 V3 2,000.00 7,826.93 3,262,70 4,096.76 2.15 x 0.102 1 C16BB= 1,125 x 1.025 x.102 W7 2,63930 24,373.24 7,612.73 9,203 12 2 73 x 0.188 1 C38BA=1.125 x 1.845 x.199 W8 6.441.79 7,826,93 2,481.39 2,959.33 4.25 x 0.102 1 C16BB=1.125 x 1.025 x.102 V4 3,004.74 8,984.69 4,448.65 4,946.75 2.54 x 0.118 1 C18136= 1.125 x 1.035 x.118 W9 2,041.31 14,381.54 5,085.50 5,802.11 2 28 x 0.150 1 C28BB=1.125 x 1.344 x.150 W 10 4,242.94 7,826.93 1,883.40 2,959.33 2.80 x 0.102 1 C16BB=1.125 x 1.025 x.102 V5 2,000.00 7,826.93 3,297.78 4,096.76 2.18 x 0.102 1 C166B= 1,125 x 1.025 x.102 Will 2,00759 10,742.43 4,042.21 4,47190 2 11 x 0.129 1 C22BB=1.125 x 1.110 x.129 Will 2,007.59 10,742.43 4,042.21 4,471.90 2.11 x 0.129 1 C221313=1.125 x 1.110 x.129 V6 2,000.00 7,826,93 3,297.58 4,096,76 2.18 x 0,102 1 C166B= 1,125 x 1.025 x.102 W 10 4,24294 7,826.93 1,883.40 2,95933 2 80 x 0.102 1 C16BB=1.125 x 1.025 x.102 W9 2,041,31 14,381.54 5,085,50 5,802.11 2,28 x 0.150 1 C28BB=1.125 x 1.344 x.150 "Continued on Next Page.. STRESS ANALYSIS-PAGE 2 G� Job Number.- ob J Natne: Crate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV2112019 2:24.50 PM NEW MILLENNIUM Location: Joist Description: Mark: Ming, -r- ARLINGTON,WA Long Span 32LH367/250 TJ6 Web Design,Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material V7 2,000.00 7,826.93 3,285,56 4,096.76 2.17 x 0.102 1 C16BB= 1.125 x 1.025 x.102 WS 6,441 79 7,826.93 2,481.39 2,959.33 4.25 x 0.102 1 CI6BB=1.125 x 1.025 x.102 W7 2,639.30 24,373.24 7,612.73 9,203.12 2.73 x 0.188 1 C38BA=1.125 x 1.845 x.199 V8 2,000.00 7,826.93 3,261,71 4,096.76 2.15 x 0,102 1 C16BB= 1.125 x 1.025 x.102 W6 9,212.82 10,742.43 2,946.35 4,47190 4 81 x 0.129 1 C22BB=1.125 x 1.110 x.129 W5 3,103.26 28,624,38 10,781.43 14,891.08 3.87 x 0.188 1 CW40BA= 1.5 x 1.926 x,218 V9 2,000.00 7,826.93 3,226,04 4,096.76 2.13 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W4 12,377.11 14,381,54 3,395.20 5,802.11 5.56 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W3 3,451.24 28,624.381 13,622.37 15,255.86 4,89 x 0.188 1 CW408A= 1.5 x 1.926 x.218 V15 2,026.77 7.826.931 3,170.58 4,056.51 2.09 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W2 14,686.55 16,730,221 3,294.65 7,585.98 6.26 x 0.158 1 C32BA= 1.125 x 1.520 x.158 STRESS ANALYSIS-PAGE 3 G� Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHCPORDERS IV2112019 2:24:50 PM NEW MILLENNIUM Location: Joist Descrip[ion: Mark: Rl 1.,1-1 4VSTOMA ARLINGTON,WA Long Span 32LH3671250 TJ6 TCX Design TCX Left 7CX Right TCX Length 0-2 TCX Length 0-0 TCX Type R TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 1/8 BPL Length 0-8 BPL Length 2-4 1/4 Clear Bearing 0-5 718 Clear Bearing 0-4 114 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 367.00 Total Load 367.00 Reqd TL Def L180 0.03 Reqd TL Def 1-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.02 Reqd LL Def L/120 0.00 Section Modulus 1,1533 Section Modulus 3,9630 Reqd SM 0.0082 Reqd SM 0.0000 Mom of Inertia 2.4884 Mom of Inertia 6.4117 Reqd MI 0,0007 Reqd MI 0.0000 Seat Type:Lapped Seat Type:Lapped(Reinforced) I I - - — — — — L —— — 1 — — —— — — — — — Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0.85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+8L+FEM Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c. DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0,75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case Be: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case Sd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0.85(TL)+0 75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0,8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 G� Job Number.' Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPOROERS 11/27120191:20:59 PM NEW MILLENNIUM Location: Joist Description: Mark: Rl Ill-1, --M9 ARLINGTON,WA Long Span 32LH3641250 T.169 Geomet Base Length: Working Length: Joist Depth: Elfective Depth: BC Panel Length: Shape: 44-5118 44.4118 132.00 1 30.43 8 5-0 1 Parallel Chords Variable Left End Ri ht End BC Panel 2-5 3-3 118 TC Panel 2-0 2-0 \ \ First Half 2-0 2-0 First❑iag. 4-5 5-3 118 Depth 132.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (Plf) DL(1) 114.00 114.00 TC + 0-0 44-8 118 L-BL Uniform (plf) LL(1) 250.00 250,00 TC + 0-0 44-81/8 L-BL Cone Load(Ibs) CL 1) 420.00 0.00 TC + 27-0 33-0 L-OAL Gross Uplift(plf) W L(2) 100.00 100.00 TC 0-0 44-8 1/6 L-BL Cone Load(Ibs) SM(2) 990.00 0.00 TC 27-0 33-0 L-OAL Uniform ( If) SM(3) 12.15 12.15 TC + 0-0 44-8 118 L-BL Axial(Ibs) SM(3) 25,000.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114.00 TC + 0-0 44-8 1/8 L-BL Axial(Ibs) 5M(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + Conc Load(Ibs) CL(3) 420.00 0.00 TC + 27-0 33-0 L-OAL Cone Load(Ibs) SM(3) 990.00 0,00 TC + 27-0 33-0 L-OAL Stress Anal sis Summa Int.Panef TC: Max Panel BC: Reaction LE: Rearlinn RE: Minimum Shear. Max TC Comp,: Max BC Tension 30.00 60.00 8,238.76 18,377.39 12,094.35 44,288.68 136,572.25 Member TC Tension TC Compresion BC Tension SC Cornpresion Web Tension Web Comp. Web Length PP Dist. W2 26,707.51 29,577.75 0.00 0.00 10,567.48 2,841.55 40.68 0-2 V1S 26,706.06 29,533,70 0.00 0.00 2,033.55 2,283.06 30.84 2-0 W3 26.706.06 29,533.70 12,509.95 3,359.71 2,436.38 9,082.65 38.76 2-5 W4 26,705.41 34,507.78 12,509.95 3,359.71 8,757.89 2,341.13 42.73 4-5 V2 26,705.41 34,507.78 12,509,95 3,359.71 2,000.00 2.313.52 30.43 6-11 W5 26,705.41 34,507.78 23,908.21 6,400.41 1,990,07 7,480.04 42.73 6-11 W6 26,704.69 38,830.04 23,908.21 6,400.41 6,202.15 1,639.01 42.73 9-5 V3 26,704.69 38,830,04 23,908.21 6,400.41 2,000.00 2,328.94 30.43 11-11 W7 26,704.69 38,830,04 31,718.02 8,455.27 1,287.95 4,924.33 42.73 11-11 W8 26,703.97 41,908.67 31,718.02 8,455.27 3,646.47 936,89 42.7314-5 V4 26,703.97 41,908.67 31,718.02 8,455.27 2,000.00 2,336.94 30.43 16-11 W9 26,703.97 41,908.67 35,939.36 9,524.29 1,279.58 2,940.96 42.73 16-11 W10 26,703.25 43,743.66 35,939.36 9,524.29 2,940.96 1,449.48 42.7319-5 V5 26,703.25 43,743.66 35,939,36 9,524.29 2,000.00 2,340.23 30.43 21-11 W10 26,703.25 43,743.66 36.572,25 9,607.47 2.940.96 1,449.48 42.73 21-11 W9 26,702.53 44,288.68 36,572.25 9,607.47 1,279,58 2,940.96 42.73 24-5 V6 26,702,53 44,288.68 36,572.25 9,607.47 2,354.72 3,127.53 30.43 26-11 W8 1 26,702.531 44,288.68 33,188,831 8,704.81 3,646.471 936.89 42.73 26-11 'Continued on Next Page... STRESS ANALYSIS-PAGE 1 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/20191:20:59 PM NEW MILLENNIUM Location: Ju&Description: Mark: RL M-r. riV r- ARLINGTON,WA Long Span 32LH3641250 TJ69 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W7 26,701.81 40,856.33 33,188.83 8,704.81 1,287.95 4,924,33 42.73 29-5 V7 26,701 81 40,856.33 33,188.83 8,70481 2,354.72 3,118.94 30.43 31-11 W6 26,701.81 40,856.33 25,816.70 6,816.31 6,202.16 1,639.01 42.73 31-11 W5 26,701.09 36,180,34 26,816,70 6,816,31 1,990,07 7,480.04 42.73 34-5 V8 26,701.09 36,180.34 25,816.70 6,81631 2,000.00 2,31636 30.43 36-11 W4 26,701.09 36,180.34 14,856.11 3,941.97 8,757.89 2,341.13 42.73 36-11 W3 26,700.45 30,845,93 14,856,11 3,941.97 2,436.38 9,082.65 38.76 39-5 V1S 26,700.45 30,845.93 0,00 0.00 2,233,42 2,572.43 33.98 42-8 1/8 W2 26,700.45 31,005.62 0,00 0.00 12,688.57 3,352.90 48.00 41-5 STRESS ANALYSIS-PAGE 2 Job Number: Job Name: Oate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPQRDERS 11/27/20191:20.59 PM NEW MILLENNIUM Location: Joist Description: Mark: Rl,,,r,INr -lVgiPM-, pRLINGTDN,WA Long Span 32LH3641250 TJ68 Chord Pro riles Chord Area Rx Rz Ryy Y Ix Q Material TC 0,9494 0,9205 0,3885 1,1660 0,9928 0.8044 0.9432 A40B18= 1.8750 x 2.8790 x.218 BC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A= 1.9380 x 0.176 Axial and Bending Analysis K.' Fy.' Fb: Mom of tnertla: LL 360: LL 240: Max Bridg TC.- Max Bndg SC.' 0.75 50,000.00 30,000.00 1697.32 1298.77 1448.15 116-1 115-111/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.00 29.00 30.00 39.13 22.00 1.1250 Min Weld Len 2X: Bending Load 364.00 364,00 364,00 364.00 364.00 0.5000 Axial Load 29,577.75 29,533.70 44,2138.68 30,845.93 31,005.02 Max Load Fillers TC: fa 15,577.07 15,553.88 23.324.56 16,244.96 8,246.62 47,471.23 Maximum KLlr 56.63 74,65 38.61 50.35 56,63 Max Load noFiilersTC: Fcr 37,801.961 32,112.57 42,550.81 39,592,89 37,801.98 41,751.11 TC Fa 22,681.19 19,267.54 25.530.49 23,755.73 22,681.19 456.3656.36 Ryy: F'e 501,071.78 288,369,50 479,049.41 158,429.70 712,790.25 8COAURyy. Cm 0.9845 0.9730 0,9674 0,9487 0,9942 413.24 Panel Point Moment 1,912.09 2,252.60 2,275.00 3,783.71 3,783.71 BC stress: Mid Panel Moment 832.12 1,106.44 1,137.50 2,280.81 2,133.55 0.98 Panel Point fb 2,241.7E 2,641.01 2,667.27 4,436.12 1,143.29 SCLURz:168.5867 Mid Panel fb 513.51 682.79 701.96 1,407.50 644.6$ 16 Shear Stress: Fillers 0 0 6 1 0 8,269.70 Panel Point Stress 17,818.86 18,194,89 25,991,83 20,681,08 9,389.91 BC Shear Stress: Mid Panel Stress 0.7035 0.83021 0.9368 0.7345 0.3841 16,252.69 Web Design Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material W2 10,567.48 15,659.90 2,841.55 9,624.15 6.98 x 0.102 2 A16B= 1.3750 x 0.102 V1S 2,033.55 6,758,64 2,283.06 2,759.68 2.00 x 0.090 1 C126B= 1.125 x 0.799 x.090 W3 2,436.3B 24,373.24 9,082.65 10,305 86 3 26 x 0.188 1 C38BA=1.125 x 1.845 x.199 W4 8,757.89 10,742.43 2,341,13 4,474.11 4.57 x 0.129 1 C22BB=1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,313.52 2,809.32 2,00 x 0.090 1 C121313= 1.125 x 0.799 x.090 W5 1,99007 24,373.24 7,480.04 9,207.91 2 69 x 0.188 1 C38BA=1.125 x 1.845 x A99 W6 6,202.1 B 7,826.93 1,639,01 2,960.86 4.09 x 0.102 1 C1613113=1.125 x 1.025 x.102 V3 2,000,00 5,758.64 2,328.04 2,809.32 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W7 1,28795 14,381.54 4,924.33 5,80499 2 21 x 0.150 1 C28BB=1.125 x 1.344 x.150 W8 3,646.47 4,802.89 936.89 1,161.92 3.19 x 0.077 1 C10AB=1.125 x 0.756 x.077 V4 2,000.00 5,758.64 2,336,94 2,809.32 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W9 1,279 513 7,826.93 2,940.96 2,960.86 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W 10 2,940.96 5,758,64 1,449.48 1,532.72 2.20 x 0.090 1 C12BB=1.125 x 0.799 x.090 V5 2,000.00 5,758.64 2,340.23 2,809.32 2,00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W 10 1 2,940-96 51758.64 1,449.48 1,53272 2 20 x 0.090 1 C12BB=1.125 x 0.799 x.090 W9 1,279.58 7,826.93 2,940.96 2,960.86 2.00 x 0.102 1 C1613B=1.125 x 1.025 x.102 V6 2,354.72 7,826,93 3,127,63 4,099.21 2.06 x 0.102 1 C16BB= 1,125 x 1.025 x.102 W8 3.646.47 4.602.89 936.89 1,161,92 3 19 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 1,287.95 14,381.54 4,924,331 5,804.99 2.21 x 0.150 1 C2813B=1.125 x 1.344 x.150 Continued on Next Page... STRESS ANALYSIS-PAGE 2 Job Number: Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV27120191:20:59 PM NEW MILLENNIUM Location: Joist Description: Mark: Rl11L­ 4Y rT ARLINGTON,WA Long Span 32LH364/250 TJ69 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material V7 2,354.72 7,826.93 3,118.94 4,099.21 2.06 x 0.102 1 C16BB= 1.125 x 1.025 x.102 W6 6,202.1 B 7,826.93 1,639.01 2,960.86 4.09 x 0.102 1 C161313=1.125 x 1.025 x.102 W 5 1,990.07 24,373.24 7,480.04 9,207.91 2.69 x 0.168 1 C38BA=1.125 x 1.845 x.199 V8 2,000.00 5,758.64 2,316.36 2,809.32 2.00 x 0,090 1 C12613= 1.125 x 0.799 x.090 W4 8,757.89 10,742.43 2,341.13 4,47411 4.57 x 0.129 1 C22BB=1.125 x 1.110 x.129 W3 2,436.38 24,373.24 9,082.65 10,305.86 3.26 x 0.188 1 C38BA=1.125 x 1.845 x.199 V1S 2,233.42 7,826.93 2,572.43 3,754.98 2.00 x 0.102 1 C16BB= 1.125 x 1.025 x .102 W2 12,688.57 14,381.54 3,352.90 5,767.83 5.70 x 0.150 1 C28BB= 1,125 x 1.344 x.150 STRESS ANALYSIS-PAGE 3 G� Job Number Job Name: Date Run: 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS IV27120191:20:59 PM FNEW MNEW MILLENNIUM Location: Jwst Descrip[ion: Mark: 1-1 ARLINGTON,WA Long Span 32LH3641250 ITJ69 TCX Design TCX Left TCX Right TCX Length 0-2 TCX Length 0-0 TCX Type R TCX Type R, Rnfd TCX Depth 3 1/2 TCX Depth 3 118 BPL Length 0-6 BPL Length 2-5 5/8 Clear Bearing 0-5 314 Clear Bearing 0-4 718 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def L180 003 Reqd TL Def 1-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L/120 0.02 Reqd LL Def L1120 0.00 Section Modulus 0.8529 Section Modulus 2,5813 Reqd SM 0.0081 Reqd SM 0.0000 Mom of Inertia 1.6088 Mom of Inertia 4.5318 Reqd MI 0.0007 Reqd MI 0,0000 Seat Type:T-Plate V Seat Type:Lapped(Reinforced) t I I Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0-85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0-85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b-- DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0-85(TL)+0 75(WL+AX+LL+IP) Case 4b: ❑L+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 4e: DL+SMtAX Case 8a: DL+CL+0.85(TL)+0,75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0-85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case Sc: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case 8e: DL+CL+0-85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)4 WL-AX+SM Case 8h: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0,8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS -PAGE 1 G� Job Number_ Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27120191:22:03 PM NEW MILLENNIUM Location: Juist Descriplion: Mark: Rl 111-"r, �i Y riTFM9 ARLINGTON,WA Long Span 32LH3641250 T,170 Geometry Base Length: Working Length; Joist Depth: Elteclfve Depth: SC Panel Length: Shape: 44-8118 144.4118 32.00 30.43 8 @ 5-0 Parallel Chords Variable Left End Ri ht End BC Panel 2-5 3-3 118 TC Panel 2-0 2-0 First Half 2-0 2-0 First Diag. 4-5 5-3 118 Depth 32.00 32.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) DL(1) 114.00 114.00 TC + 0-0 44-8 118 L-BL Uniform (plf) ILL(1) 250.00 250,00 TC + 0-0 44-8 1/8 L-BL Cone Load Ibs) CL(1) 420.00 0.00 TC + 27-0 33-0 L-OAL Gross Uplift(plf) W L(2) 100.00 100.00 TC 0-0 44-8 116 L-BL Cone Load(Ibs) SM(2) 990.00 0,00 TC 27-0 33-0 L-OAL Uniform (plf) SM(3) 12.15 12.15 TC + 0-0 44-8 118 L-BL Axial(Ibs) SM(3) 25,000.00 0.00 TC + 0-0 0-0 L-BL Uniform (plf) CL(3) 114.00 114,00 TC + 0-0 44-8 1/8 L-BL Axial(Ibs) 5M(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Conc @ any pp(Ibs) LL(3) 2,000.00 0.00 BC + _ Conc Load(Ibs) CL(3) 420,00 0,00 TC + 27-0 33-0 L-OAL Cone Load(Ibs) SM(3) 990,00 0.00 TC + 27-0 33-0 L-OAL Stress Analysis Summary lot.Panel TC: Max Penei BC: Reaction LE: Reactinn RE: Minimum Shear: Max TC COMP: Max SC Tension 30.00 60.00 8,238.76 8,377.39 2,094.35 44,288.68 36,572.25 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 26,707.51 29,577,75 0.00 0.00 10,567.48 2,841.55 40.68 0-2 V1$ 26,706.06 29.533.70 0.00 0.00 2.033.55 2,283.06 30.84 2-0 W3 26,706.06 29,533.70 12,509.95 3,359.71 2,436.38 9,082.65 38.76 2-5 W4 26,705.41 34,507.78 12,509,95 3,359.71 8,757.89 2,341.13 42.73 4-5 V2 26,705.41 34,507.78 12,509.95 3,359.71 2,000,00 2,313.52 30.43 6-11 W5 26,705.41 34,507.78 23,908.21 6,400.41 1,990.07 7,480.04 42.73 6-11 W6 26,704.69 38,830.04 23,908.21 6,400.41 6,202.18 1,639.01 42.73 9-5 V3 26,704.69 38,830.04 23,908.21 6,400.41 2,000.00 2,328.04 30.43 11-11 W7 26,704.69 38,830.04 31,718.02 8,455.27 1,287.95 4,924.33 42.7311-11 W8 26,703.97 41,908.67 31,718.02 8,455.27 3,646.47 936.89 42.7314-5 V4 26,703.97 41,908.67 31,718.02 8,455.27 2,000.00 2.336.94 30.4316-11 W9 26,703.97 41,908.67 35,939.36 9,524.29 1,279.58 2,940.96 42.73 16-11 W10 26,703,25 43,743.66 35,939.36 9,524.29 2,940,96 1,449.48 42.7319-5 V5 26,703.25 43,743.66 35,939.36 9,524.29 2,000.00 2,340.23 30.43 21-11 W10 26,703.25 43,743,66 36,572.25 9,607.47 2,940.96 1,449.48 42.73 21-11 W9 26,702.53 44,288.68 36,572,25 9,607.47 1,279.58 2,940.96 42.73 24-5 V6 26,702-53 44,288.68 36,572.25 9,607.47 2,354.72 3,127.53 30.43 26-11 W8 26,702.531 44.288.68 33.188.83 9,704.811 3,646.47 936.89 42.73 26-11 " Continued on Next Page.. STRESS ANALYSIS-PAGE 1 Job Number Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 111127120191:22.03 PM NEW MILLENNIUM Locelion: Joist Descriphon: Mark: Fl Ill M1Nr ryY T F M 9 ARLINGTON,WA Long Span 32LH3641250 TJ70 Stress Anal sis Summary,Continued... Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W7 26,701.81 40,856,33 33,188.83 8,704.81 1,287.95 4,924.33 42.73 29-5 V7 26,701.81 40,856-33 33,188.83 8,70481 2,354.72 3,11894 3043 31-11 W6 26,701.81 40,856.33 25,816.70 6,816.31 6,202.18 1.639.01 42.73 31-11 W5 26,701.09 36,180.34 25,816.70 6,816.31 1,990,07 7,480.04 42.73 34-5 V8 26,701 09 36,180.34 25,816.70 6,81631 2,000.00 2,31636 30.43 36-11 W4 26,701.09 36,180.34 14,856.11 3,941.97 8,757.89 2,341.13 42.73 36-11 W3 26,700.45 30,845.93 14,856.11 3,941.97 2,436.38 9,082.65 38.76 39-5 V1S 26,700.45 30,845.93 0.00 0.00 2,233,42 2,572.43 33.98 42-8 118 W2 26,700.45 31,005.62 0.00 0.00 12,688.57 3,352.90 48.00 41-5 STRESS ANALYSIS-PAGE 2 G� Job Number Job Name Oate Run: 5819-0100 IGAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/20191,22-.03 PM NEW MILLENNIUM Location: Joist Description: Mark: R,.11 ARLINGTON,WA Long Span 32LH3641250 TJ70 Chord Properties Chord Area Rx Rz Ryy Y Ix o Material TC 0,9494 0.9205 0.3885 1.1660 0,9928 0,8044 0.9432 A40618= 1.8750 x 2.8790 x.218 BC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A= 1.9380 x 0.176 Axial and Bending Analysis K. Fy.. Fb: Mom of laert+a! LL 360: LL 240: Max Bridg 7C' Max Bridg SC: 0.75 50.000.00 30,000.00 7697.32 298.77 1448.15 116-1 15-11118 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Mords: Length 22.00 29.00 30.00 39.13 22.00 1.1250 Min Weld Len 2X: Bending Load 364.00 364.00 364,00 364.00 364.00 0.5000 Axial Load 29,577.75 29,533.70 44,268.68 30,845.93 31,005.62 Max Load Fillers TC: fa 15,577.07 15,553.88 23,324.56 16,244.96 8,246.62 47,471.23 Maximum K Llr 56.63 74,65 38.61 50.35 56,63 Max Load no Fillers TC: For 37,801.98 32,112.57 42,550.81 39,592.89 37,801.98 41,751.11 TG Fa 22,681.19 19.267.54 25,530.49 23,755.73 22.681.19 456.36 yy: 56.36 Fe 501,071.78 288,369,50 479,049.41 158,429.70 712,790.25 8COALARyy. Cm 0.9845 0.9730 0.9674 0.9487 0,9942 413.24 Panel Point Moment 1,912.09 2,252.60 2.275.00 3,783.71 3,783.71 BC stress: Mid Panel Moment 832.12 1,106.44 1,137.50 2,280.81 2,133.65 0.98 Panel Point fb 2,241,7E 2,641.01 2,667.27 4,436.12 1.143.29 RCLIRz 168.5867 Mid Panel fb 513.51 682.79 701.96 1,407.50 644.6$ TC Shear Stress: Fillers 0 0 6 1 0 8,269.70 Panel Point Stress 17,818.86 18,194.89 25,991,83 20,681.08 9.389.91 Bc Shear Stress: Mid Panel Stress 0.70351 0.8302 0.9368 0.7345 0.3841 16,252.69 Web Design Member Web Tension Allow Tension WebCornp Allow Comp Weld Qty Material W2 10,567.48 15,659.90 2,841.55 9,624.15 6.98 x 0.102 2 A16B= 1.3750 x 0.102 V1S 2,033.65 5,758,64 2,283.06 2,759.68 2.00 x 0.090 1 C12BB= 1.125 x 0.799 x.090 W3 2,436.3B 24,373.24 9,082.65 10,305.86 3.26 x 0.188 1 C38BA=1.125 x 1.845 x.199 W4 8,757.89 10,742.43 2,341.13 4,474.11 4.57 x 0.129 1 C22BB=1.125 x 1.110 x.129 V2 2,000.00 5,758.64 2,313.52 2,809.32 2.00 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W5 1.99007 24,37324 7,480.04 9,207 91 2 69 x 0.188 1 C38BA=1.125 x 1.845 x.199 W6 6,202.18 7,826.93 1,639.01 2,960.86 4.09 x 0.102 1 C16BB=1.125 x 1.025 x.102 V3 2,000.00 6,758.64 2,328,04 2,809.32 2.00 x 0.090 1 C12BB= 1,125 x 0.799 x.090 W7 1,28795 14,381.54 4,924.33 5,80499 2 21 x 0.150 1 C28BB=1.125 x 1.344 x.150 W8 3,646.47 4,802.89 936.89 1,161.92 3.19 x 0.077 1 C10AB=1.125 x 0.756 x.077 V4 2,000.00 5,758.64 2,336.94 2,809.32 2.00 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W9 1,279.5E 7,826.93 2,940.96 2,960,86 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 W 10 2,940.96 5,758.64 1,449.48 1,532.72 2.20 x 0.090 1 C12BB=1.125 x 0.799 x.090 V5 2,000.00 5,758,64 2,340.23 2,809.32 2.00 x 0.090 1 C12BB= 1.126 x 0.799 x.090 W 10 2,940.96 5,758.64 1,449.48 1,53272 2 20 x 0.090 1 C12BB=1.125 x 0.799 x.090 W9 1,279.58 7,826.93 2,940.96 2,960.86 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V6 2,354.72 7,826,93 3,127,53 4,099.21 2,06 x 0.102 1 C16BB= 1,125 x 1.025 x.102 WS 3,646.47 4,802.89 936.89 1,161 92 3 19 x 0.077 1 C10AB=1.125 x 0.756 x.077 W7 1 1,287.95 14,381,541 4,924.33 5,804.99 2.21 x 0.150 1 C28BB=1.125 x 1.344 x.150 ' Continued on Next Page.. STRESS ANALYSIS -PAGE 2 Job Number: Job Name: Date Run: V/ 6819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27120191:22:03 PM NEW MILLENNIUM Location: Joist Description: Mark: 1-1. 4V --" ARLINGTON,WA Long$pan 32LH3641250 T470 Web Design Continued... Member Web Tension Allow Tension Web Camp Allow Comp Weld Qty Material V7 2,354.72 7,826.93 3,118.94 4,099.21 2.06 x 0.102 1 C16BB= 1,125 x 1,025 x.102 W6 6,202 1 B 7,826.93 1,639.01 2,96086 4.09 x 0.102 1 C16BB=1.125 x 1.025 x.102 W5 1,990.07 24,373.24 7,480.04 9,207.91 2,69 x 0.188 1 C38BA=1.125 x 1.845 x.199 V8 2,000.00 5,758.64 2,316,36 2,809.32 2.00 x 0,090 1 C12BB= 1.125 x 0.799 x.090 W4 8,75789 10,742.43 2,341.13 4,47411 4 57 x 0.129 1 C22BB=1.125 x 1.110 x.129 W3 2,436.38 24,373.24 9,082.65 10,305.86 3.26 x 0.188 1 C38BA=1.125 x 1.845 x.199 V1S 2,233.42 7,826.93 2,572.43 3,754.98 2.00 x 0.102 1 C16BB= 1.125 x 1,025 x.102 W2 12,688.57 14,381.54 3,352.90 5,767.83 5.70 x 0.150 1 C28BE= 1,125 x 1,344 x.150 STRESS ANALYSIS-PAGE 3 G� Job Number: Job Name' Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11127120191:22:03 PM NEW MI L L E N N I U M Location: Joist Dascrrption: Mark: Rl Ill r INr SyrrFM9 ARLINGTON,WA Long Span 32LH3641250 TJ70 TCX Design TCX Left TCX Right TCX Length 0-2 TCX Length 0-0 TCX Tye R TCX Type R, Rnfd. TCX Depth 31/2 TCX Depth 31/8 BPL Length 0-6 BPL Length 2-5 5/8 Clear Bearing 0-5 314 Clear Bearing 0-4 718 BPL Material:2024=2 x 2 x.248 BPL Material:2024=2 x 2 x.248 Total Load 364.00 Total Load 364.00 Reqd TL Def 1-180 003 Reqd TL Def 1-180 0.00 Live Load 250.00 Live Load 250,00 Reqd LL Def L/120 0.02 Reqd LL Def L/120 0.00 Section Modulus 0,8529 Section Modulus 2.5813 Reqd SM 0.0081 Reqd SM 1 0.0000 Mom of Inertia 1.6088 Mom of Inertia 4.5318 Reqd MI 0.0007 Reqd MI 0.0000 Seat Type:T-Plate V 'eat Type:Lapped(Reinforced) i I i I - --- - - - -- - ---- -- - - - - - -- - - - Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case tie-. DL+CL+0-85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: DL+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0-85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0,75(WL+AX+LL) Case 3d: DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0,75(WL+C+AX+LL+IP) Case A DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0,75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0-85(TL)+0 75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: DL+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Be: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case 8b: DL+CL+0-85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0.6(DL)+WL-AX Case 8d: DL+CL+0.65(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0-85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case 8g: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h:DL+CL+0-85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0,5(LL)+0.8(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP STRESS ANALYSIS-PAGE 1 G� Job Number: Job Name: Oate Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 1l127/2019 9:34:41 AM NEW MILLENNIUM Location: Joist Description_ Mark: Rl Ill P I1 r -iYSTFM9 ARLINGTON,WA Long Span 32LH3671250 T.I9 Georneiry Base Length, Working Length: Joist Depth: Effective Depth: BC Panel Length: Shape, 49-8 149-4 1 32.00 1 30.66 9 @ 5-0 Parallel Chords Variable Left End Right End BC Panel 2-7 2-5 II[IIIIIIIIIIIIIIE11111111: IIQI I I I I LlI11111I lit UIIIIIIIIIIIIIIIIIIIIIIIIIIiIIIIIIIf TC Panel 1-6 2-0 First Half 2-4 2-4 First Dia . 4-11 4-9 Depth 32.00 132.00 Loads Load Type Category Loadl Load2 Position Direction Loc/Begin Sp/End Reference Uniform (plf) LL(1) 250.00 250.00 TC + 0-0 149-8 L-BL Uniform (plf) DL(1) 117,00 117.00 TC + 0-0 149-8 L-BL Uniform If) CL 1) 40,00 40.00 TC + 0-0 149-8 L-BL Conc Load(Ibs) CL(1) 420,00 0.00 TC + 15-0 21-0 L-DAL Gross Uplift(pIf) WL(2) 100,00 100,00 TC - 0-0 49_-8 L-BL Conc a any p (Ibs) 5M(2) 990,00 0.00 TC - Uniform (pIf) SM(2) 45,00 45.00 TC 0-0 49-8 L-BL Conc Load(Ibs) SM(2) 990.00 0.00 TC 15-0 21-0 L-DAL Conc @ any p (Ibs) LL(3) 2,000,00 0.00 BC + Axial(Ibs) SM(3) 1,700.00 0.00 TC + 0-0 0-0 L-BL Uniform (pIf) SM(3) 45.00 45.00 TC + 0-0 49-8 L-BL Axial(Ibs) 5M(3) 51600.00 0.00 TC + 0-0 0-0 L-BL Axial(Ibs) SM(3) 1.700.00 0.00 TC + 0-0 0-0 L-BL Uniform (pIf) CL(3) 40.00 40,00 TC + 0-0 49-8 L-BL Uniform (pIf) 5M(3) 12.47 12,47 TC + 0-0 49-8 L-BL Conc @ any pp(Ibs) SM(3) 990.00 0.00 TC + Uniform (pIf) CL(3) 117.00 117.00 TC + 0-0 49-8 L-BL Conc Load (Ibs) CL 3) 420.00 0.00 TC + 15-0 21-0 L-OAL Conc Load(Ibs) SM(3) 990.00 0.001 TC I + 15-0 21-0 L-DAL Stress Analysis Surnmary Int.Panel TC: Max Panel BC-- Reaction LE Reaction RE: Minimum Shear: Max TC Camp.: Max BC Tension 30.00 60.00 10,332.49 110,216.70 12,583.12 49,874.69 150,165.75 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 9,000.00 15,107.07 0.00 0.00 13,848.60 3,786.53 42,20 0-2 V1S 9,000.00 14,891.11 0,00 0.00 2,172.34 3,008.40 33,30 1-6 W3 9,000.00 14,891.11 17,317.65 4,144.12 3,451.41 12,316.16 41,52 2-7 W4 9,000,00 25,520,91 17,317.65 4,144.12 11,039.23 3,379.38 42,90 4-11 W5 9,000.00 25,520.91 31,664.03 7,552.37 3,088.40 9,615.69 42,90 7-5 W6 9,115.56 37,343,87 31,664.03 7,552.37 8,192.15 2,931.01 42.90 9-11 W7 9,115.56 37,343.87 42,028.15 10,651.15 2,625.97 6,765.63 42.90 12-5 W8 12,076.68 45,716.85 42,028.15 10,651.15 5,735.05 2,468.57 42.90 14-11 W9 12,076.68 45,716,85 48,409.99 13,392.12 2,029.95 4,551.54 42.90 17-5 W10 14,048.59 49,874.69 48,409.99 13,392.12 3,851.65 1,872.56 42.90 19-11 Wit 1 14,048.591 49,874.69 50,165.75 14,142,93 1,931.12 3,613.931 42.90 22-5 *Continued on Next Page.. STRESS ANALYSIS-PAGE 1 G� Job Number.- Job Name: Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/2019 9:34:41 AM NEW MILLENNIUM Location: Joist Description: Mark: AL IIL­NF, 5Y4TPMG ARLINGTON,WA Long Span 32LH3671250 TJ9 Stress Analysis Summary,Continued... Member TC Tension TC Compresion BC Tension IBCCornpresion Web Tension Web Comp. Web Len th PP Dist. W11 13,190.83 49,461.24 50,165,75 14,142.93 1,931,12 3,613.93 42.90 24-11 W10 13,190,83 49,461.24 47,761.161 12,128 66 3,851.65 1,87256 4290 27-5 W9 10,956.41 45,065.51 47,761.16 12,128.66 2,029.95 4,551.54 42.90 29-11 W8 10,956.41 46,065.51 41,374.30 9,916.95 6,735.05 2,468.57 42.90 32-5 W7 9,00000 36,687.52 41,374.30 9,91695 2,625.97 6,765.63 4290 34-11 W6 9,000.00 36,687.52 31,005.17 7,454.53 8,192.15 2,931.01 42.90 37-5 W5 9,000.00 24,583.20 31,005.17 7,454.53 3,088.40 9,615.69 42.90 39-11 W4 9,000,00 24,583.20 16,653.77 4,013.66 11,039.23 3,379.38 42,90 42-5 W3 1 9,000.001 14,365.57 16,653.77 4,013.66 3,451.41 12,316.16 41.52 44-11 V1S 9,000.001 14,365.571 0.00 0.00 2,026.42 2,791.42 31.07 47-8 W2 9,000,001 14,445,721 0.00 0.00 13,116.25 3,288.92 40.85 47-3 Standard Verticals Member Position Max Tension I Max Comp. Length V2 Interior 2,904,741 4,047,36 30.66 STRESS ANALYSIS-PAGE 2 Job Number: Job Name. Date Run: 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11127I2019 9:34:41 AM NEW MILLENNIUM Location: Joist Descriplion: Mark: Q,Ut n,N,: RV9TP M4 ARLINGTON,WA Long Span 32LH3671250 IT49 Chord Properties Chord Area Rx Rz Ryy y Ix Q Material TC 1,0162 0,7217 0,4795 1,7207 0,6372 0,5292 0,9280 A42A28=2.8750 x 2.3750 x.209 BC 0.9485 0.7361 OA403 1.4631 0.7019 0.5140 1.0000 A40B=2.3750 x 0.218 Axial and Bending Analysis K ry.- Fb: Mom of Inertia., LL 360: LL 240: Max Bridg TC' Max Bridg BC' 0.75 50,000.00 30,000.00 1924.49 1287.6 6 431.49 23-5114 18-5114 Top Chard Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords; Length 16.00 41.00 30.00 33.00 22.00 1.1250 Min Weld Len 2X: Bending Load 407.00 407,00 407.00 407.00 407.00 0.5374 Axial Load 15,107.07 14,891.11 49,874.69 14,365.57 14,445.72 Max Load Fillers TC: fa 3,880.18 7,326.86 24,539.80 7,068.28 3,277.61 51,664.52 Maximum K Ur 33.37 85,51 31,28 68.82 45,88 Max Load no Fillers TC- Fcr 43,022.82 28,253.04 43,418.21 33,646.38 40,223.29 47,556.09 Fa 25,813.69 16.951.83 26,050.93 20,187.82 24,133.97 3".04Ryy: 44.04 F'e 953,473.19 88,683.63 294,473,47 136,893.64 791,420,31 8C 0AURyy' Cm 0.9960 0.9587 0.9442 0.9742 0,9979 404.62 Panel Point Moment 4,719.64 4,719.64 2,543.75 3,072.06 3,072.06 BC Stress: Mid Panel Moment 3,330.06 2,811,91 1,271.88 1,658.06 1,420.07 0.88 Panel Point fb 1,783.76 7,749.23 4,176.61 5,044.05 798.75 SCLIRr. 136.2707 Mid Panel fb 1,258.58 1,692.88 765.72 998.22 369.23 TC Shear Stress: Fillers 0 0 4 0 0 13,195.45 Panel Point Stress 5,663.93 15,076,09 28,716,42 12,112-33 4,076.36 BC Sheer Stress; Mid Panel Stress 0.12061 0.49231 0.9688 0.3841 0.0812 12,759.68 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld City Material W2 13,848.60 14,381.54 3,786.53 6,605.47 6.22 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 3,451.41 28,624,38 12,316.16 15,215.73 4.42 x 0.188 1 CW40BA= 1.5 x 1.926 x.218 W4 11,039 23 14,381.54 3,379.38 5,778.25 4 96 x 0.150 1 C28BB=1.125 x 1.344 x.150 W5 3,088.40 28,624.38 9,615,69 10,512.69 3.45 x 0.188 1 C40BA=1.125 x 2.014 x.218 W6 8,192.15 8,984.69 2,931,01 3,581.01 4.68 x 0.118 1 C18BB= 1.125 x 1.035 x.118 W7 2,625.97 18,714.09 6,765.63 7,39322 2.59 x 0.176 1 C34AA=1.125 x 1.549 x.176 W8 5,735.05 7,826,93 2,468.57 2,946.67 3.79 x 0.102 1 C161313=1.125 x 1.025 x.102 W9 2,029.95 14,381,64 4,551.64 5,778.25 2.04 x 0.150 1 C28BB= 1.125 x 1.344 x.150 W 10 3,851.65 71826.93 1,872.56 2,946.67 2 54 x 0.102 1 C16136=1.125 x 1.025 x.102 Will 1,931.12 10,742.43 3,613.93 4,453.61 2.00 x 0.129 1 C22BB=1.125 x 1.110 x.129 Will 1,931.12 10,742.43 3,613.93 4,453.61 2,00 x 0.129 1 C22BB= 1.125 x 1 A 10 x.129 W 10 3,851 65 7,826.93 1,872.56 2,94667 2.54 x 0.102 1 C161313=1.125 x 1.025 x.102 W9 2,029.95 14,381.54 4,551.54 5,778.25 2.04 x 0.150 1 C28BB=1.125 x 1.344 x.150 W8 6,735.05 7,826,93 2,468.57 2,946.67 3,79 x 0,102 1 C16BB= 1,125 x 1.025 x.102 W7 2,625.97 18,714.09 6,765.63 7,393.22 2 59 x 0.176 1 C34AA=1.125 x 1.549 x.176 W6 6,192.15 6,984.69 2,931.01 3,581.01 4.68 x 0.118 1 C1am=1.125 x 1.035 x.118 W5 3,088.40 28,624,38 9,615,69 10,512.69 3.45 x 0.188 1 C40BA= 1,125 x 2,014 x.218 W4 1 11,039231 14,381.54 3,379.38 5,778.25 4 96 x 0.150 1 C28BB=1.125 x 1.344 x.150 W3 3,451.411 28,624381 12,316,161 15,215.73 4,42 x 0.168 1 CW4013A= 1.5 x 1.926 x,218 Continued on Next Page.. STRESS ANALYSIS-PAGE 2 Job Number Job Name Oate Run= 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/2019 9:34:41 AM NEW MILLENNIUM Location: hest Description: Mark: ARLINGTON,WA Long Span 32LH3671250 TJ9 Web Design,Continued... Member I Web Tension Allow Tension Web Comp Allow Comp Weld City Material W2 13,116.25 14,381.54 3,288.92 6,803.15 5,89 x 0.150 1 C28BB= 1.125 x 1.344 x.150 V1 2,17234 7,826.93 3,008.40 3,81976 2 00 x 0.102 1 C16BB=1.125 x 1.025 x.102 V2 2,904.74 7,826.93 4,047.36 4,076.48 2.00 x 0.102 1 C16BB=1.125 x 1.025 x.102 STRESS ANALYSIS-PAGE 3 Job Number. kd:Name: Date Run. G'� 5819-0100 GAYTEWAY BUSINESS PARK BLDG C -SHOPORDERS 11/27/2019 9:34.41 AM NEW MILLENNIUM Location: Joist Description: Mark: AL 11L Wins, r VY T- ARLINGTON,WA Long Span 32LH3671250 TJ9 TCX Design TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 3 1/2 TCX Depth 3 118 BPL Length 1-10 114 BPL Length 2-4 3/8 Clear Bearing 0-4 Clear Bearing 0-4 114 BPL Material:2024=2 x 2 x.248 BPL Material:2525=2 112 x 21/2 x.250 Total Load 367.00 Total Load 367.00 Reqd TL Def 1-180 0.00 Reqd TL Def 11-180 000 Live Load 250.00 Live Load 250.00 Reqd LL Def L1120 0.00 Reqd LL Def L1120 0.00 Section Modulus 3,8059 Section Modulus 3.7065 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 6.7628 Mom of Inertia 5.8984 Reqd MI 0.0000 Reqd MI 0.0000 Seal Type:Lapped(Reinforced) Seat Type:Lapped(Reinforced) Load Combinations Case 1: DL Case 6d: DL+CL+0.85(TL)+WL+C-AX+IP Case 2a: LL Case 6e: DL+CL+0-85(TL)+WL+AX+IP Case 2b:SL Case 6f: DL+CL+0.85(TL)+WL-AX+IP Case 3a: ❑L+CL+TL+LL Case 6g: DL+CL+0.85(TL)+SM+AX Case 3b: DL+CL+TL+SL Case 6h: DL+CL+0.85(TL)+SM-AX Case 3c: DL+CL+TL+LL+FEM Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 3d, DL+CL+TL+SL+FEM Case 7b: DL+CL+0-85(TL)+0.75(WL-AX+LL) Case 3e: DL+CL+TL+LL Case 7c: DL+CL+0.85(TL)+0.75(WL+C+AX+LL+IP) Case 3f: DL+CL+TL+SL Case 7d: DL+CL+0.85(TL)+0.75(WL+C-AX+LL+IP) Case 4a: DL+WL+AX Case 7e: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 4b: DL+WL-AX Case 7f: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 4c: ❑L+WL+AX+IP Case 7g: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 4d: DL+WL-AX+IP Case 7h: DL+CL+0.85(TL)+0,75(SM-AX+LL) Case 4e: DL+SM+AX Case Sa: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 4f: DL+SM-AX Case Bb: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 5a:0.6(DL)+WL+AX Case 8c: DL+CL+0.85(TL)+0.75(WL+C+AX+SL+IP) Case 5b:0,6(DL)+WL-AX Case Bd: DL+CL+0.85(TL)+0.75(WL+C-AX+SL+IP) Case 5c:0.6(DL)+WL+AX+IP Case Be: DL+CL+0-85(TL)+0.75(WL+AX+SL+IP) Case 5d:0.6(DL)+WL-AX+IP Case Sf: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 5e:0.6(DL)+WL+AX+SM Case Bg: DL+CL+0.85(TL)+0,75(WL+AX+SL+SM) Case 5f:0.6(DL)+WL-AX+SM Case 8h: DL+CL+0-85(TL)+0 75(WL-AX+SL+SM) Case 6a: DL+CL+0.85(TL)+WL+AX Case 9a: 1.2(DL)+0.5(LL)+O.S(TL)+SM+AX+FEM Case 6b: DL+CL+0.85(TL)+WL-AX Case 9b: 1.2(DL)+0.5(LL)+0.B(TL)+SM-AX+FEM Case 6c: DL+CL+0.85(TL)+WL+C+AX+IP V�t , ?AIU _ C�mm- VGS raj �-2,20 - M:z ca..Q �'ti�s2 �. E i . � tt . . . .A � 1 " , ` �� i , _. � � � � �\ 4^� Y � ��' 1 � � � � • � • r , ,t • , i _ CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS:360-403-3417-Permit Center:360-403-3551 BUILDING PERMIT 19927 67th Avenue NE Permit#:2852 Permit Expiration Date: Parcel#:31051400200700 Valuation:22294.00 OWNER APPLICANT CONTRACTOR Gayteway Business Park,LLC Evergreen Refrigeration EVERGREEN REFRIGERATION P.O.Box 1727 727 S Kenyon Street 727 S KENYON ST Bellevue,WA 98009 Seattle,WA 98108 SEATTLE,WA 98108 206-763-1744 206-763-1744 LIC:EVERGRL954R2 EXP:07/31/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR EVERGREEN REFRIGERATION 727 S KENYON ST SEATTLE,WA 98108 206-763-1744 LIC#:EVERGRL954R2 EXP: 01/06/2020 LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Mechanical CODE YEAR: 2015 STORIES: 1 CONST.TYPE: IIIB DWELLING UNITS: OCC GROUP: F1 BUILDINGS: ( OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of tliis permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. 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. 1BC110/IRCI10. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. Alex Burkhart 5/14/20 Signature Print Name Date Released By Date CONDITIONS ADHERE TO APPROV LANS.APPROVED COPY SHALL REMAIN ON SITE F�. NSPECTIONS.CALL FOR INSPECTIONS. ?• THIS PERMIT AUTI•IORI7ES 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 RI QUIPW SEPARATE PERMISSION. PERMIT[FEES Date Description Fee Amount 0511312020 Building Permit Fee $533.nt nt 05/13/2020 Mechanical Commercial Plan Review $53372 05113/202.000 S300. Processingrrechnology Fee $25 00 Total Due: S858.72 Total Payment: S0.00 Balance Due: S858.72 CALL FOR 11"PECPIONS Call by 3:30 pm for next day inspection,allow 4R hnors for Fire Inspections When calling for an inspection please leave the following information: Permit Numbers Type of Inspect iun being.retinested,and whether you prefer morning or afternoon / Permit#: 2852 Permit Date: 10/16/19 Project Name: Gayteway Business Park- C Site Address: 19927 67th Avenue NE Company/Applicant Name: Evergreen Refrigeration Company/Applicant Address: 727 S Kenyon Street City, State,Zip: Seattle, WA 98108 Contact: Alex Burkhart Phone: 206-763-1744 Email: alexb@evergreenhvac.com Permit Type: Commercial Mechanical Valuation: 22294.00 Square Feet: 0 Number of Stories: I Type of Construction: 111B Occupancy Type: F-1 Proposed Use: Manufacturing/Indsutrial MIC/Opportunity Zone: MIC Permit Issued: Permit Expires: DNU: Applied Status: IN PROCESS Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 399 Other way Park,31051400200700 19927 67TH AVE NE Ga ,LLC Business Miscellaneous Manufacturing NEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# EVERGREEN 206-763-1744 727 S KENYON CONTRACTOR Labor& EVERGRL954R2 REFRIGERATION ST Industries Notes Date Note Created By: 10/16/2019 Verify contractor's L&I account prior to issuance.Site is down. Kristin Foster Uploaded Files Date File Name 10/16/2019 5756869-2852 Application.p 1�f Y o CkoMMERCIAL MEChANICAL • PERMIT APPLICATION y�iING�O� Department of Community&Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 THIS APPLICATION MUST BE ACCOMPANIED BY TWO (2) SETS OF CONSTRUCTION DRAWINGS AND ALL OTHER INFORMATION OUTLINED IN THE MECHANICAL PERMIT SUBMITTAL REQUIREMENTS, IF APPLICABLE. Type of Permit: sw New Installation ❑ Replacement ( ] Alteration Project Address: 20015 67th Ave NE, Bldg. C Parcel#: 31051400200700 Installation of three(3)gas unit heater,three(3)gas piping Project Description: outlets,three(3)exhaust fans,and one(1)electric wall heater. Valuation: $22,294.00 Owner. Gayteway Business Park LLC Phone#: 206-240-9039 Address: PO Box 1727 City: Bellevue State:WA Zip:98009 Email Address: cjgayte@yahoo.com Contact Person: Alex Burkhart Phone#: 206-763-1744 Address: 727 S Kenyon St city: Seattle State: WA zip: 98108 Email Address:alexb@evergreenhvac.com Contractor Name: Evergreen Refrigeration Phone#: 206-763-1744 Contractor Address: 727 S Kenyon St City: Seattle State:WA Zip:98108 Email:alexb@evergreenhvac.com Contact Person: Alex Burkhart Contractor License Number: EVERGRL954R2 Expiration: 01/06/20 Please indicate type of number of appliances: FURNACE CONDENSING UNIT GAS PIPING OUTLET 3 BOILER HEAT PUMP(multi-split) UNIT HEATER 3 CHILLER HEAT PUMP(mini-split) PAINT BOOTH COOLER HEAT PUMP(other) TYPE I HOOD AC(air cooled) HEAT REJECTION EQUIP TYPE II HOOD AC(water cooled) VENTILATION SYSTEM 3 AST AC(evaporator) PACKAGED UNIT UST AC(VRF) DRYER OTHER 1 1 hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will be in accordance with the laws, rules and regulation of the State of Washington. Applicants Signature: Date Applicants Printed Name: Alex Burkhart ROGeived FOR STAFF USE ONLY��� OCT 16 201g Permit# Accepted By Amount Received Receipt# Date Received 6/16LP Page 1 of 1 labor&industries_(tps://lnoma.gay), Contractors EVERGREEN REFRIGERATION LLC Owner or tradesperson 727 S KENYON ST Principals SEATTLE,WA 98108 PATTON,RODGER,PARTNER/MEMBER 206-763-1744 KING County ■ PATTON,MATTHEW,PARTNER/MEMBER ■ Patton,Adam,PARTNER/MEMBER ■ Patton,Douglas,PARTNER/MEMBER ■ EVERGREEN REFRIGERATION LLC,PARTNER/MEMBER ■ PATTON,DAVID,PARTNER/MEMBER (End:01/21/2014) Doing business as EVERGREEN REFRIGERATION LLC WA UBI No. Business type 602 512 953 Limited Liability Company Governing persons MATTHEW ALAN PATTON ADAM PATTON; DOUGLAS PATTON; RODGER PATTON; License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. EVERGRL954R2 Effective—expiration 01/0612006—01/06/2020 Bond Merchants Bonding Co(Mutual) $12,000.00 Bond account no WA15097 Received by L&I Effective date 12115/2011 01/01/2012 Expiration date Until Canceled Insurance Transportation Ins Co $1,000,000.00 Policy no. 6078808310 Received by L&I Effective date 07/2912019 07/31/2019 Expiration date 07/31/2020 Insurance history Savin s No savings accounts during the previous ar period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period,but some debts may be recorded by other agencies. License Violations ................................................... No license violations during the previous 6 year period. Certifications & Endorsements OMWBE Certifications No active certifications exist for this business. Apprentice Training Agent Not allowed to have apprentices. Workers' comp Do you know if the business has employees?If so,verify the business is up-to-date on workers'comp premiums. L&I Account ID Account is current. 422,456-02 Doing business as EVERGREEN REFRIGERATION LLC Estimated workers reported Quarter 3 of Year 2019"Greater than 100 Workers" L&I account contact T4/CASSANDRA SMITH(360)902-5632-Email:SMCA235@lni.wa.gov Public Works Requirements Verify the contractor io oligible to perform work on public works projects. Required Training—Effective July 1,2019 Exempt from this requirement. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid Nu debarrnents have been Issued against this contractor._ Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 10/24/2014 Violations Inspection no. 317607380 Location 207 SW 156TH St Burien,WA 98166 Inspection results date 10/01/2014 No violations Inspection no 317583862 Location 3411 South 23rd st Tacoma,WA 98405 p Washington State Dept.of Labor&Industries.Use of this site is subject to the laws of the state of Washington. Access ��VYtshi nglrrrt Help us improve �� 1 �� .1-1 SB �, � � t , �_ CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:19927 67th Ave NE Permit#:2758 Parcel#:31051400200700 Valuation:24000.00 OWNER APPLICANT CONTRACTOR Nanre:Gayteway Business Pink,LLC Narne:State Mechanical Name:State Mechanical Address:P.O.Box 1727 Address:8706 S.222nd St Address:8706 S.222nd St City,State Zip:Bellevue,WA 99009 City,State Zip:Kent,WA 98031 City,State Zip:Kent,WA 98031 Phone: Phone:206-575-7527 Phone:206-575-7527 LIC:STATEMC141C7 EXP:09/01/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name:State Mechanical Address: Address:8706 S.222nd St City,State,Zip: City,State,Zip:Kent,WA 98031 Phone: Phone:206-575-7527 LIC#: EXP: LIC#:STATEMC141C7 EXP:09/01/2021 JOB DESCRIPTION PERMIT TYPE: Commercial Plumbing CODE YEAR: 2015 STORIES: I CONST.TYPE: 11113 DWELLING UNITS: OCC GROUP: F-I BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND SPATE 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 BYTHE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. 1T 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/IRCI l0. SALES TAXNOTICE Sales tax relating to cwnstniction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arfington 3101. ice-- 11►7 f�� lri.....�. %y��, 10/17/19 Signature Print Name Date Released By Date CONDITIONS ADHERE TO APPROVED PLANS. CALL FOR INSPECTION BY 3:30 PM FOR NEXT DAY. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.T17US PERMIT ODVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURB$SIDEWALK$DRIVEWAYS,MARQUEES ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Descrlption Fee Amount 10/17/2019 Plumbing Plan Review Fees $300.00 10/172019 Plumbing Permit Base Fee $25.00 10/172019 Plumbing Permit Fee(Ester Fl)Mre Fee) $50.00 10/17l2019 ProcessingfrechnologyFee $25.00 Total Due: "ICI A) Total Papnxnl: IkIlMwe Due: ($100.00 CALL FOR INSPECTIONS 1 BUILDING(360)403-3417 Veen calling for an inspection please leave the follov ing infornmtion: Permit Number,Type of Inspection beingre-WesteA andwhetheryou prefer morning or afternoon AFE it S t bu PLAN REVIEW COMMENTS DATE: 09/09/19 TO: State Mechanical; Kyle Gallagher FROM: Christina Humphrey PHONE: 206-575-7527 PHONE: 206-305-0708 EMAIL: kyleg@statemech.net EMAIL: chumphrey@safebuilt.com PERMIT#: BLD-2758 : OCCUPANCY GROUP: F1/1`2 PROJECT: Gayteway Bldg-C, U/G Plumb, TYPE OF CONSTRUCTION: III B ADDRESS: 19927 67th Ave NE NUMBER OF STORIES: 1 SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2015 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The permit referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please reference the approved Deferred Submittal Agreement for outstanding requirements. Please do not hesitate to contact me if any assistance is needed with this process, Sincerely, Plans Examiner 1621 114th Ave SE, Ste 219 Bellevue, WA 98004 chumphrey@safebuilt.com CHARLIDT-1 F PIPE AND FOUNDRY COMPANY This is to certify that all Plastic Pipe and Fittings manufactured by Charlotte Pipe and Foundry Company are manufactured in the United States and conform to the following standards: VC SCH.40 O ID ALL PIPE ASTM D 1784.ASTM D 1785, ASTM D 2665 PVC THIN WALL PIPE&FITTINGS FHA UM 79a ASTM D 1784,ASTM D 2949 FEDERAL SPECIFICATION L-P-320a NSF STANDARD NO. 14 NSF STANDARD NO. 14 AND 61 CPVC FLQWGUARD GOLD'CTS PIPE& FITTINGS PVC SCH.40 DWV CELLULAR CARE PIPE ASTM D 1784,ASTM D 2846 ASTM D 4396,ASTM F 891 FHA UM-61a NSF STANDARD NO. 14 NSF STANDARD NO. 14.AND 61 RePVC'SCH.40 DWV PIPE CSA LISTED ON SPECIFIED ITEMS ASTM D 4396,ASTM F 1760 CPVC REVZE�CTS PIPE NSF STANDARD NO. 14 ASTM D 1784,ASTM D 2846 40 DWV FITTINGS NSF STANDARD NO. 14 - PVC SCH. ASTM D 1784,ASTM D 2665, ASTM D 3311, CPVC CHEMDRAINO SCH.40 PIPE&FITTINGS ASTM F 1866 ASTM D 1784,ASTM F 2618 FHA UM 79a NSF STANDARD NO. 14 FEDERAL SPECIFICATION L-P-320a NSF STANDARD NO. 14 ABS SCH,40 DWV CELLULAR CORE PIPE ASTM D 3965,ASTM F 628 PVC SDR-21 AND SDR-26 PRESSURE PIPE NSF STANDARD NO. 14 ASTM D 1784,ASTM D 2241 NSF STANDARD NO, 14 AND 61 ABS PLUS"SCH,40 DWV CELLULAR CORE PIPE ASTM D 3965,ASTM D 4396,ASTM F 1488 PVC SCH.40 PRESSURE FITTINGS NSF STANDARD NO. 14 ASTM D '1784,ASTM D 2466 NSF STANDARD NO. 14 AND 61 ABS SCH.40 DWV FITTINGS ASTM D 3965,ASTM D 2661,ASTM D 3311 PVC SCIi.40 WELL CASING PIPE FHA UM 79a ASTM D 1784,ASTM F 480 FEDERAL SPECIFICATION L-P-322b NSF STANDARD NO. 14 AND 61 NSF STANDARD NO. 14 PVC SCH.80 PIPE Very truly yours, ASTM D 1784,ASTM D 1786, PVC 1120 AN NSF STANDARD NO. 14 AND 61 PVC SCH.80 FITTINGS Hooper Hardison, President ASTM D 1784,ASTM D 2467,ASTM D 2464, ASTM F 1970 Q� NSF STANDARD N0, 14 AND 61 PVC SDR 35 SEWER MAIN PIPE Notary Public ASTM D 1784,ASTM D 3034 SDR 35 My commission expires July 02,2017 ASTM D 3212,ASTM F 477 PVC SEWER AND DRAIN PIPE ASTM D 1784,ASTM D 2729 TERRI L.WILSON NOTARY PUOL{C LWM Cow*.North C&o&w 1/y C&"mi ion Expire July 2.2017 LC-PL(1-27.14) PC Box 35430 Charlottra,NC 28235 USA 704/372-5030 e00/438-5091 FAX 8001553-1e03 www.charloneplpe.com Plan Review By SAFEBuilt ,MUI FI f, g FAk a003 1.`2aL-y MILES P,1��,H f uP A 4331' :-.,;!. SAND&GRAVEL Material Submittal ATTN CUSTOMER State Mechanical Date 05/29/19 PROJECT LOCATION SOURCE Fennel PIT NO. B-345 MATERIAL 5/8%Crushed Rock SPECIFICATION 9-03.9(3)CSTC COMMENTS Product#1200 PREPARER: Brian Davenport SCREEN Specification Average Passing 3/4" 99-100 100.0 1/2" 80-100 95.3 #4 46-66 48.6 #40 8-24 11.3 #200 10 max 5.5 SE 40 min 62.0 Miles Sarw' & G7-ave, Cornpany WWW.MILES.ROCKS ITS® CO20-4NH-DI Cast Iron Adjustable Floor DRAINAGE Tag: - - Cleanout w/Round Top 4W SPECIFICATION: Watts ProLine CO20 cast iron adjustable Floor cleanout with round nickel bronze, ductile iron, or stain- less steel non-skid top, and removable gasketed brass cleanout plug. -- - 7"(178) _> 5-1/8"(130) > 7/8" (22)MIN. 2.1/4" (57) MAX, NJ 1 / 43/4" (121) Pipe Sizing ISoloct Ono) I� PIPE SIZE >I Description -2PT 2"PuthOn ❑ 3NH 3"No Hub ❑ -3 PT 3"Push-On ❑ .4NH 4"No Hub -4PT 4"Push-On ❑ 4NH 4"No Hub ❑ Options(Salad One or More) Suffix Description •DI Ductile Iron Top 0 -SS Slolnlass Steel Top ❑ -VP Vondol Proof Scrows ❑ Job Name Contractor Job Location Contractor's PO.No. Engineer Representative WATTS Dromcsgo reserves he right to modify or chore design or construction without prior notice and withoui incurring any LTpaGc.+to make similar changes and modifications ito product,peevlously or subsequently sold.See your WATTS Drdnogo representative for.,ny cbnhcodon.Dimensions are subject to ma mlerances. " `URA 00 USAt 100 Waft Road,Spindade,NC,28160 TS1.:828-288-2179 TOLL-FREE:1-800-338.2591 VVebalte:www.wattadrainaga.com Walls Dranroge ge 2004 8e•com ES-WOPL-CO20 USA 0444 CO20 SMITH` JAY R. LOCATION _ SMITH MFG. CO."' ' ;•�i1 "'°,,F SPRINKLER RISER ROOM IJr:1.V11n lK hlprinl$GROUP 6lTEIiMATXNlAIik POST 01-FICE BOX 3237 - s - �-- MDNTeOAERy,AlAOAMA 36IM0237(USA) <:I�e.ln+urn r[L 7J1.2/T•667A FAX:334-M- M6 www K+�N7i oom l V-•...-f,.. MEMBER OF: \ i FLOOR DRAINS cc WITH 8 1/2" 215 ROUND TOPS Z a e MEDIUM DUTY DRAINS 3 ° FUNCTION:Used in moderate traffic areas where waste water contains no sediment or debris and floor construction 0 o requires shallow drain body. Body flange and flashing collar serve as anchor in on-grade locations and as flashing clamp when installed in waterproof floors. W �n Q Free Area 14.25 SO IN 12(305)DIA (92)SO CM 12(305)DIA w 8 1/2(215)DIA Seepage Openings 8 1/2(215)DIA z o r -$(205)DIA 8(205)DIA °1 5/8(41) Collar Can Be Used 1 _ As Flashing Clamp 1 5/8(41)° Fn — (When Specified) - W "2 1/2(64) Trap Primer B fi Q f Z 6 I Connection 1 f �A--�i j (When Specified) A (150) Lb 12 1 o 4(100)--1 f 5 1/2(140)— LU m Fig.2110C...CAULK OUTLET Fig.2115C...CAULK OUTLET .. Fig.2110Y...NO-HUB OUTLET R FIg.2115T...THREADED OUTLET ad A SIZE 02 0 5),04(100) 06 05o SSE 02(50) 03(75) 04(100) 0 3 3/4(95)for Caulk, 3 3/4(95) _- I ! } 0Z B NO-HUB,and Speed)-Set,NO-HUB B 4 1/4(110) 3 3/4(95) 3 114(83)J 2(51)for Threaded Only m u' W REGULARLY FURNISHED: VARIATIONS: OPTIONAL MATERIALS: W gg Duco Cast Iron Body and Flashing Collar Closure Plug-XP(Fig.2110 only) Ductile Iron Grate-M o with Cast Iron Bar Grate, Deflector Grate-DG Galvanized Cast Iron-G < _ Dome Grate-D Nickel Bronze Top-NB w I_ Fiat Bottom Strainer-FBS Polished Bronze Top-PB Coa (Fig.2110 only) Stainless Steel(Specify L L Speedi-Set Service Weight Fig.9710) (Fig.2110 only) W LXH Speedi-Set Extra Heavy a 2 Add 3/16"(5)when bronze top is specified. (Fig.2110 only) Lai NO-HUB Adaptor(Specify i This dimension to internal slop of Fig.2646Y)(Fig.2115 only) Speeds-Set gasket T `_ I Sediment Bucket-B o "Meets U.S.Gov't Spec.per WW-P-541-b, j Square Top-S 'Not available on Fig.2110T T Type 220,02(50)and 03"(75)sizes only. ,r Trap Primer Connection-P050 threaded outlet drain. N See Fig.2130 for 04"(100)size. l/2"(13)&-P075 3/4"(19) Vandal Proof Grate-U NOTE:Dimensions shown In �+ N )hoots ANSI Spec A1128.3 2001 parenthesis are in millimeters Q a 02(50),03(75)or 04'(100)sizes only. Wide Flange Deck Drain(Specify r U) Fig.DX2565) r 6 T Threaded Outlet N Z Ouad Close Trap Seal W (Specify Fig.2692)(Fig.2110 Only) J 6-10-15 Revised Variations TT CL WEIGHT VOLUME FIGURE NUMBER H 4-25-14 Revised MM TBW I CL a, w G 11/17/05 Revised 2110 A-Size Table JJ CL POUNDS CUBIC FEET 211�, 2115 Em F 05/10/05 Revised ANSI note JJ AM E l REV. I DATE DESCRIPTION BY I CKD BY COLD WATER STUB Copper Water Tube-Calculeted Burstlnlj Pressure Nominal Outside Inside Diameter Wall Thickness Buretin pr essure Lb.perSq.lnc. Sizes of Tube Dla. In. Inches Inches Type K Type L Copper Tube Size, Types Type Typo Hard soft Hard soft Inches K-L K IF K Drawn Annealed Drawn Annealed) OD Nominal 114 .376 .305 315 .035 .030 8,700 5,600 5,800 4,800 Size Size 3/8 .500 A02 .430 .049 .035 7,100 5.900 5,000 4,200 1/8 112 .625 .527 .545 .049 .040 5,600 4,700 4,600 3,800 3/16 518 .750 .852 .666 .049 .042 4,700 3,900 4.000 3,400 114 1/8 5116 314 .875 .745 .785 .065 .045 5,300 4,500 3,T00 3,100 3/8 1/4 1 1.125 .995 1.025 .065 .050 4,200 3.500 3.200 2,700 1/2 38 1114 1.375 1.245 1.265 .065 .055 3.400 2,800 2,900 2,400 518 112 1112 1.625 1.481 1.505 .072 .060 3,200 2,700 2,700 2,200 314 5/8 2 2.125 1.959 1.985 .083 .070 2,800 2,300 2,400 2,000 7/8 3/4 1 718 2112 2.625 2.435 2.465 .095 .080 2.600 2,200 2,200 1,800 11/8 1 3 3125 2,907 2.945 .109 .090 2,500 2,100 2,100 1,700 1114 11/8 31/2 3.625 3.385 3.425 .120 .100 2,400 2,000 2.000 1,700 1318 11/4 4 4.125 3,857 3.906 .134 .110 2,300 1,900 1,900 1,600 1518 1112 5 5.126 4.805 4.875 .160 A25 2,200 1,900 1.800 1.500 21/8 2 2 518 2 112 6 6.125 5.741 5.845 .192 .140 2.300 1.900 1,600 1,400 31/8 3 8 1 8.125 1 7.583 1 7.725 .271 .200 2.400 2,000 800 3 518 3112 1. 1.500 41/8 "Bursting Pressures a 51/8 5 re calculated from the following formula for thin,hollow cylinders under tension. 1 where P=Bursting Press.Lb.per Sq.In. 118 6 8 8 P=2tS t-Wall Thickness,Inches 8 D D=Outside Tube Diameter,Inches S-Tensile Strength(36,000 Lb.per Sq.In.for hard tubes and 30,000 for soft tubes) Copper Water Tube-Standard Dimensions and Welghts Outside Inside Diameter Wall Thickness »Pounds per Linear Foot 'Nominal Dia. In. Inches Inches Tube Types Type Type Typo Type Ty TO Type Typo W TYPO TYPO Size, K-L-M K L M DWV K a M DWV K L M DWV Inches DWV T 1/4 .375 .305 .315 .035 .030 .025 -145 .126 .106 318 .500 .402 .430 .049 .035 .025 .269 .198 ,145 112 .625 .527 .545 .049 .040 .028 .344 .285 .204 618 .750 .662 .666 .049 .042 .030 .418 .362 2.63 314 .875 .745 -785 A85 .045 .032 641 .455 .328 1 1.125 .995 1.025 085 .050 035 .839 .655 .465 11/4 1.375 1.245 1.265 1.291 1,295 .065 .055 .042 .040 1.04 .884 .682 ,850 1 1/2 1,625 1.481 1.505 1.527 1.541 .072 .060 .049 .042 1.36 1.14 .940 .809 2 2.125 1.959 1.985 2.009 2.041 .083 .070 .058 .042 2.06 1.75 1.46 1.07 21/2 2.625 2.435 2.465 2.495 .095 .080 .065 2.93 2.48 2.03 3 3.125 2.907 2.945 2.981 3.035 .109 -090 .072 .045 4.00 3.33 2.68 1.69 31/2 3,625 3.385 3,425 3.459 - .120 .100 -083 - 5.12 4.29 3.58 4 4,125 3.857 3.905 3.935 4,009 .134 .110 .095 .058 6.51 5.38 4.66 2.87 5 5.125 4.605 4,875 4.907 4.981 .160 .125 .109 .072 9.67 7.61 6.66 4,43 6 6.125 5.741 5.845 5,881 5.959 .192 .140 .122 083 13.9 10.2 8.9 0.10 8 1 8.125 7.683 1 7.725 1 7.785 .271 1 200 1 .170 25.9 1 19.3 1 16.5 Skghl variatbns Imm Ihese weights moat be ezpecled In prec*n. �'e�nrn rmiu.E.,as w. Technical Specification Purple Primer Cleaner iftescriDtion •Purple-tinted aggressive primer for use on PVC and CPVC pipe and fittings. •Lo-V.Q.C.Solvent Cement meets California South Coast Air Quality Management District Afty (SCAQMD)1168/316A or BAAQMD Method 40t'Oft and various environmental requirements. ,,,, INV •Less aggressive tha n clear and purple primers. •Removes surface dirt,grease and grime for preparation before solvent cementing. •Always check local codes for acceptability of this product. Maximum VOC per SCAQMD 1168/316A or BAAQMD Method 40: 550 g/L INGREDIENTS(CAS Number) Acetone(67-64-1),Cyclohexanone (108-94-4),Methyl Ethyl Ketone (78-93-3),Red Dye(4477-76-6) Violet Dye(81-48-1),Tetrahydrofuran (109-99-9) MSDS Number: 1401E Product Number SIZe �Y Number 30780 4 oz. 24 8 lbs. 30768 Gallon 6 46 lbs. 30783 8 oz. 24 14 lbs. 30796 16 oz. 24 45 lbs. 30806 32 oz. 12 24 lbs. CHEMICAL PROPERTIES Appearance Purple Liquid Density 6.18 t 0.2 lbs/gallon Shelf life 3 Years from Mfg.Date Oatey Co. Phone: 1-800-321-9532 rso 900 r 4700 West 160 th St. Phone: 1-800-321-9535 Cleveland,OH 44135 Visit www.oatey.co f,for Update Page 1 of 2 Oats Technical Specification Purple Primer Cleaner Prec-- au Read all information carefully before using this product. DANGERh CAUSES SERIOUS EYE IRRITATION.HARMFUL IF INHALED.MAY CAUSE DROWSINESS OR DIZZINESS.MAY CAUSE RESPIRATORY IRRITATION.REPEATED EXPOSURE MAY CAUSE SKIN DRYNESS OR CRACKING.Long term overexposure to solvents may cause damage to the brain,nervous system, reproductive system,respiratory system,mucous membranes,liver and kidneys.Contains a chemical classified by the US EPA as a suspected possible carcinogen.KEEP OUT OF REACH OF CHILDREN. PRECAUTIONS:Avoid breathing vapors.Use only outdoors or in a well-ventilated area.Use explosion- proof electrical/ventilating equipment.Use only non-sparking tools.Take precautionary measures against static dis,i,,+r•;(-.Wear a NIOSH-approved respirator for organic solvents.Keep away from heat/sparr!;;k)t,,--n flames/hot surfaces.No smoking.Vapors may accumulate in low places and may ignite explosively.Keep container tightly closed and cool.Wear protective gloves and eye protection.Wash thoroughly after handling.Do not eat or drink while using this product. EMERGENCY/FIRST AID:CALL 1-977-740-5015 FOR INSTRUCTIONS. IF SWALLOWED:Immediately call a POISON CENTER/doctor,Do NOT induce vomiting.Rinse mouth.This product may be aspirated into the lungs and cause chemical pneumonitis,a potentially fatal condition.If IN EYES:Rinse cautiously with water for several minutes.Remove contact lenses,if present and easy to do.Continue rinsing.If eye irritation persists,get medical attention.If ON SKIN:Rinse skin with water/shower.Take off immediately all contaminated clothing.If INHALED:Remove person to fresh air and keep comfortable for breathing.Call POISON CENTER/doctor if you feel unwell.If medical advice is needed,have product container or label at hand.FIRE:Use dry chemical,foam,or carbon dioxide extinguisher.Water spray may be applied to reduce potential vapors orfor cooling.Burning liquid extinguished with water will_oat and may re-ignite on surface of water.SPILLS:Remove all sources of ignition and ventilate area.Personnel cleaning up the spill should wear appropriate personal protective equipment,including respirators if vapor concentrations are high.Soak up spill with absorbent material. Put absorbent material in covered,labeled metal containers.Dispose of contents/container in accordance with local regulations.Store in a well-ventilated space.Store locked up. Directions for Use Store and use at temperatures between-15°F and 110"F.At temperatures outside of this range,special care must betaken to prepare good joints and prevent exposure to solvents. Stir or shake before using;if jelly-like,don't use. Do not thin. Handle with caret Will stain most materials and surfaces. 1.Cut pipe ends square,chamfer and clean pipe ends. 2.Check dry fit of pipe and fitting.Pipe should easily go 1/3 of the way into the fitting.If pipe bottoms,it should be snug. 3.Use a suitable applicator at least 1/2 the size of the pipe diameter.For larger size pipe systems use a natural bristle brush or roller. 4.Apply thoroughly to inside of the fitting socket and to the outside surface of the pipe to the depth of the fitting.Apply a second coat of primer to fitting socket. S.While primer is still wet use an appropriate solvent cement for the pipe being joined. Follow application Instructions from cement can. DO NOT TEST WITH AIR. Revision Date:3/15/2013 Oatey Co. Phone: 1-800-321-9532 ►s0 soa; 4700 West 160 th St. Phone: 1-800-321-9535 I/ Cleveland,ON 44135 Visit www,oatev.cgp,for Update Page 2 of 2 0 Rain-R-Shineo Medium Technical Specification —Blue-PVC Cement Desgription •Medium-bodied blue cement for use on all schedules and classes of PVC pipe and fittings up to 6"diameter with interference fit. • Lo-V.O,C.Solvent Cement meets California South Coast Air Quality Management District(SCAQMD) 1168/316A or BAAQMD Method 40 and various environmental requirements. �,1R 1UM o u1,v' • VC Very fast-setting"Hot"cement formulated for CEMENT wet conditions and/or quick pressurization and '*G1A9 _tVZO1 fast Installation. •Recommended for pool,irrigation,potable water,pressure pipe,conduit and DWV. •Recommended application temperature 40°F to 110°F/4"C to 43°C. •No primer needed on non-pressure DWV,where local codes permit. •Meets ASTM D2564. Listines OF NSF Standard 61 for PW, IAPMQ Listed DWV and Sewer Waste Maximum VOC car SCAQMD 1168/316A or BAAgMD Method 40: 5106/L INGREDIENTS(CAS Number) Acetone (67-64-1),Amorphous Silica (112945-52-5),Cyclohexanone (108-94-4),Methyl Ethyl Ketone (78-93-3),PVC Resin (9002-86-2),Tetrahydrofuran (109-99-9) MSDS Number 1104E Product Nurnberg Qjy WA Product Number ful �y USE 30890 4 oz. 24 8 lbs. 308903 4 oz. 48 9 lbs. 30891 8 oz. 24 15 lbs. 309913 8 oz. 36 16 lbs. 30893 16 oz. 24 28 Ibs. 908933 16 oz. 10 28 lbs. 30894 32 oz. 12 28 lbs. 308943 32 oz. 6 28 lbs. 30895 Gallon 6 50lbs. Oatey Co. Phone: 1-BDO-321-9532 Aso 9007 4700 West 160 th St. Phone: 1-800-321-9535 Cleveland,OH 44135 Visit www.Uatev.conn for Update Page I of 3 Rain-R-Shine® Medium Technical Specification Blue PVC Cement CHEMICAL PROPERTIES PHYSICAL PROPERTIES Appearance Blue Liquid Lap Shear Strength (min. ASTM Standards) Viscosity Min.500 cps @73'F*2'F 2 hours 250 psi Density 7.83 t0.2 Ibs/gallon 16 hours 500 psi Shelf Life 3 years from manufacture 72 hours 900 psi date Set Up Time 30'F to 50'F 4—5 minutes 50'F to 70'F 3—4 minutes 70'F to 90'F 1—2 minutes Precautions Read all information carefully before using this product. DANGERI:CAUSES SERIOUS EYE IRRITATION.HARMFUL IF INHALED.MAY CAUSE DROWSINESS OR DIZZINESS.MAY CAUSE RESPIRATORY IRRITATION.REPEATED EXPOSURE MAY CAUSE SKIN DRYNESS OR CRACKING.Long term overexposure to solvents may cause damage to the brain,nervous system, reproductive system,respiratory system,mucous membranes,liver and kidneys.Contains a chemical classified by the US EPA as a suspected possible carcinogen.KEEP OUT OF REACH OF CHILDREN. PRECAUTIONS:Avoid breathing vapors.Use only outdoors or in a well-ventilated area.Use explosion- proof electrical/ventilating equipment.Use only non-sparking tools.Take precautionary measures against static discharge.Wear a NIOSH-approved respirator for organic solvents.Keep away from heat/sparks/open flames/hot surfaces.No smoking.Vapors may accumulate in low places and may ignite explosively.Keep container tightly closed and cool.Wear protective gloves and eye protection.Wash thoroughly after handling. Do not eat or drink while using this product. EMERGENCY/FIRST AID:CALL 1-877-740-5015 FOR INSTRUCTIONS, IF SWALLOWED:Immediately call a POISON CENTER/doctor.Do NOT induce vomiting.Rinse mouth.This product may be aspirated into the lungs and cause chemical pneumonitis,a potentially fatal condition,If IN EYES:Rinse cautiously with water for several minutes.Remove contact lenses,if present and easy to do.Continue rinsing.Ef eve irritation persists,get medical attention.If ON SKIN:Rinse skin with water/shower.Take of f w tm is diately all contaminated clothing.If INHALED:Remove person to fresh air and keep comfortable for breathing.Call POISON CENTER/doctor if you feel unwell.if medical advice is needed,have product container or label at hand.FIRE:Use dry chemical,foam,or carbon dioxide extinguisher,Water spray may be applied to reduce potential vapors or for cooling.Burning liquid extinguished with water will_oat and may re-ignite on surface of water.SPILLS:Remove all sources of ignition and ventilate area.Personnel cleaning up the spill should wear appropriate personal protective equipment,including respirators if vapor concentrations are high.Soak up spill with absorbent material. Put absorbent material in covered,labeled metal containers.Dispose of contents/container in accordance with local regulations.Store in a well-ventilated space.Store locked up. Catey Co. Phone: 1-800-321-9532 4700 West 160 th St. Phone: 1-8D0-321-9535 Cleveland,OH 44135 Visit o ,.,-;: n for Update Page 2 of 3 8MV Rain-R-Shinee Medium Technical Specification _ Blue PVC Cement Directions for Use Store and use at temperatures between 40"F and 1107.At temperatures outside of this range,special care must be taken to prepare good joints and prevent exposure to solvents. Stir or shake before using; if jelly-like,don't use. Do not thin. 1.Cut pipe ends square,chamfer and clean pipe ends. 2.Check dry fit of pipe and fitting.Pipe should easily go 1/3 of the way into the fitting.if pipe bottoms,it should be snug. 3.Use a suitable applicator at least 1/2 the size of the pipe diameter.For larger size pipe systems use a natural bristle brush or roller. 4.Clean pipe and fitting with a listed primer. 5.Apply liberal coat of cement to pipe to the depth of the socket,leave no uncoated surface. 6.Apply a thin coat of cement to inside of fitting,avoid puddling of cement.Puddling can cause weakening and premature failure of pipe or fitting.Apply a second coat of cement to the pipe. 7.Assemble parts QUICKLY.Cement must be fluid.If cement surface has dried,recoat both parts. 8.Push pipe FULLY into fitting using a X turning motion until pipe bottoms. 9.Hold pipe and fitting together for 30 seconds to prevent pipe push-out-longer at low temperatures. Wipe off excess. 10,Allow 15 minutes for good handling strength and 2 hours cure time at temperatures above 60°F before pressure testing up to 180 psi.Longer cure times may be required at temperatures below 607 or with pipe above 3". DO NOT TEST WITH AIR. Revision Dare:3/25/2023 C►atey Co. Phone: 1-800-321-9532 4700 West 160 th St. Phone: 1-WO-321-9535 ` Cleveland,OH 44135 Visit www.oatev.con 1 for Update Page 3 of 3 Home Espanol ContactSearch L&iSEARCH •bo Safety&Health v Claims&Insurance M Workplace • c Trades&Licensing Washington State Department of " Labor & Industries STATE MECHANICAL COMPANY Owner or tradesperson 8706 S 222nd St Principals KENT,WA 98031 PLATZ,GERRICK D,PRESIDENT 206-575-7527 KING County ■ LYNCH,JOHN MICHAEL,VICE PRESIDENT DEWITT, RALPH E (End: 12/18/2012) Doing business as STATE MECHANICAL COMPANY WA UBI No. Business type 600 611 697 Corporation Governing persons JOHN LYNCH GERRIK PLATZ; Certifications& Endorsements License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Active. Meets current requirements. License specialties PLUMBING License no. STATEMC141C7 Effective—expiration 02/27/1986—09/01/2021 Bond TRAVELERS CAS J3 SURETY CO $6,000.00 Bond account no. 200686359 Received by L&I Effective date 08114/2001 07/27/2001 Expiration date Until Canceled Insurance Continental Insurance Co $1,000,000.00 Policy no. 6071924505 Received by L&I Effective date 08/05/2019 08/23/2018 Expiration date 08/23/2020 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&1 Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period,but some debts may be recorded by other agencies. License Violations Infraction no. PFAZF00487 Satisfied Issue'date RCW/VVAC 06/11/2018 18.106.020 Violation city Viulatiuii amount KENT $250.00 Type of violation PLUMBER INFRACTION Description Contractor employed a person to engage in the trade of plumbing without a current journeyman,specialty or trainee certificate, temporary permit or medical gas endorsement as required. Infraction no. PFAZF00486 Satisfied Issue date RCWNVAC O6/11/2018 18.106.020 Violation city Violation amount KENT $250.00 Type of violation PLUMBER INFRACTION Description Contractor employed a person to engage in the trade of plumbing without a cwrent temporary permit or medical gas endorsement as required. Infraction no. PFAZF00324 Satisfied Issue date RCWNVAC 10/28/2016 18.106.020 Violation city Violation amount KENT $250.00 Type of violation PLUMBER INFRACTION Description Contractor employed a person to engage in the trade of plumbing without a current journeyman,specialty or trainee certificate, temporary permit or medical gas endorsement as required. Infraction no. PJAJC01651 Satisfied Issue date RCW/WAC 11/14/2013 18.106.020 Violation city Violation amount KENT $500.00 Type of violation Help us Improve PLUMBER INFRACTION Description Contractor failed to provide proper supervision as required.(State Mechanical Co failed to provide proper supervision to Plumber Trainee Nicholas Christopheresen who installed ABS drain and vent piping at the above commercial property) Workers' comp Public Works Requirements Workplace safety and health �N'ashingtun° Help us Improve Y °^ COMMERCIAL PLUMBING H PERMIT APPLICATION t G Department of Community$Economic Development City of Arlington• 18204 59th Ave NE•Arlington, WA 98223 • Phone(360)403-3551 THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2) SETS OF CONSTRUCTION DRAWINGS,AND TWO(2) SETS OF FIXTURE SPECIFICATIONS (CUT SHEETS). CALCULATIONS ARE REQUIRED FOR GREASE INTERCEPTOR IF APPLICABLE. Type of Permit: 'r New Installation Addition/Alteration Industrial Project Address: —QI U 5 b 7 Ave N ;����;ncj}©�,�,���{°�$ 3 3ll9� y0�.�UO76G �^1 Parcel ID#: Lot#: _._ Subdivision: _&,M Project Description: ((tan Oh •h 5 ) tH S Valuation: COa Owner:_gg 'PeA1(t�J -9 is A('f Park LL Phone Number: aO6— 575" 75 � Address: P C 13 .123 �_ City: BCI(&4 c VA GoCl y State: Zip Code: � $ 1 Contact Person: Ih�► I zQt 116\c) Phone Number: Cell Phone: vl 7 ] ;7 7 3 ] E-mail: �ijl eziF ) 5T44cllr& e% ��� �`�� 5�- } Address: � � City: � ' State: Zip Code: q, &31 Contractor:. ✓`� ;C' Phone Number: Q�' S 7 7 Cell Phone: 60' q•7-7_ 17 3 7 Email: '1 �5 °1 c(t1�C�, el Address: 7 7Q( S 1�1 �n� City: Ve 4 State: Zip Coder 3 / Contractor License Number: 7 I A I H1 C 14 1 (_7 Expiration Date: Please indicate number of fixtures: Water Closet Floor Sink Sump Hose Bibb Miscellaneous Lavatory Laundry Tub. Washer Water Heater Grease Trap Urinal Interceptor Sink Mad Gas Drinking Fountain Floor Drain Dishwasher Backflow Shower Other 6/16LP Page 2 of 3 l COMMERCIAL PLUMBING PERMIT APPLICATION Department of Community 8 Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone (360)403-3551 PROPOSED BUILDING USE 0 New Commercial Restaurant Automotive Based ❑ Commercial Addition/Alteration Office Machine Shop ❑ Industrial [ j Medical Other: CROSS CONNECTION Please check all appliances that are proposed or are permanently connected to the water supply. ❑ Ice Machine ❑ Dialysis Equip. ❑ Air washers ❑ Swimming ❑ Fire Sprinkler Pools ❑ Coffee 1-3 Hydrotherapy Equip. ❑ Steam L Hot Tub/Spa Sprinkler Urn/Espresso Generators LJ w/chemicals ❑ Carbonated Bev. ❑ Dental Equip. Dye Vats 11 1 Aquarium ❑ Lawn Irrigation ❑ Fume Hoods Laboratory Equip. C Pressure r Decorative ❑ Well on Washers Fountain property Degreasers Autoclave/Sterilizers Cooling Towers Other: WASTEWATER DISCHARGE 1. Does the plumbing system currently have a grease interceptor? Yes 1XI No Don't Know Date grease trap/interceptor was last cleaned (provide service record): 2. Does the plumbing system currently have an oil/water separator? Yes No ❑ Don't Know 3. Date oil/water separator was last cleaned (provide service record): 4. Is water used in the business process(washing, rinsing,cooling)? Yes No ❑ Don't Know 5. Does your business require a NPDES permit? Yes No ❑ Don't Know I hereby certify that the above nformation is correct and that the construction on,and the occupancy and the use of the above-described property n ac orda Ce with the laws, rules and regulation of the State of Washington. �P`p`ican s Signature pates A IQ( 6�I�a Print Applicants Name FOR STAFF USE ONLY aAo �$ �Xy $6 OL Permit# A e Amount Received Receipt# Date Received 6/16LP Page 3 of 3 �1`Y COMMERCIAL PLUMBING PERMIT APPLICATION Department of Community&Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone (360)403-3551 WHEN is a PLUMBING PERMIT REQUIRED? The City of Arlington requires a plumbing permit before a plumbing system or fixture is installed, altered, or remodeled. This also includes replacement of a Hot Water Tank. The City of Arlington does not require a permit to stop leaks or clear stoppages, unless the piping being repaired is altered or replaced. PLUMBING PLAN REVIEW IS REQUIRED FOR THE F 1. New Commercial Buildings 2. New Multi-Family Buildings 3. Roof Drains and Overflow Systems 4. Tenant Improvements 5. Installation of Medical Gas Systems 6. Installation of Commercial Kitchen's and Deli's 7. Installation of Grease Traps 8. Installation of Grease Interceptors 9. Installation of Sumps 10. Installation of Cross Connection Backflow Dev SUBMIT TWO (2) COPIES OF THE FOLLOWING FOF 0 Plumbing plans or drawings. (Minimum plan s_ 14 Provide one set of plumbing drawings maximum size 11"X 17" 91 Size of sanitary and potable water systems. l Location, type and specifications (cut sheets) of proposed fixtures and equipment. Riser diagram of waste and vent, potable water and rain water systems, including sizes. Medical gas piping riser diagram indicating type of gas, storage room and size of piping. Location and type of all backflow assemblies for each fixture. I hereby certify that I have read and examined this application and know the same to be true and correct and I am authorized to apply for this permit. Received 6/16LP Page 1 of 3 AUG $�J 2019 OL o 2 0:�4 g�L,D - 2�lua i � � ow r>L� dE7 March 8, 2019 Ms. Amber Green Building Plans Examiner SAFEbuilt 1621 1141"Avenue SE, Suite 219 Bellevue, WA 98004-6905 Project: Gayteway Building C, No. 2170821.20 Subject: Response to Comments dated March 4, 2019 Permit#: BLD-2426 Dear Amber: This letter is in response to your comments dated March 4, 2018, regarding the above referenced project. The structural related comments are included below(verbatim)for your reference. Our responses are shown in bold after each comment. Structural Related Comments 7. Structural design for trash enclosure (15/A0.3) not included. Please provide. Response: Please see the supplemental calculations showing structural design of the trash enclosure. Please see added detail 6/S0.3 for the structural detail of the trash enclosure wall. 8. Structural design for retaining wall at ramp (9/A0.3) not included. Please provide. Response: Structural detail for the ramp wall is shown on the plans, S1.2, as detail 5/S3.1. Please see the supplemental calculations demonstrating the structural design of the site retaining wall. 11. Please provide detail call-out on plans and provide detail for framing at skylights. Response: Typical framing at the skylights is shown on sheet S2.1 (between grids 1 and 2, and grids C and D) and sheet S2.2 (between grids C and D, and grids 8 and 9). All of the stiffener hangers used on the job are Simpson HF26N for 2x6 and HF36N for 3x6 stiffeners. 12. Please provide anchorage details for brick veneer compliant with section 1405 Response: Masonry veneer anchorage that complies with IBC Section 1405.6 TACOMA "Anchored Brick Veneer" and ACI 530 is specified on the structural drawings on structural note 4.9 on sheet SO.1. In addition, masonry veneer anchorage is shown and 2215 North 301hStreet referenced back to the structural notes on structural details 3 and 7 on sheet S4.3. Suite300 Tacoma,WA 98403-3350 253.383.2422 vw.ahbl.com Ms Amber Green March 8,2019 2170821.20 =' Page 2 of 2 14. Complete and return Special Inspection and Deferred Submittal Agreement. Response: Please see the completed Special Inspection and Deferred Submittal Agreements. If you have any questions, please call me at(253) 383-2422. Sincerely, Andre . flueger, , SE Senior Project Manager AMP/el c' Errol Ramirez- NELSON Dan Booth -AHBL W2017\2170821 WORD PROC\Letters\20190308 Ltr(Resp Initial Rev)2170821.20.docx 00190 NELSON NELSON Seattle 1200 5th Avenue,Suite 1300 Seattle,WA 98101 04/01/2019 Ms.Amber Green Building Plans Examiner SAFEbuilt 1621 114"Ave SE,Suite 219 Bellevue,WA RE: Gayteway Building C ADDRESS: 20015 67'Ave NE,Arlington, WA PERMIT#: BLD-2426 Dear Amber Green: This letter is in response to the comments received from your office in a letter dated on 04/01/2019, regarding the Gayteway Building C building permit. 1. Both F1 and F2 occupancies listed. No Separation in building,please identify which portions fall under which occupancy. The building will be F1 occupancy. Please see revised Cover Sheet CS. 2. Square footages used in frontage increase calculation were for a F1, Type/lB construction, not the Type 11/8 as listed on the plans. Please clarify. Per IBC 507- Unlimited Area Buildings,the area of the F1 occupancy shall not be limited. Street frontage calculations do not apply to this project as we are meeting the requirements of IBC 507.2.1 requiring the building to be surrounded and adjoined by public ways and yards to achieve unlimited area. Please see the revised cover sheet CS, and refer to the site plan on sheet A0.1 for reference to the no-build easement supporting IBC 507.2.1,and the associated wall type requirements. Refer to detail 4/A6.1 for UL and fire rating of the wall facing the no-build easement. 19-0311_gayteway bldg c-permit corrections letter.docx Permit Correction Response 04/01/2019 Gayteway Building C 3. It appears the occupant load used for the parking space calculation is not correct. The total occupant load is 214, therefore, 21412= 107sta/ls. This would need to be changed on the coversheet as well as sheet C1.1. The required parking calculations are correctly shown.The City of Arlington has a ratio of 1 stall per 800 SF for offices, requiring 13 stalls for the 15% of office space. However,the parking requirements for warehouses allows 1 space for every two employees. Since we are proposing a shell and do not have tenants,the required parking for the remaining 85% of warehouse was determined by using the maximum occupancy load of 1/500 SF X 56,631 SF (85%) = Occupancy load of 114, and 114/2= 57 stalls for the warehouse use. Therefore, by adding the 15%of office parking requirements (13 stalls) with the 85%of warehouse requirements (57 stalls), we get a total of 70 required stalls for the entire building. 4. The max tra vel distance listed on sheet T1.1 references an 5-1 occupancy,please clarify. Maximum travel distance has been updated to reference an F1 occupancy. Please see revised sheet T1.1. 5. Please reference detail on SheetA6.1 on plans for 1-hour rated wall at fire pump room. References to wall types (Including the concrete tilt-up wall type which faces the no-build easement required per IBC 507.2.1) can be found on sheet A2.3. 6. Detai/2/A6.1 calls out a "guardrail".-is there proposed storage above?Please clarify. Storage is not proposed above utility rooms - the guardrail is essential for transferring from one ladder to the next for roof access. Please refer to detail 17/A8.1. 7. Structural design for trash enclosure(15/A0.3)not included. Please provide. Please refer to AHBL structural corrections letter. 8. Structural design for retaining wall at ramp(9/A0.3)not included. Please provide. Please refer to AHBL structural corrections letter. 9. Please provide more detail of roof access ladder, showing compliance with all requirements of 1011.15. Roof access ladder complies with section 306.5 of the International Mechanical Code. Please refer to 16/A8.1. 10. Roof hatch does not comply with 1011.12.2. Roof access hatch complies with section 1011.12.2 of the International Mechanical Code. Please refer to 17/A8.1. 11. Please provide detail call-out on plans and provide detail for framing at skylights. Please refer to AHBL structural corrections letter. 19-0311_gayteway bldg c-permit corrections letter.docx Permit Correction Response 04/01/2019 Gayteway Building C 12. Please provide anchorage details for brick veneer compliant with Sections 1405. Please refer to AHBL structural corrections letter. 13. Please provide copy of referenced geotechnical report. Please see attached copy of the Geotechnical report. 14. Complete and return Special Inspection Agreement and Deferred Submittal Agreement. Special Inspection Agreement and Deferred Submittal Agreement will be sent separately from this corrections package. We hope this information answers your questions and concerns satisfactorily. Please contact me to discuss further if you should you need additional information or clarification,and thank you for your attention to this matter. Respectfully, Errol Ramirez NELSON 19-0311_gayteway bldg c-permit corrections letter.docx MLS 10 IA-SEAT i AND IC WIDTH (2i 13/16'x 1'i 12' 1 c 6"GA. Ii (v 13J16'x 1 1/2" f?1 13/16'x 1 1/2' - {2}13/6'x 1 1/2' �` (2)13/16,x 1 1/2' .. - 6 7/r °1 3 GA 5 ca $"OIL 5"CA. ,+ 6 i/2• 55/81'- 11 5D IR 4' le P-i"m PI �+ �it� 0E PL x ,• TIE PL T4 , ,I NLN,C, N1,N.C. ---- 1 7 T " I ?1:7" 71/2.____ T/'2• ......_ T 1/v _ t I I F 1 11' I i 1 1a'80 COL I I P I I F I 1v10 CTII. I, --- P H UL% TWO cGL ; 8A Ca r N,IN.0 1/2" 5iJ2' 01/'2" 51�. 6�r2•_.._.._•) K K DO NOT WELD 00 NOT WENT DO NOT WELD 00 NOT`WELD PONOT WELD Go SECTION 1 SECTS SECTION 3 SECTION 4 SECTION 5 N.r.�;. v.rs. N,r s. N. S. R ?,NIT MET,7N.2 mr'.6,'s4a PTr.R,14.7 Rv,a E LAMBS JOIST ERECTION NOTES 'E 5 GA. REPERTO THE ANDU TECK .ALM'6T ilk (T lPECIFICATIONS AIID/M TEGX(iCRALdOER(Tp)! 5 7/0 x T 1/Y (2)13/16'A i 1f2` GpIERfcTOR NOTE: 1,,,5• 5'GA. Dp Not LK=CT 1 E.L JOCS6 AI 1• iANNG A COPY AND THOROU'CHLY READING THE SJI TO 9, / HANCI.NG ANL tHILGPON GO 11 I.'I S PAD JOIST I ROLES. SERIOUS INJURY OR DEATH CAN RESULT FROM PAL iRE 70 FNI I IL CGi WITH ALL APPLICABLE'SAFETY REQUIRE M 4 1/2' ENTS 5 i/2' OF FEDERAL,SAT:,AND 1.!: i R 1.. ETY 112"AND THE SAF GLNTEUNES OUTLINED III THE SJI 1+ O D. -IIS MANUAL IS INTI 71DEC,IQ CC AN AD AND GENERAL GUsDE FOR TILE BATE AND PROPER 1.,!_,r,�I [�� CWC'TON or sccL J060 PWQa TS. I I 1/1' i% 1'S't7' :,,L,II131`e�!,k'+51Lf '.It S LEL AOIS. 01` L i PHONE: 843-407-4091 nIl W CHEA S H:.L.' FAA. 04J"407-4044 7 T ]1f2` "+ • J 1/2' T aRFV'.T 9i"3'(,1 WED, WWW.STEELJDST.ORG I I ",I I' I - J'ONi7 DELNERY AND UN40ADtN0 �rll r �I t. VERIFY OIIa4TTT4 AND QNDITx N'1E'4DIST5 AND JOQS7 ACCESSORIES UF�N ARRIVAL. INFORM A R 1 I NEW MI..ENlNLN.DOILONC M NMO) FUCxEWITLY OF ANY SHORTAGES,DISCREPANCIES I I ONDAW41 7 3 6' 2 NIB`"IN L St It:Y ON Y Tb UATERWC LSTFD ON THE BILL OF LACING. WHEN UNLQA[N%�JOSTS 3Y CHANE,.ALWAYS HURST JOSTS BY TOP OR BOTTOM CHUN7 PANEL 1 1 ' �1 j I PtllNi:l(WC H1 AEH Mf MITI Y�.I, .T trR�WEAR I,f3 P{JINTS. NAN,C ' I I A. �...... ..�.I 1 '•. �.�-' ` 4 KEEP IF ,'RIBM FT0 1rlt;;1 t!..',)ISTS AND JOIST'ACCESSORIES OFF'THE GROUND AND 1 �p IJ If III 1 I r+i. "RIMER DOXING,, 607TOM CHORD MACE(I ANGLE) JOIST WJSTALLATEON: Ile 5 1r"1' ?, WHERE NOTED ON PLAN,MKS WT1,D P.SR 2,-W.TUSTALLATION NOTF' S. FOf LOW A,I A X9tr T A IP'THE.OCCUPATIONAL SAFt'�TY LAUD HEALTH' DO NOT WELD DO NOT WEIR AOM NISTR4r U t n'. TER 51,BPART R 1926, IMMEDIATELY'Art ER JOIST 15 D0 NOT WELD SFI,AITAr H ll OVPtEO BY SJi AND OSHA AS BINOO NG S IT4!.TALLE.0 HLw7,A dam "!. NI'Ir:;I ANR CORRECT ANY VERTN:AI.M�GNAE.NR. ONCE Al SECTION rr1 'THE BHIaGIN . 'R I:a A'1"�...3 19 IO SUPPORTS PER FINAL ERECTION CRAVINGS. �1p .3E4TIVN 7 SECTION /'^� B ONLY UHAWNu Lk W,n t STAMP�iHA.L BE USED FOR ERECTION. SECTION 9 7. REFER I fill G+ '!k CAST AND JOIST GIRDER ENO ANCNDRATE N.T,S, N,T. Pn!.a NBC JiAF btu I, r ORDERS,AND ACCESSORES SUALL BE ATTACHED N,T.S. W.:S(A.2 BUD 1 A2 REF,7/544 PUT:3'I T, X-SFBES JOISTS-Tf G„JNAIF41`OF TWO 1/0'FILLET WELDS(W)2 1//2"LONG(L), AND BOLTED WITH TWO 1J A U0 WLIS WHERE SLOTS ARE INDICATED IN SECTION. L1..5E6IF5 ✓AST rr11RDrk'3 flr,TPU OO- A THE EOLRV.ENT OF TWO J/IS' FILLET nLLET WELD I ANC BOLTED WITH TWO 3/4'i A307 OOL15 SL { fl I 2 d3 B'R 1 1 ' ^ LFJ=EgII?�t++2..i1 �.�.t. .f ON NUMBERS 07 THFA�I t7-71E EQBIVAL.ENT BOLTS AHE OF rwi 4 I I E � N SECMCN(L),AND BOLTED WaifT R'AO 3'f4'Y A30;" () /1 /2 (2 13/16'x 1'I/2" 01N1-L7 RIFE Jflj+ y,.lA.Iµ�H „LB.THRU 2E-THE EC AIJENT OF TOO 1/4" 1 5'TD NSC GAGE - F1ll£f WELL W}<" r +,,7 U000D WITH TW0 3/4"0 A325 BOLTS WHERE SLOTS /2 21/2` 21/2. ARE INDICATED IN Sic 1 ,EAND BOLTED r`I EL3/-0 iT(T:TWO tWH FILLET WELDS IN 2 INDICATED I LONG ON) 4' 'T T (3/A', I AND BOLTED WITH TA'O 3iA P 43 p E9D675 WHERE SLOTS ARE IWOICA'TEO IN SECTION. BR 6POt.TPNGtHF ECUWAL1,41 AEr T V15"FILLET WELD(W)T'LONG✓,L),VAN THE EXCEPTION THE EQUIVALEnI UL A '/I'FILL,I 'AEL43(W) I LONG(U.WITH THE:EY.EXT,pom Of BgLTHic, FOR LH-SFRIF.S AND DIH 1010S,SECTION NUMBERS 02 THRU 1&. 1 THE EQUIVALERIT Or A 1f r rl : AELD(W) 1 1/2"LONG(L),WITH THE EKEP7)ON OF BOLTING FOR JU FRUS.01STS,SCOTO4 NUMBERS tB THRU 20 '!HE'EQUIVALENT OF A /n Ell". AT:JD(W)2`LONG(L),WITH THE EXCEPTION OF BOLTING, FOR ULM SERIF OI C11O1 NUMBERS 21 AND 22 SHE EOUIVALEHI 01.A /Ff HI,{:'; -LLD(W)3"LONG(L),WITH rNE E(CEPRON Or BOEDNG. 1 I FOR DIN SFRIN„Ki1S L'TI,7V NUMBERS 23 THRU 25� p &�L4M..CfB,'•1-LQ.OEF.Ea 7H..lQUN YNT OF A^FILLET'WELD FA7" LONG D), I • SAME AS t9Wu:E: N41t ,L R;,rrNE',55,••. SAME AS BRACE ANCLE LEG LENGTH, N ITNO,C + I �.. b�M Da NOT HELD BPArtf.TO YJt T OR)tli UNTIL ALL DEAD WSW HAS BEEN APPLES, k.✓ MCI f � I c� 801701111 CHORD BRACE(1 ANOIE) KEY: W L WHERE NOTED CW PLAN.hi RS_ r B' B. ALL STEEL BEARINO JOISTS IN BAYS 4D'-0"AND MORE.ARE TO BOLTED TO SUPPORTS PEW. WELD PER ASTINSTALtABON NOTE 7 00 NOT WELD DO NOT'WELD oSnA,UNLESS 1dsr6 ARE PRE-ASSEMOLEa INTO PANELS. PANELS. ADCORCING TD SDi,MICRO PRATES SHALL BE LOCATED No MORE THAN 1/2'FROM THE FADE "ONLY AT LOCATIONS INDICATED BY'TJ'CN PLAN OF MASONRY OR CONCRETE SUPPORTS. RETERENCE SJI SPECIFICATIONS FOR MINIMUM BEARING PLATE 1NO7HS, SECD10.VNOIBOGDO J131SM MAY EXHIStT 5OME IX'GAAl OF INSTABILITY UNDER'THE EREG'BOR'S WEIGHT, < y� ry �yA �y y THEREFORE,E%TRE:W+.AUIII N MOIST yL:EXERCISEO. WHEN IT IS NECESSARY Fat THE ©N 10 SECTION 11 SECTION 1 2 SECTION 1 3 ERECTOR TD OLSON ON T-'L I[15T, WEN 10 Sol 00 OSHA,REOUIREMENrs, n N-T.S. 11,VERIFY T1+'AT ALL RKrRNt 5 1AP(,ETF;,Y INSTALLED.WITH JOIST AND JOIST GIRDER ENOS PERMANENTLY APIAC HCO..Ikl'„N;E APPLYrva CONSTRUCTION LOADS TO JOIST, JIB:4 E RIT;4 L4 RJF;3A5k2 RLF 3 2. r,r� 12.AAPACIT E r Any FOR DIS7NO rXC EGEG-riTRg1Ep L.WOF'SYDLA,p�PROVIDED SU THAT THE v J MAX iD 1/6'SEAT DMRAcrrr or Any.JaISr Is NOT a.xcELTxa. (f) AND TO VIDTH 13.AIST CHORDS ARE NOT UESON1 I7 FOR.SENOIMG DUE to CONCENTRATED LOADS,UNO ON w PLANS. EITHER PEACE TOADS AT JOIST PANFJ.POINTS OR SEE THE VVID INSTAA'ASO,WEB T- PJEMBE:RS AT CON(INTR.ATEO I.GAO.r DETAIL. - 4✓113/16'x 1 1/T NMBS GENERAL 416711,10 E.CIA ...---5" T'........ {• 14.NNC'- NOt IN NMBS 4UNIHAC.. UNU-UNLESS NOTED OTHERWISE. HOLD NAILER OUR,7" HOLD NAM CUR.7' IS.TYIPCA.PRIMER COATING UNc ON PLANS:,HOLD '1fT S1D IUSC GAGE �F'LL3d.#�;...@_31;aNLy .LEI NC#All.JOISTS,JOIST,GIRDERS A JOIST ACCESSORIES, 5}I P IMER CoMH!ts AJIh S (;-PAINY 16. t 1 1'-10 3/4'KNIFE PL L 1 / REMOVAL OF gTE�SHOP PArIUNI.IAnoN,I HEFORE 81 LIPPING.COACOAnItG MAY 11 APPLIED,NOT BE UNIFORM AND REOUIRF. >- NJ.N,O, 1 } to.WEN,DED HOR12ON7AI,flRfO IkC :URPLlED 1N 20'-O'LEH0TW5. FIELD CUr WELDED hKJRIECMAL BRlbf"ANO A aI UIJIrCC+ANC.!flL12E ALL PROP, N01E7 WELQU7 BRIUGIA Is rk JR.LOUA:IX SPACEDTWEEN SUF'WRT5,UNO CN PLANS. I DECK MUST BE POSOA�EL A rACHED 10 JOIST TOP CHORDS IN ACCORDANCE WITH DECK W FASrEF NC RICOUIRC6101TS,TO P110010C LATEM STASUITY,UNO DN PLANS. '"1 d 17.JOISTS MAAKLD W.rNOICA E5 t.E..JO1575. THESE JOISTS ARE N07 gF LED TO SATISFY �.-. yR OSHA 2!CFR 471?.`+7 r A) Ar'FER TO"DANGrR'TAG ON JOIST FOR EREC;FDN R€O:11R€A1FN1•" I&DO NOT GUT AWAY AnP'r CHORDS OR'WEBS. (F I t ! i i i ref 19.NMBS PRODUCTS ARC IAARRA'.D 7o MEET THE EREC:RON REQUIREMENTS OF OSHA FIELD �../ 84 COL i COMPLI NCE tMl,COT.19,NFI:Nw".kk, ,I N.LN.C. �.__.� '. WbeCOL '� � CONTRACT NOTE; ._._,........ I....... "' NMBS WILL NOT ACCEPT THE RESPONSIVAUTY OR CHARGES FOR AWFIBLOCOFAKCTON PAD:WITHOUT PWOR NM85 APPROVAL, p DO NOT WEIR DO NOT vE10 COI]NOT WELD w.w.Aa a xalna coA. JOB NO mw.n..N✓ �AuGJ�"� hATE SECTION 14 SfRTION 15 SECTION 16 Va019 R RAMR PInnR C-1PCe1V () ,A.INC N.T,S. N.1,S, Nv T,s, JAN 13 20 KO 5 .H W,5/542 RFF 4 t 7 tX PL + ,Out _ lx. yf.,,•+ ,...`':€. €?: �a he Wt,x. `>ta^E3 E#17 R€:iG ------------------- . . ..... �I SECTION 17 =M014 18 SECTIQ 19 SECTIC}N 2 Z z W c zi Zak A ,1 4 , C) Y { N rh/R'i,h 3F'R wm - <, tN' U..i flh'f '.d t e S �NSJ Iia•�ER...,. ,' SC:E rrt. � {ll E U 1:=U 'a � {) (� rSf( nC,t ! l.S .....i ,Tam.,r�roz�„-#n ..._... .�..._,.... .. ..� ............ ,. `' ..... .,.._... �.,,h...Y.I � s....•---,._`"�„;; _ -- ,...._'i. rk......:c`k.13aR I>.�aB,fe.�.h±ee.,,:F'.iF..,.,R,s nhsc: e_YMr.f.a.[k....m,,, `�,. %•. .: :.. ,.,,..,..'. , aU X, ez .. t ��� N " i � E u ih .. C�wo9G q 4 n it..e E ,#t:iE A'e"i +R PLAN VIEW a O t C� eta T .n. Nita E F4 a , r : • rY5 S{i� R,u dam.::#Ht ..---»" �,,... . a, �'~ E. F — - • �<„ .,,.. 4.. ._5^'�'UE'.wlwivT"k WA%cl ILIX^;Alt7 -I+w s PANE),PIN, NU kT A;",H 114P a"F AU •__. ,`.".� .,�.�.':EE._. ,. Ar u„F.'tU'.9a t E? , .. rx:',i i U{ C J..._` ...,. .... .:: a°}'L1!.;a4?;W iNS hL:.t'.E Kof .E7., •AR€ rl R a a f rr-et{r�I Fat iK PILEP:A �*uw4s k t i N' i4 ¢v<. 3 4IN a,7 'ii THE,1PAD N, �R #,4,2-fmt Smww , o d4 fi?t�' h"•r,. kE H1 a "L ,.. *J ; �� •r ti.. j qt ry I ATFf.:HAif"�'.SPt`?Ia�, tk y..E,.h,..:e F z.1i�uy 1_. .k�;n.. .�,•: r.1.< tJ i a "tI44J.0 §:E_ TYPICAL JOIST TO SUE1_PUI I"Ild T)TIQAL UPLIFT 11 i� 12C19FIE __INSTALLS WEB MEMBERS PI 4 r .,..JQ� T I T 117 EI SEAT - ,;> BRIDGING DETAIL NAILED ATTACHMENT BRICGINC DETAlI . .F 7Ti"M n{ EE a.t Uji,.ti x.DIFE;' T NCENTIATEI CAJNIEC II IE ? t N T VM SAFEbuilt . 1621 1141h Avenue SE, Suite 219 • Bellevue, WA 98004 • www.SAFEbuilt.com SPECIAL INSPECTION AND TESTING AGREEMENT In accordance with International Building Code Chapter 17, where application is made for construction as described in this section, the owner or the registered design professional in responsible charge acting as the owner's agent shall employ one or more WABO Certified Special Inspectors to provide inspections during construction. Applicant's Errol Ramirez, Project Name Manager- NELSON Phone (206)408-8633 E-Mail eramirez@nelsonww.com Primary Errol Ramirez, Project nelsonww.com Contact Manager- NELSON Phone (206)408-8633 E-Mail eramirez@nelsonww.com Project Tax ID Name Gateway Building C Number Project Construction of a new tilt-up concrete 24' Site 20015 67th Avenue NE Description clear, semi-conditioned shell building Address Before a permit can be issued: The owner, Architect or Engineer of Record acting as the owner's agent, shall complete (2) copies of this agreement, including the required acknowledgements, and attach structural tests and inspection schedules. A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Approval of Special Inspectors: Special Inspectors shall be approved by the Building Official prior to performing duties. SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF THE 2015 INTERNATIONAL BUILDING CODE. THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE: 1. DUTIES AND RESPONSIBILITES OF SPECIAL INSPECTOR a. Observe Work: The Special Inspector shall observe the work for conformance with SAFEbuilt approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC, the Architect/Engineer-reviewed shop drawings and/or placing drawings may be used only as an aid to inspection. b. Report Non-Conforming Items:The Special Inspector shall bring non-conforming items to the attention of the contractor and note all such items in the daily report. If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify SAFEbuilt by telephone 425-888-7643 or in person, and notify the project Architect or Engineer. c. Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections TO REMAIN AT THE JOB SITE WITH THE CONTRACTOR for review by the Building Official. d. Furnish Weekly Reports: The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to SAFEbuilt, project Architect/Engineer, and others designated. These reports must include the following: • Description of daily inspections and test made, with applicable locations. • Listing of all non-conforming items. • Report on how non-conforming items were resolved or unresolved, as applicable. • Itemize all changes authorized by the Architect/Engineer of Record and Building Official if not included in non-conformance items. e. Furnish Final Report: The Special Inspector of inspection agency shall submit a final signed report to SAFEbuilt stating that all items requiring special inspection and testing were fulfilled and reported, and to the best of his/her knowledge, in conformance with the approved design drawings, specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when continuous was required, etc.) shall be specifically itemized in this report. 2. CONTRACTOR RESPONSIBILITIES a. Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the SAFEbuilt approved plan as specified by the Architect and/or Engineer of Record. b. Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c. Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by SAFEbuilt upon request. 3. BUILDING OFFICIAL RESPONSIBLITIES a. Approve Special Inspector: SAFEbuilt shall approve all Special Inspectors and inspection requirements. b. Monitor Special Inspection: Work requiring special inspection and the performance of special inspectors shall be monitored by the Building Official. His/her approval must be obtained prior to placement of concrete or similar activities in addition to that of the special inspector. c. Issue Certificate of Occupancy: The Building Official may issue a Certificate of Occupancy after all special inspection reports and the final report have been submitted and accepted. 4. OWNER RESPONSIBILITIES a. Funding: The project owner, Architect or Engineer of Record acting as the owner's agent shall fund the special inspection services. 5. ARCHITECT OR ENGINEER OF RECORD RESPONSIBLITIES a. Drawings: The Architect or Engineer of Record shall include special inspection requirements on the design drawings and specifications. b. Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction and testing of backfill and/or road beds as recommended by the geo-tech engineer and structural welding as work progresses. SPECIAL INSPECTION AND STRUCTURAL OBSERVATION ITEMS REQUIRED BY CHAPTER 17 OF THE 2015 INTERNATIONAL BUILDING CODE Indicate items requiring special inspection, structural testing or structural observations by checking the appropriate box: Se STRUCTURAL STEEL (IBC 1705.2.1 & IBC 1705.12.1) f STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (IBC 1705.2.3) CONCRETE CONSTRUCTION (IBC 1705.3) MASONRY CONSTRUCTION (IBC 1705.4) ❑ WOOD CONSTRUCTION (IBC 1705.5, 'BE _. __.__._ & IBC 1705.12.2) SOILS CONSTRUCTION (IBC 1705.6) ❑ DRIVEN DEEP FOUNDATIONS (IBC 1705.7) ❑ CAST-IN-PLACE DEEP FOUNDATIONS (IBC 1705.8) HELICAL PILE FOUNDATIONS (IBC 1705.9) ❑ SPRAYED FIRE-RESISTANT MATERIALS (IBC 1705.14) MASTIC & INTUMESCENT FIRE-RESISTANT COATINGS (IBC 1705.15) ❑ EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (IBC 1705.16) L FIRE-RESISTANT PENETRATIONS AND JOINTS (IBC 1705.17) Only required for high-rise buildings or those assigned to Risk Category 111 or IV per IBC Table 1604.5. L SMOKE CONTROL (IBC 1705.18) ❑ ARCHITECTURAL COMPONENTS (IBC 1705.12.5) ❑ PLUMBING, MECHANICAL& ELECTRIAL COMPONENTS (IBC 1705.12.6) Only required for buildings located within Seismic Design Category D, E or F. ❑ SEISMICALLY ISOLATED SYSTEMS (IBC 1705.12.8) ❑ SPECIAL CASES (IBC 1705.1.1) Material alternatives or unusual design applications. ❑ MISCELLANEOUS AREAS— These inspections may be recommended by the Architect/Engineer or Record and are to be approved by SAFEbuilt. ACKNOWLEDGEMENTS I have read and agree to comply with the Terms and Conditions of this Agreement. Owner Print Name DANIEL B. TAYLOR, OWNERSHIP REPRESENTATIVE Owner Signature Date MAY 17, 2019 Contractor Print Name TBD Contractor Signature Date ❑ Submit written Statement of Responsibility in accordance with IBC Section 1704.4. Special Inspector Print TBD Name Special Inspector Signature Date Submit WABO Certification for special inspection agency and inspectors, (or) ❑ Submit special inspection agency documentation for Building Official approval. Name of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. Inspector Name Scope of Work Inspector Name Scope of Work Inspector Name Scope of Work Inspector Name Scope of Work Architect/Engineer of Record Print Name Adam Segalla - NELSON Worldwide Architect/Engineer of Record Signature Date 5/17/2019 Structural Observer Andy Pflueger, PE, SE -AHBL Inc. Print Name Structural Observer Signature Date 03/05/19 Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. Structural Observations required in accordance with IBC Section 1704.5. Accepted on Behalf of the Building Department. SAFEbuilt Print Name SAFEbuilt Signature Date NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY OAPPROVED PERMIT#: - f�A PM DATE: U r ) 'JOB ADDRESS: i "i.'��l 1 ( ' �'I i LOT#: PROJECT: .� �! !�;_.,'► - i TYPE OF INSPECTION: -Y 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 THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSP/ECTION CALL: 360-403-3417 / INSPECTOR IDATE ❑PLANNING ❑ CIVIL ❑ BUI DI CITY OF ARLINGTON �t NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 7rAPPROVED PERMIT#: DATE: JOB ADDRESS: I Nli E 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 THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE O PLANNING O CIVIL O BUILDING CITY OF ARLINGTON ,�c CITY OF ARLINGTON INSPECTION CARD No building construction shall be commenced until permit holder INSPECTION RECORD SHALL or his agent has posted this Inspection Record Card in a REMAIN AT JOB SITE conspicuous place on the premises. OWNER: GAYTEWAY BUSINESS PARK CONTRACTOR: SIERRA CONSTRUCTION JOB ADDRESS: 19927 67TH AVENUE NE LOT NUMBER C TYPE GROUP NATURE of WORK: NEW COMMERCIAL BUILDING USE of BUILDING: MULTI-TENANT 111-B F-1/B PERMIT No: BLD#2426 DATE ISSUED: 9/10/2019 INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB DEPARTMENT INSPECTION DATE(S) PASS FAIL INITIALS FOOTING BUILDING FOUNDATION (360)403-3417 UNDERFLOOR SHEARWALL PLUMBING(groundwork) ROUGH PLUMBING GAS PIPING ROUGH HEATING&VENTILATION FRAMING INSULATION WALLBOARD(SHEAR/RATED WALLS) CEILING GRID STRUCTURALSLAB CROSS CONNECTION CONTROL IN PREMISE (360)403-3417 GRADING TEMPORARY TECSP ASBUILTS APPROVED MAINTENANCE BOND STORM DRAINAGE SYSTEM PAVING,SIGNAGE&MARKINGS LANDSCAPING CONDITIONS ONSITE UTILITIES WATER ONSITE UTILITIES SEWER Sewer OFFSITE UTILITIES WATER (360)403-3508 OFFSITE UTILITIES SEWER SEWER PRETREATMENT Water CROSS CONNECTION CONTROL PREMISE (360)403-3526 SIDE SEWER/CLEANOUT/FINAL WATER SERVICE INSTALLATION WATER SERVICE FINAL UNDERGROUND HYDRO/FLUSH/COVER (360)403-3417 ABOVEGROUND HYDRO/COVER FDC FLUSH FIRE ALARM /AUTOMATIC SPRINKLER FINAL HOOD SUPPRESSION SYSTEM FINAL FIRE WALK-THROUGH (360)403-3417 FINAL INSPECTION ALL SIGNATURE BLOCKS MUST BE COMPLETE GAYTEWAY BUSINESS PARK PROJECT INFORMATION PROJECT DIRECTORY GAYTEWAY BUILDING C CITY OF GF ARLINGTON CLIENT REPRESENTATIVES: GAYTEWAY L.L.C.itt O PERMIT # CHRIS GAYTE 845 106 H AVE WA 98E,SUITE 102BELLEV GAYTEWAY LLC. ARLINGTON, WAS H I N G TO N B D-z426 BRENT NICHOLSON P:(206)240-9739 PROJECT SCOPE CJGAYTE@YAHOO.COM CONSTRUCTION OF A NEW TILT-UP CONCRETE 24'CLEAR,SEMI-CONDITIONED SHELL BUILDING BUILDING PERMIT MARCH 22 2019 TAX PARCEL # NELSON 31051400200700 OWNER REPRESENTATIVE: DANIEL B.TAnoR ARCHITECT ' 1639 HARBOR AVE SW Noco Architecture,Inc, INDEX OF DRAWINGS LEGAL DESCRIPTION DANIEL B.TAYLOR SEATTLE WA98126 a licensed affiliate of Nelson Worldwide,ue Section 14 Township 31 Range 05 Quarter NW-(SEE.CIVIL FOR FULL DESCRIPTION) P: 206 465-2491 SHEET DESCRIPTION PERMIT SET PERMIT ( ) 02/13/19 CORRECTIONS SEPARATE PERMITS: DEFERRED PERMITS oANIELB719@°oM°AST.NET � �`" 03/2222 19 GENERAL 1. MECHANICAL/HVAC(DESIGN BUILD) 1. MANUFACTURED STEEL ROOF JOISTS 1200 Fifth Avenue 2. ELECTRICAL(DESIGN BUILD) 2. MANUFACTURED STEEL STAIRSARCHITECT OF RECORD: NELSON FORMERLY CRAFT ARCHITECTS Suite 1300 CS COVER SHEET, PROJECT TEAM AND PROJECT INFORMATION • • 3. PLUMBING(DESIGN BUILD) 1200 FIFTH AVE,SUITE 1300 ) Seattle,WA 98101 T1.1 GENERAL INFORMATION AND EGRESS PLAN • • 4. FIRE PROTECTION(DESIGN BUILD) ARAM SEGALLA 206.408.8500 phone T1.2 ACCESSIBILITY GUIDELINES • 5. TENANT IMPROVEMENT(FUTURE) SEATTLE,WA 98101 N CONTACT:ERROL RAMIREZ P:(206)408-8633 w .NEL mSONonline.co CIVIL VICINITY MAP ERROL@CRAFTARCHITECTS.COM C1.1 CIVIL COVER SHEET(FOR REFERENCE) • C1.2 CIVIL SITE PLAN(FOR REFERENCE) • 1=500 C1.3 TESC&EARTHWORK OVEREX(TOR REFERENCE) • CIA GRADING PLAN(FOR REFERENCE) • C1.5 STORM PLAN (FOR REFERENCE) • 2oarH ST yE. CIVIL ENGINEER: TERRAFORMA DESIGN GROUP,INC. C1.6 WATER&SEWER PLAN(FOR REFERENCE) • 5027 51 ST AVENUE SW C1.7 WATER&SEWER PROFILES(FOR REFERENCE) • PEDRO DeGUZMAN SEATTLE WA 98136 C1.8 UTILITY PLAN (FOR REFERENCE) • C2.1 SITE DETAILS(FOR REFERENCE) • ---- P:(206)923-0590 1 Z C2.2 TESC DETAILS(FOR REFERENCE) • PEDRO@TERRAFORMADESIGNGROUP.COM v C2.3 STORM DETAILS(FOR REFERENCE) • z c3a STORM DETAILS(FOR REFERENCE) • TERRAFORMA DESIGN GROUP,INC. Q Z C3.1 ROAD DETAILS(FOR REFERENCE) • r,1,4 _ I A NDC'/'�/t PE ARCHITECT: z K LANDSCAPE G ARCHITECT:Glr 5027 51 ST AVENUE SW W = C2.4 STORM DETAILS(FOR REFERENCE) • r _ C3.3 WATER DETAILS(FOR REFERENCE) • `n _ AKEMI SAKAIDA C3.4 WATER DETAILS(FOR REFERENCE) • ^---- SEATTLE WA 98136 Q Z C3.5 WATER DETAILS(FOR REFERENCE) • P:(206)923-0590 �7_ J C3.6 SEWER DETAILS(FOR REFERENCE) • C3.7 SEWER DETAILS(FOR REFERENCE) • AKEMI TERRAFORMADESIGNGROUP.COM Lo J i � @ Q C3.8 I CITY STANDARD NOTES(FOR REFERENCE) • L_--- il /�[ M O il LANDSCAPE STRUCTURAL ENGINEER: AHBL,INC. v W N L-1 LAN AN L-2 LANDSCAPE DETAILS&NOTES • 197TH ST NE - 2215 NORTH 30TH STREET,STE.300 SURVEY ANDY PFLUEGER TACOMA,WA 98403 SV1 SITE MAP(SURVEY FOR REFERENCE) • CODE/ZONING INFORMATION P.(253)383-2422 SV2 SITE MAP(SURVEY FOR REFERENCE) • APFLUEGER@AHBL.COM SV3 SITE MAP(SURVEY FOR REFERENCE) • SV4 SITE MAP(SURVEY FOR REFERENCE) • GOVERNING BUILDING CODES: 2015 IBC ARCHITECTURAL 2015 UPC 2015 IFC TRAFFIC ENGINEER: JAKE TRAFFIC ENGINEERING,INC. AO.1 ARCHITECTURAL SITE PLAN • • 1 2009 ICC/ANSI AT 17.1 (ACCESSIBILITY) 2614 39TH AVE SW CONSULTANT A0.2 ENLARGED SITE PLANS • 2015 IECC AO.3 SITE DETAILS • 2017 NEC MARK JACOBS SEATTLE,WA 98116 REGULATIONS&ORDINANCES A2.1 FLOOR PLAN • 2015 WASHINGTON STATE AMENDMENTS P:(206)762-1978 A2.2 ENLARGED FLOOR PLANS • • 2015 WASHINGTON STATE ENERGY CODE COMCAST.NET A2.3 ENLARGED FLOOR PLANS • • 2015 IMC JAKETRAFFIC @ A2.5 ROOF PLAN • A3.1 EXTERIOR ELEVATIONS •A4.1 WALL SECTIONS • ZONE: GENERAL INDUSTRIAL(G.I) A4.2 WALL SECTIONS • AIRPORT PROTECTION DISTRICT-SUBDISTRICT"C" A6.1 DOOR SCHEDULE • • USE CLASSIFICATION: MANUFACTURING 4.120 Note:The issuance or granting of a permit or A6.2 DOOR AND WINDOW DETAILS • IMPERVIOUS AREA-. SEE CIVIL PLAN approval of plans,SpeCiflcation and Computations AB.1 EXTERIOR DETAILS • • SEISMIC CATEGORY: D shall not be construed to be a permit for,or an 1a194 RE TERED STRUCTURAL SITE AREA: 186,532 SF(4.28 ACRES) approval of,any violation Of any of the provisions A HITECT s0.1 STRUCTURAL NOTES • CRITICAL AREA AFFECTED NONE of this code or Of any other ordinance of the SO.2 STRUCTURAL NOTES • OCCUPANCY TYPE, F-1 1 jurisdiction EO SO.3 TYPICAL DETAILS • • STATEOF VJAS N TON SO.4 TESTING&INSPECTION NOTES • CONSTRUCTION TYPE IIIB-FULLY SPRINKLED S0.5 TESTING&INSPECTION NOTES • BUILDING CLEAR HEIGIFM 24'-0"CLEAR SO.6 DIAPHRAGM PLAN&SCHEDULE • MAXIMUM LOT COVERAGE: NO LIMIT Reviewed for Building Code Compliance Submittols/Revisions:' S1.1 FOUNDATION PLAN • PER Citt GUIDELINES S1.2 FOUNDATION PLAN • BUILDING SETBACKS 5'-0"LANDSCAPE SETBACK 02 13/19 BUILDING PERMIT S2.1 ROOF FRAMING PLAN • 10'-0"SETBACK ALONG CENTENNIAL TRAIL / S2.2 I ROOF FRAMING PLAN • 103 22 19 PERMIT CORRECTIONS S3.1 FOUNDATION DETAILS • MAXIMUM BUILDING HEI IT� MAXIMUM ALLOWED:50'-BASED ON AVERAGE NATURAL GRADE meuro --"-' mi- S4.1 ROOF FRAMING DETAILS • PER Citt GUIDELINES PROPOSED BUILDING HEIGHT:32'-3" Building Plan Review S4.2 ROOF FRAMING DETAILS • By SAFF_Built ALLOWABLE AREA: LND AREA BUILDING BASED ON IBC 5C7 S4.3 ROOF FRAMING DETAILS • S4.4 ROOF FRAMING DETAILS • -- S4.5 ROOF FRAMING DETAILS • TOTAL ALLOWABLE BLDG AREA: SECTION 507-UNLIMITED AREA BUILDINGS,THE AREA OF S5.1 PANEL ELEVATIONS • OF THE OCCUPANCIES AND CONFIGURATIONS SPECIFIED I ENERGY CODE COMPLIANCE BUILDING IS TO BE A SEMI-HEATED.BUILDING AS DEFINED BY THE 2015 WASHINGTON 55.2 PANEL ELEVATIONS • 1 SHALL NOT BE LIMITED. STATE ENERGY CODE,THE COMPONENT PERFORMANCE PATH IS USED TO BALANCE THE INSULATION REQUIRED BY THE VARIOUS BUILDING SYSTEMS, S5.3 PANEL ELEVATIONS • ACTUAL BULDNJG AREA: 1 STORY/ 56,631 SF(WAREHOUSE) SEE ENCLOSED ENERGY CODE ANALYSIS FOR ADDITIONAL INFORMATION. 55.4 PANEL ELEVATIONS • 9,994 SF OFFICE 15% 56.1 TILT-UP PANEL DETAILS • 66,625 SF TOTAL HEAT' BUILDING TO BE HEATED BY GAS FIRED UNIT HEATERS WITH A MAXIMUM OUTPUT OF B BNH/SF;COOLING IS NOT PROVIDED. PARKNG REOUIREMEl (PER MUNICIPAL CODE CHAPTER 20,72)(ASSUMES 15%FUTURE OFFICE) ROOF INSULATION: CALCULATED RIGID INSULATION VALUE:R-34,CONTINUOUS ABOVE DECK TOTAL(SF) RATIO STALLS REQ. ADA STALLS RED. STALLS PROVIDED ADA STALLS PROVIDED Sheet Title: COVER SHEET WALLS, WAREHOUSE WALLS ARE EXEMPT FROM INSULATION REQUIREMENTS. 5 OFFICE(15%) 9,994 1/800 13 BLAB ON GRADE SLAB INSULATION IS EXCLUDED. -WAREHOUSE(85%) 56,631 114/2 57 o HM MAN DOORS u=0.37 MAX Date: ROLL-UP DOORS,- R=4.75 MIN 0�22/2019 TOTAL, 70 3 93 4 CARGO DOORS AND LOADING DOCK DOORS SHALL BE EQUIPPED WITH WEATHERSEALS Design: TO RESTRICT INFILTRATION WHEN VEHICLES ARE PARKED IN THE DOORWAY OCCUPANT LOAM (PER 2015 IBC TABLE 1004.1.2)(ASSUMES 15%FUTURE OFFICE) VERTICAL FENESTRATION FIXED U=0.38 MAX,SHGC=0.40 MAX TOTAL(SF) RATIO OCC.'LOAD REO'D EXITS EXITS PROVIDED Drawn: OFFICE(15%) 9,994 1/100 100 - - STOREFRONT��� U=0.60 MAX,SHGC= AD MAX SKYU U=0.50 MAX,SHGC=0.35 MAX PrOJ6C} N0: 16-056 WAREHOUSE(857) 56,631 1/500 114 - - 3 TOTAL, 214 2 4 Approved: =54 OCCUPANTS/EXIT Building No: -CITY OF ARLINGTON PARKING REQUIREMENTS FOR WAREHOUSE USE 4.120 ALLOWS 1 SPACE FOR EVERY TWO EMPLOYEES. /1/--� 114 EMPLOYEES(MAXIMUM OCCUPANCY LOAD)=57 STALLS REQUIRED l(\/=_`J heet No: COPYRIGHT CRAFT ARCHITECTS 2018 ABBREVIATIONS FL FLOOR PS PANT SYSTEM SYMBOLS GENERAL NOTES FLG FLASHING PSF POUNDS PER SQUARE FOOT ND WINDOW BUG 1V ANGLE FLUOR FLUORESCENT PSI POUNDS PER SQUARE INCH 1. THE GENERAL CONTRACTOR SHALL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE,INCLUDING THE SAFETY OF ALL CENTER LINE FM FACTORY MUTUAL PT PRESSURE TREATED A PERSONS,PROPERTY,AND FOR ALL NECESSARY INDEPENDENT ENGINEERING REVIEWS OF THESE CONDITIONS,AND FOR COMPLIANCE WITH O.S.H.A. A INTERIOR ELEVATION(Sl SAFETY STANDARDS.ARCHITECTS AND THEIR CONSULTANTS'JOB SITE OBSERVATIONS ARE NOT INTENDED TO INCLUDE RENEW OF THE ADEQUACY OF GAYTEWAY LLC. d DIAMETER OR ROUND FOC FACE OF CONCRETE PTO PAPER TOWEL DISPENSER _ THE CONTRACTOR'S SAFETY MEASURES. N NUMBER OR POUND FOF FACE OF FINISH PTD/R PAPER TOWEL DISPENSER i� COLUMN tJNE/GRID LINE ELEVATION IDENTIFICATION 2. EACH CONTACTOR SHALL FAMILIARIZE THEMSELVES WITH ALL SPECIFIED PRODUCTS RELATING TO THEIR WORK.THEY ARE TO SUBMITWRITTEN SHEET WHERE ELEVATION IS OBJECTIONS PRIOR TO BIDDING,IF THE CONTRACTOR HAS AN OBJECTION TO ANY PRODUCT AND OR DISCREPANCIES BETWEEN DRAWINGS AND PENNY FDIC FURNISH BY OWNER AND RECEPTABLE DRAWN / 1 SPECIFICATIONS INSTALL BY CONTRACTOR FIN PARTITION PERPENDICULAR 3. THE GENERAL CONTRACTOR SHALLCOORDINATE THEIR WORK WITH THAT OF OTHER SEPARATE CONTRACTS SUCH AS SIGNS,&OWNER FURNISHED It PLATE FOIO FURNISH BY OWNER PTR PAPER TOWEL RECEPTABLE OOR NUMBER ITEMS,WHICH ARE BEING DONE BY OTHERS. — — —- DORRESPONDS TO ROOM ENTERING INSTALL BY OWNER PVMT PAVEMENT � TITLEi ROOM IDENTIFICATION 4. THE GENERAL CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS IN THE FIELD.THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY OF ANY N E L S O N AB ANCHOR BOLT FOS FACE of STUD TITLE' ROOM NAME DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND CONSTRUCTION DOCUMENTS.ALL WORK IN THAT AREA SHALL BE HELD UNTIL SUCH DISCREPANCIES ARE RESOLVED. AC ACOUSTICAL OR FS FULL SIZE QT QUARRY TILE ROOM ROOM NO, 5. SEPARATE PERMITS,WHEN REQUIRED AND/OR WHEN WORK ITEMS ARE DESIGN/BUILD IN NATURE,SHALL BE OBTAINED BY THE CONTRACTOR FOR A/C AIR CONDITIONING FT FEET O KEY NOTE MECHANICAL,PLUMBING,FIRE SPRINKLERS,ELECTRICAL AND FIRE ALARM. DESCRIPTIVE,DETAILED DESIGN AND REWIRED SUBMITTAL DOCUMENTS Nelco Architecture,Inc. ACP ACOUSTICAL PANEL FTG FOOTING R RISER INFORMATION SHALL BE PROVIDED FOR REVIEW BY THE REGULATING AUTHORITIES AND BY THE OWNER/TENANT/ARCHITECT FOR APPROVAL PRIOR TO ACT ACOUSTICAL TILE FTC FURNISHED BY TENANT A RETURN AIR FINISHED CEILING HEIGHT ANY WORK BEING PERFORMED.SEE SPECIFICATIONS FOR REQUIREMENT FOR DESIGN/BUILD FIRE SPRINKLER SYSTEM.SUBMIT PLAN TO AND OBTAIN a licensed affiliate of Nelson Worldwide,LLC ADH ADHESIVE INSTALLED BY CONTACTOR AD RADIUS WT PARTITION TYPE PERMIT FROM THE AUTHORITY HAVING JURISDICTION FOR FIRE SPRINKLER SYSTEM INSTALLATION OR MODIFICATION. ALL WORK SHALL COMPLY WITH ADJ ADJACENT FTIO .FURNISHED BY TENANT RE RESILIENT BASE — — -- PROPERTY LINE CURRENT GOVERNING CODES. 6. SPECIAL INSPECTIONS WHERE REQUIRED BY THE BUILDING OFFICIAL SHALL BE PERFORMED BY INSPECTORS APPROVED BY THE BUILDING OFFICIAL. MIMI ANT ADJUSTABLE INSTALLED BY OWNER R&S ROD&SHELF X REVISION NUMBER 7. ALL WORK DONE SHALL BE IN CONFORMANCE WITH THE APPROVED PLANS AND PROJECT SPECIFICATIONS.THE APPROVED,PERMITTED,STAMPED a r c h)t•c it r AF ACCESS FLOOR FURR FURRING RD ROOF DRAIN ��REVISION NEW OR FINISHED CONTOURS PLANS ARE TO REMAIN ON SITE AT ALL TIMES.ANY MODIFICATIONS TO WORK SHALL BE INDICATED ON FIELD"AS-BUILT' SET OF DOCUMENTS. 78 8. DIMENSIONS ARE TO FACE OF STUD,CONCRETE,OR MASONRY UNLESS OTHERWISE NOTED. AFF ABOVE FINISH FLOOR FUT FUTURE RD/0 ROOF DRAIN OVERFLOW CLOUD AROUND REVISION 9. DO NOT SCALE DRAWINGS;DIMENSIONS GOVERN. Suite 1300 1200 Fifth Avenue AL ALUMINUM FUTURE- FUTURE ROUGH IN ONLY REPAR REINFORCING BAR EXISTING CONTOURS 10, WHEN CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY PART OF THE WORK,DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR Seattle,WA 98101 ALT ALTERNATE RIO REF REFERENCE — — 71 WORK.IF QUESTIONS CAN NOT BE RESOLVED IN THIS MANNER,CONTACT THE ARCHITECT PRIOR TO PROCEEDING. MATCH 11. GENERAL CONTRACTOR SHALL PROVIDE OWNER AND ARCHITECT WITH DETAILED CRITICAL PATH SCHEDULE FOR REVIEW AND APPROVAL PRIOR TO START AP ACCESS PANEL FX FIXED RE REFRIGERATOR _ _ SHADED PORTION IS THE SIDE ,y0 OF CONSTRUCTION,UPDATES OF SCHEDULE SHALL BE MADE AS NECESSARY WITH COPIES PROVIDED TO OWNER AND ARCHITECT. 206.408.8500 phone APPROX APPROXIMATE REINIVE REINFORCED CONSIDERED 12, ALL WORK AND MATERIALS SHALL BE IN FULL ACCORDANCE WITH CURRENT GOVERNING CODES,NOTHING IN THESE DRAWINGS IS TO BE CONSTRUED S�.ARCH ARCHITECTURAL GA GAGE REQ'D REQUIRED TOP OF WALL AS TO PERMIT WORK WHICH IS NOT CONFORMING TO CURRENT GOVERNING CODES. www.NELSONonline.eom ASPH ASPHALT GALV GALVANIZED REV REVISION WORK POINT,CONTROL POINT 13, PROTECTIVE MEASURES SHALL BE TAKEN BY THE CONTACTOR TO PROTECT ADJACENT PROPERTY AT ALL TIMES DURING CONSTRUCTION. GB GRAB BAR RH RIGHT HAND OR ROBE HOOK OR DATUM POINT p 14. THE CONTRACTOR SHALL COMPLY WITH ALL CURRENT APPLICABLE LOCAL ORDINANCES FOR UTILITY SERVICE PROVIDERS,PUBLIC AND/OR PRIVATE, 6 BD BOARD G 1 TOP OF CURB 15. FIRE BLOCKING SHALL BE PROVIDED AT ALL FRAMED WALLS AT 10'-0" O.C.AND ALSO AT ANY LOCATION WHERE WALL FRAMING PENETRATES BETW BETWEEN GL GLASS OR GLAZING RESIL RESILIENT CEILINGS.REFER TO IBC SEC.708 FIRE BLOCKING AND DRAFT STOPS FOR CONSTRUCTION. GLBM GLU-LAM BEAN RM ROOM 1492 EQUIPMENT NUMBER 16. PATCH AND REPAIR ALL EXISTING WALLS,FLOORS AND COUNGS THAT ARE ADJACENT TO AND AFFECTED BY NEW CONSTRUCTION. BLDG BUILDING GEN CONTR GENERAL CONTRACTOR RO ROUGH OPENING 17. PRIOR TO FINAL INSPECTION,A CERTIFICATE OF CONSTRUCTION COMPLIANCE SHALL BE READY FOR THE INSPECTOR,THE CERTIFICATE SHALL STATE BLK BLOCK GND GROUND RT RESILIENT TILE TOP OF PAVEMENT "BASED UPON PERSONAL KNOWLEDGE,THAT THE WORK APPEARS TO HAVE BEEN PERFORMED,AND THE MATERIALS USED AND INSTALLED APPEAR IN BLDG BUILDING GR GRADE RUB RUBBER BUILDING SECTIDN 4"• EVERY MATERIAL RESPECT IN COMPLIANCE WITH THE PLANS".THE CERTIFICATE MUST BE SIGNED BY ONE OR MORE OF THE FOLLOWING: A OWNER B GENERAL CONTRACTOR C AN APPROVED INDEPENDENT INSPECTOR OR INSPECTION AGENCY. WASTEBM BEAM O O () BRG BEARING GWB GYPSUM WALL BOARD RW RAIN WATER RVS REVERSE % SHEET WHERE SECTION ISECTIION IS DRAWN 18 THEEARCHITECT HEREBY STATES,ANDXTHESOWNQN:ER ACKNOWLEDGES,THAT THE ARCHITECT HAS NO PROFESSIONAL LIABILITY OR OTHER INSURANCE, w BOT BOTTOM HE HOSE BIB RWL RAIN WATER LEADER gg ggCC (AND IS UNABLE TO REASONABLY OBTAIN SUCH INSURANCE)FOR CLAIMS ARISING OUT OF THE PERFORMANCE OF OR THE FAILURE TO PERFORM U Z Q BSMT BASEMENT HC HOLLOW CORE OR HANDICAP PNSfTHT PROFESSIONAL SERVICES,INCLUDING BUT NOT LIMITED TO,THE PREPARATION OF REPORTS,DESIGNS,DRAWINGS,AND SPECIFICATIONS,AND BUR BUILT UP ROOF HDR HEADER S SOUTH N RELATED TO THE INVESTIGATION DETECTION. Q ? PROJECT NORTH 19, PROVIDE FIRE EXTINGUISHERS WITH A MINIMUM RATING OF 2A:10B:C IN QUANTITY AND LOCATIONS AS DIRECTED BY THE FIRE MARSHALL,MINIMUM OF _ HDWD HARDWOOD SC SOLID CORE DETAIL SECTION ONE UNIT PER 3,000 SF AND NO MORE THAN 75 FOOT TRAVEL DISTANCE TO ANY FIRE EXTINGUISHER. Q Z CAB CABINET HDWE HARDWARE SCD SEAT COVER DISPENSER X X�c20. PROVIDE APPROVED RADIO COVERAGE FOR EMERGENCY RESPONDERS WITHIN THE BUILDING BASED UPON THE EXISTING COVERAGE LEVELS OF THE ., CB CATCH BASIN SECTION IDENTIFICATION PUBLIC SAFETY COMMUNICATION SYSTEMS OF THE JURISDICTION AT THE EXTERIOR OF THE BUILDING PER INTERNATIONAL FIRE CODE IFC SECTION HM HOLLOW METAL ( ) W O SCHD SCHEDULE � �� CBU CEMENTITIOUS BACKER UNIT SHEET WHERE SECTION IS DRAWN _ 510.1. `L HORIZ HORIZONTAL SD SOAP DISPENSER OR 9� ELEVATION IN Q F !0 CENT CEMENT lJ - � CER CERAMIC HR HOUR SECT SECTION 7-p" HT HEIGHT SF SQUARE FEET J (0 Z CFM CUBIC FEET PER MINUTE HTG HEATING SHTG SHEATHING Qf5 Lo CFT CONDUCTIVE FLOOR TILE HVAC HEATING/VENTILIATION/ SIM SIMILIAR DETAIL OR ENLARGED PLAN PT T Ir CG CORNER GUARD AIR CONDITIONING X _ FINISH SYMBOL Q CHBD CHALK BOARD SK SINK Ag DETAIL IDENTIFICATION u O HWH HOT WATER HEATER SLR SEALER SHEET WHERE DETAIL IS DRAWN CV CI CAST IRON WIT CONTROL JOINT ID INSIDE DIAMETER SND SANITARY NAPKIN CLF CHAIN LINK FENCE / DISPENSER CLG CEILING DIMENSION SNR SANITARY NAPKIN IG INSULATED GLAZING RECEPTACLE EGRESS SUMMARY CJ CONSTRUCTION JOINT IHM INSULATED HOLLOW METAL SNT SEALANT CLK CAULKING IN INCH CLO CLOSET SPEC SPECIFICATION A. MAX.TRAVEL DISTANCE:200'(TABLE 1017.2-F- 0 CUP C INCL INCLUDE SO SQUARE 400'EXIT ACCESS DISTAN I E C SECTION 1017.2.2) CUR CLEAR INSUL INSULATION SST STAINLESS STEEL CMU CONCRETE MASONRY UNIT INT INTERIOR SSK SERVICE SINK B. MAX.COMMON PATH OF EGRESS TRAVEL:75'(1006.2.1) 100'INCREASE WHEN FULLY SPRINKLED CNTR COUNTER ST STONE/STONE TILE C. REQUIRED EGRESS WIDTH:0.2" PER OCCUPANT=42.6" REQUIRED(IBC SECTION 1005.3) Co CLEANOUT JAN JANITOR STA STATION EGRESS WIDTH PROVIDED: (1)SINGLE DOORS X 36" PER DOOR=36' CONSULTANT COL COLUMN JT JOINT STC SOUND TRANSMISSION (3)DOUBLE DOORS X 72" PER DOOR=216' CONIC CONCRETE CLASS TOTAL=25T CONSTR CONSTRUCTION KIT KITCHEN STD STANDARD CONT CONTINUOUS KO KNOCK OUT STL STEEL D. MINIMUM CLEAR DOOR OPENING:32 INCHES(1010.1.1) CORR CORRIDOR KS KNEE SPACE STOR STORAGE E. MAXIMUM DEAD END CORRIDOR:50 FEET(1020.4 EXCEPTION 2) CPT CARPET STRL STRUCTURAL CT CERAMIC TILE LAM LAMINATE KEY NOTES: O CTR CENTER SUSP SUSPENDED X LAV LAVATORY SV SHEET VINYL "- CY CUBIC YARD LB LAG BOLT SYM SYMMETRICAL 1. ACCESSIBLE ENTRANCE/EXIT PER Be SECTION 1105.1 LF LMEAL FOOT DEL DOUBLE LG LENGTH T TREAD DEPT DEPARTMENT LH LEFT HAND TB TOWEL BAR ,,<si':S'-0"OVERALL gOF. DIET DETAIL DF DRINKING FOUNTAIN(W/0 COOLER) LKR LOCKER TG TEMPERED GLASS 50'-0" 50'-0" 50'-0° O O DIA DIAMETER LT LIGHT - 8DIAG DIAGONAL THR THRESHOLD EXIT /SECTION 1013 L I. 5 LINO LINOLEUM THK THICK � NEW EXIT SIGN W EMERGENCY POWER TO MEET IBC DISP DISPENSER MMACH MACHINE ATH MATERIAL GLAZING 0 NRERVALSRTMEN LESS T ANE S DOORS PROVIDEDDAPERIMETER 1 EXIT FIR50'-0 50'-0" 50'-O' 50-0' y 45'-0"DIM DIMENSION TIG TEMPERED INSULATED FIRE DIN DOWN MAX MAXIMUM TO TOP OF - - -- DR DOOR OR DRAIN DIRECTION OF TRAVEL — - O TOP TOP OF CONCRETE Submittals/Revisions: OF MECH MECHANICAL i DWR DRAWER MET OR MTL METAL TOP TOP Of PAVEMENT I b DS DOWNSPOUT MEZZ MEZZANINE TOS TOP OF STEEL IRE EXIT g DIN DISHWASHER MH MANHOLE T _ 02 13/19 BUILDING PERMIT MFR MANUFACTURER TOWL TOP OF WAL TOP OF LL COMMON START POINT I 0 Q1 03 22 19 PERMIT CORRECTIONS DWG DRAWING I t MIN MINIMUM TPD TOILET PAPER DISPENSER E EAST TPH TOILET PAPER HOLDER FIRE I b EA EACH MIR MIRROR MISC MISCELLANEOUS TPTN TOILET PARTITION I FIRE g EB EXPANSION BOLT MLD MOLDING TS TUBULAR STEEL FIRETV FIRE FIRE EJ EXPANSION JOINT MTD MOUNTED TYP. TYPICAL ON I 'i• .I FIRE O MRGWB MOISTURE RESISTANT GYP BD EL ELEVATION ELEC ELECTRIC MULL MULLION UL UNDERWRITERS LABORATORY ELEV ELEVATOR UNF UNFINISHED I b b zg- EM ENTRY MAT N NORTH JOIN UNLESS OTHERWISE NOTED ENTER EMERGENCY NIC NOT IN CONTACT UR URINAL I TFavT "GIST.296'-11" , .., .. .., .._ .. TRAIVEL DIST_268'-11" I `" I ENCL ENCLOSURE OR ENCLOSED NO NUMBER EP ELECTRICAL PANEL NOM NOMINAL VAR VARIES 1 t w EWC ELECTRIC WATER COOLER NTS NOT TO SCALE VCT VINYL COMPOSITION TILE FIRE b Sheet Title: GENERAL INFORMATION VERTICAL EPX EPDXY ULE o EQPT EQUIPMENT VWC VINYL COVERING N... .. . ...... _._... __._.... .. . —y_ .I ~ EQ EQUAL OA OVERALL - oc ON CENTER AND EGRESS PLAN EST ESTIMATE OD OUTSIDE DIMENSIONIAMETER/ VIN W WEST ' ........ .-....... ... I FIRE..._. _ O Date: 03/22/2019 EX EXPANSION OFF OFFICE I I b EXIST EXISTING W WITH > g DeSICJfI: EXT EXTERIOR OH OVERHEAD W/o WITHOUT EXIT F g _ Drown: OPH OPPOSITE HAND / �__ _ __ WC WATER CLOSET - .r m FA FIRE ALARM FURNISHED BY OTHERS Opp OPPOSITE WF WIDE FLANGE OPENING1 FIRE FIRE t _- _ -- F FCIOC FURNISHED BY CONTRACTOR PERP PERPENDICULAR WD WOOD Q FIRE X 1 Project NO: 16-056 FIR WG WIRE GLASS Approved: INSTALLED BY CONTRACTOR PFN PREFINISHED WP WATER PROOF FCTY FACTORY PL PLATE OR PROPERTY LINE WR WATER RESISTANT Building N0: a FD FLOOR DRAIN P LAM PLASTIC LAMINATE WSGT WAINSCOT n FIRST FLOOR EGRESS PLAN FEN FOUNDATION P PLYWOOD WEIGHT FE FIRE EXTINGUISHER PNI- VN N NL PANEL T 1" - Sheet No: T1.1 FEC FIRE EXTINGUISHER CABINET PINT PAINT XFMR TRANSFORMER FIN FINISH PR PAIR YD YARD COPYRIGHT CRAFT ARCHITECTS 2018 302/303 FLOOR SURFACES&CHANGES IN LEVEL 404 DOORS mrHhwed 502/503 PARKING AND PASSENGER LOADING ZONES continued 604 WATER CLOSETS&TOM COMPARTMENTS continued 609 GRAB BARS cm*w d - 703 51134 E continued ��--GALVANRED MOUNTING 90L15 AN 171C^4117.1 303-CHANGES IN LEVEL(R.APIEN'CE RETAIL) ANSI/ICC A117.1 404.2.6-DOOR HARDWARE ANSI/ICC A1171 604.7 DISPENSERS(REFERENCE DETAIL) ANSI/IGC A117.1 6098 STRUCTURAL STRENGTH OVERHEAD SIGNS A.Changes in level up to lle may f,, ..al,cod thout edge treatment A.Hondles,pulls let and other operating deuces shall hoe a shape that's V_or A.Toilet paper d sp encers shall comply Van Search 309.4 and 609.3.Where the A.Grab bars and mounting devices shall meet the following requirements: A CHARACTERS AND NUMBERS ON OVERHEAD SIGNS SHALL BE SIZED ACCORDING TO THE H.Changes in level between 1/4"and 1/2'shall be beveled with a slope no greater easy to grasp with one hand and does not require fight grasping.tight pinching,or I � dispenser,-s located above the grab bar,the outlet of the dispenser shall be located 609.8 Allowable stresses shall not be exceeded for materials used where a vertical VIEWING DISTANCE FROM WHICH THEY ARE r0 BE READ. than 1:2. twisting of the wrist operate. . _ 1n 24 min-36"max from the Tar wall.Where the dispenser'a located below the grab or horizontal force of 250 lbs.is applied at any point on the grab bar,fastener 1.FOR SIGNS HIGHER THAN 70°AF.F.,CHARACTER SIZE SHALL BE;r MINIMUM PLUS }„ 1.Lever operated meahan sms,push type mechanisms,and U-shaped handles are bar,the outlet of the dispenser shall be located 24 coin 42 max from the rear mounting d ear supporting structure rPEft FOOT OF HEWING DISTANCE ABOVE 15 FEET. 2 acceptable des gns DII RLD I wall.The outlet of the dispenser shall be n8'-48'maximum A.FF I.Shea. t headed by application of 250 It.shall be less than allowable shear 1.THE MINIMUM HEIGHT IS MEASURED USING AN UPPER CASE LETTER°P. ',�L� 2 when sldng doors are fully open,operating hardware shall be exposed and usable rpsers1.Dispensers that control delivery or do not permt continuous paper flow shall not stres feral used. If connection between grab bar and mounting bracket 2.LOWER CASE LETTERS ARE PERMITTED. GAYTEWAY LLC. �� from both ides. REoulrtLo 1.r be used is considered to be fully restrained,then direct and torsional shear stresses shall I� r��-�I( 3 4ardware-sound for accessible door passage shall be mounted between 34'and �luE be totaled for the combined slier sireas,wh'<h shall not exceed the allowable PNSI/ICC A117.1 703.3-7035 RAISED CHARACTERS,BRAILLE,&PICTOGRAMS F�1. 48"above finished Tier. ,� AN51/ICC At 17.1 604.9. WHEELCHAIR ACCESSIBLE COMPARTMENTS shear stress A Rased characters shall comply with section 703.3 and shall be duplicated in braille A Wheelchair pedestals compartments shall cam with Section 604.9. Toilet 2.Shear farce induced n a fastener or mounting device from application of 250 It, p with section 703.4, p comply wi complying an 11d9i1 ANSI/ICC A117.1 4042.7.1-DOOR CLOSERS 'o,, A.ouNsle..xo compartments shall comply with Section 604.9.2.1 or 604.9.2.2 as applicable. shall be less than allowable lateral load t either the fastener or mounting device B.Letter and numerals shall be raised 1/37,upper ate,sons serif and shall be ANSI/ICC A117.1 302.2-CARPET A.Door closers shall be adjusted se that from an open position of 90 degrees,the N A.OTl Sim POST w/GW or the sapporfing structure,whichever is the smaller allowable load. accompanied by grade 2 Bnoilk. A Carpet provded on a floor surface shall be securely attached;have a fie peal or t d q'red to move the door to on open position of 12 degrees shall be 5 -o 9ISH tlNDE 36"MAX 36"MAX 3.Tensile force induced in o fastener by a direct tension fares of.250 Ib,plus the 1.Raised character necnl,r minimum to S plus f per foot of viewing distance backing or no pad and have o level loop,textured loop,level cut pile .unimum. maxmum moment from the application of 250 Ib shall be less than the above 21 feet ul uncut pile texture. Maximum as thickness shall be 1 2" Exposed ed se of _ _ 24"MIN all°wabla wthdreed,load between the fastener and the supporting structure. </ p p / po g -• f -� SET POST W OCK z DPo 9 2 Braille shall be contracted(grade 2);shall be located below title corresponding carpet shall be fastened to floor surfaces and have trim along the exposed edges. ANSI/ICC At 17.1 404.27.2 SPRING HINGES ". E 609.fi Crab bars sha:l not rotate within their ravings. test ■�� A.Door spring hinges shall be adjusted a that from the open position of 70 degrees, 1 .li I �AISTNL SIGN AT Wl ACCE551&e PAR IG ,ti z 3 Picto h II be accompanied t on Faced LSON ANSI ICC A717.1 302.3-GRATINGS the door shall move to the closed potion in 1.5 seconds minimum. l r VALUE.MA.ccs DE�NGEU MR VAN PAlauxe SHNL - ANSI/ICC At 17.1 109.5-ELIMINATING HAZARDS gr pan by be equivalent verbal description pl ed / BELOW, ,MpON01 SIGN"VAN BLED WHEN MaUmm Oln¢Cty b the p t gram A If gratings are located n walking surfaces or along accessible routes,then they shall a mow MCI s Thai or aGe sel POa9e1[. L�tl_ i A Grab bars and adjacent wall surfaces shall be free of sharp or abrasive surfaces. 1.The border amens on of the cto ram shall be 6'm in hei ht.have spaces no greater than 1/27 wide'n onedrecton. ANSVICC A1171 404.2.8 and IBC with WA STATE AMENDMENTS-DOOR OPENING FORCEEdges shall be rounded P g 9 NelCo Architecture,Inc. B.If gratings have elongated openings,.then they shall be placed so that the long A The maximum force for pushing or pulling open doors shall be as follows: �I - 54"MIN ANSI/ICC A117.1 703.3.12-FINISH AND CONTRAST a licensed affiliate of Nelson Worldwide,LLC dimension is perpendicular to the dominant direction of travel. 1 Fire doors shell have the minimum opening farce allowable by the appropriate 505 HANDRAILS A Ch ters d th' .........d shall hove a nonglae finish.Characters shall pdm'n'strotrve authority. ` 39°-41° t ,'Oh th b kg ound with a their light characters on a dark background;or 1.Other doors Handrol le extend NotWmll to extend dark c.,arocters on a light background 305 CUM Rf10R a.Exterior hinged sliding or fold rig door.100 Ib.max. hazontally at top horizontally ct top and q"MIN / 4'MIN 1Y MAX 4Y MIN ��rrrr�� b.Inter or n'ngeC doors.50 Ib.max Bottom rail to provide extenea bottom extension / s 36°MIN. ANSI ICC Al]1 703.3.10&703.311-MOUNTNG LOCATION AND HEIGHT REFERENCE DETAIL a r c he h l ANSI/ICC A1171 3052-SIZE AND APPROACH c.Interar holun doors.50 Ib max edge protection / ( ) rising g 42 MAX 47 A% 1, 12" III A.Characters and the,background shall have a non9lare fnsh.Characters shall A Minimum clear floor space faro Wheelchair and pant shall be30'wide x 48' These forces restart apply to the force required to retract latch bolts or disengage If verbal rise a grater - contrast with their background,with either light characters on a dark background,or long.Clear floor space shall be centered on the element it serves. other d th ay hold the doer n.closed pasten. Handrail to extent with the 6°then bottom rail n.iaa sea q g Exce ton. nl Tor ear exterior aulom.tc Ccors com I' th Section 404.1 of ICC sloe al bottom extension to Ids ee a lotion Protruding Spenser PmWtl'na O'soenser R seed O'soenaer O tlark choaracters on a light background. P 1200 Fifth Avenue P FYn9 w n g protection Below Grab ear Pl>ove Crab Bar }a n o B Where tact to sign s tad #to a door,t shall be placed to the latch title A1171 , i Suite 1300 of the door wherever possible.Where a tact le sign s placed adjacent a double door, 307 PROTRUDING 0&IECIS (REFERENCE DETAILS) 406 CURB RAMPS (1)TREAD DEPTH V- M M the sign shall be to the right hand door.If there's,o wall space to the right, Seattle,WA 98101 605_IIRINAIS signs shall be placed on the nearest adjacent wall Exception:Door mounted signs ANSI/ICC A117.1 307-GENERAL AN51/ICC A7171 406 SLOPE(REFERENCE DETAIL) -� g- / shop be permitted on the push side on the doors with closers and without hold open 206.408.8500 phone A Objects projecting from walls(far example,telephones)with their leading edges A Slopes of curb romps shall comply with 406 ANSI/ICC A1171 605-URINALS do,ices. between 27'8dP above the finished floor shall protrude no more than 4"into walks, B.Maximum slopes of adjoining quarters,road surface immediately.adjacent to the taro A Accessible urinals shall complyWith Section 605. Side Wall Grab Bar for Water Closst Beor Woll Grob Bar for Water Closet C Rased characters shall be 48"minimum above the floor,measured to the baseline halls,derridem,passageways,or aisles.Freestandng objects mounted on posts or ramp,or accessible route shall not exceed 1:20. wi of the I....t rased character and 6T m xmum above the floor,measured to the wvvw.NELSONonline.com pylons may oeman9 1Y maximum from 27-80'above the ground or finished `a ANSI/ICC A1171 605.2-HEIGHT&DEPTH(REFERENCE DETAIL) 1-6. baselne of the highest rased ckararter. a floor.ProWdng objects shall notreduce the clear width of an accessible route or ANSI/ICC A1171 406.4 WIDTH(REFERENCE DETAIL) Handrail at Stair Haneroil at Ramo D Mounting local on for such sgnage shot be sec that a person may approach within moneavenn A Urinals shall be atoll(type or wall hung with a tapered,elongated rim at 17' g space. A.The minimum width of a curb ramp shall be 36",exclusive of flared ides: 1 1/7 1 1/4'to Y maximum3 of signal without encountering protruding objects or standing within the swing of above the finished floor.The him shall extend a minimum of 13!°from 5"MAX °door. ANSI/ICC AI I7.1 406.3 SIDES OF CURB RAMPS(REFERENCE DETAIL) the wall. HAND SHOWER A.If a curb comp located where pedestrians must walk across the romp or where t / 18C with WA STATE AMENDMENTS 1101.2.6-INTERNATIONAL SYMBOL OF ACCESSIBILITY ANSI/ICC A1171 605.3 CLEAR FLOOR SPACE(REFERENCE DETAIL) 24•SLIDE BAR _ A.Where the International Accessibility s requires 't shall be proportioned 4".MAX. WIDT ANY AMOUNT s not protected by all be la or guardrails,it shall has flared sides,the maximum 1'I,,, Symbol of Figure 70 i LOBE!- Ip f the flare shall be 110 I A.A clear floor space 30"wise by 48'deep minimum shall be dad in front of _ ships pe° provided II * li complying he I ANSI/ICC l Symbol l of 703.631.NT interior and exterior signs HanSre�i-Section - - urirwl to allow forward approach l 1 -36°MIN. de'ctin the International C 602 DRINKING FOUNTAINS w p9 g Symbol of Accessibility shoo be white on a blue 1..This space shall adjoin or oerfap an accessible route. I' background. Adjo nin9 Sloppee Shall 2.Urinal sherds that do not extend beyond the front edge of the urinal rim may 1 S Ii i 5 ,'MAX. 1 1/7M '.' k Not Exceed H2O ANSI/NC A117.602.1 „tNERAI be provided with 29"clearance between Mein _ iJ If x Is less Man 48" A.Acc ss ble drnkng fountan shall amply with Secton,602 and 307. 3.Urinals instance!in alaves deeper than 24"require a maneuvering area of at n xGW a Thee The Slope Of The Flare Fkred side least 367 mmmum wde,centered on fxture. 1? ' b iI t,�,I! _ Sides Shall Not Exceed 1:1 ANSI/ICC A117'6022 CLEAR FLOOR SPACE - U Z Q A.A clear floor space complyng w/Secton 305 positoned for a forward approach ANSIACC A1171 605.4 FLUSH CONTROLS(REFERENCE DETAIL) 4 b' - 36 mIFl to the drinking fountain,shall be provided. Knee&toe space complying with Controls shall comply with ANSI/ICC A117.1 309 OPERABLE PARTS \ 1 �� T M E N Q Secton 306 shall be provided.The clear floor space shall be centered on the M , T; drinking fountain. r 2et9il DeL EX OPTIONS A 48°MIN. ) t � �f Z Ram (1 12 Max.Slope 1.Drnkng fountains for standing persons CONTROL AREA �l e4 608.3.E Sde Well Grab for Shower r P Letter&numb 'gns•sF,ll hove a went z y )) 2.Orinkn fountains n n for children's use. fi06.3.1 Reor Woll Grob BOr far Shower Shower Floo Ian/Seaff � Shall Have Detestable Wamings 9 D ma ty T O and cantrasting color. 3.In existing building,existing drinking fountains providing a parallel approach L" !* i,�,b to height ratio of between 3:5&1.1 one w1308&309 REACH RANGES NID IfPFRARIF pAR15 -,� Q treks wath to he got recto between Qcomply rig w/Section 305,centered on the drinking fountan shall be perm lied 1870 SEA75 1;5 ro 1:10 Lepers and numbers shoe be raised k /- ANSI/ICC A117.1 308 HEIGHT In (REFERENCE DETAIL) 1:10 Max.slope 4.Where spedi cally permitted by the admnstral authority,a parallel approach a ------ - 1/3Y,upper case sans serif or ample ser'rf " 0A Onobstrucled front a h 48'max to 15"min.A F.F.Controls loated in an Standard Curb Ramp shall be permitted that replace existing parallel approach drinking fountan. 'E o ANSI/ICC A117.1 610.2-SHOWER COMPARTMENT SEA1S a d shall be atom su f, w in Z PProac 3G' Min. - 14'MIN A The height of the shower compartment seats sholl be 17'mnmum and 19' grade 2&elk mused characters shall be al ve>24"deep moat have 36"clear floor will Ad'oining Sbppee Shall ANSI/ICC At 17.1 602.3-OPERABLE PARTS maximum oboe the bathroom floor measured to the to f the seal least 5 8' 3'n h ,6 per Tat of ,^ B Unobstructed side approach-4B°max.to 15 min.A.F.F.Controls located in an Not Exceed 1.20 JTSLa9 Jldad P° v / 9 Dus / < A Operable parts shall comply with Section 309. B. Allowable stresses shall not be exceeded for malenals used where a vertical or viewing dslance above 21 feet. \` Y /� alcove>1 At deep must have her dear floor width. ' horizontal force of 250 pounds'is applied at any point in the seat,fastener T LL C.Bectiabove h&communication system receptacles shall be mounted no less Man 15 ANSI/ICC A117.1 602.4-SPOUT OUTLET HEIGHT mounting device or support structure. International Symbol 95LgiI oboe the floor. Location of T col M Parking AaesY11' A.Wheelchair accessible spout outlets shook 4 in inches max.off.Standing person 606 LAVATORIES li W 0 spout outlets shall be 38 inches min.&43 inches max.off. of ACCBSSII)II.Y ANSI/ICC OperaA117ble its h OPERABLE operable with i N Operable parts shall be operable with one hone and shall not require tight grasping. AN51/ICC A717.1 606.3&606.2-HEIGHT&CLEARANCES(REFERENCE DETAILS) pinchiANSI/ICC A1171 602.5 SPOUT LOCATION A.Lavatories shall be mounted with the rim or counter surface no higher than 3C ANSI ICC All7.1 7021 GENERAL 5.Otbeng,or twisting of the wrist.The force required to activate operable parts shall be Ramps(112 Max.SIaDe) A Spout shall be located 15 inches min from the vertical support and 5 inches max above the finished floor. g er /A WIT required, Light switch B" MAX 5.OIbe maxmum. 1:12 Max,slope Shall Have Delectable Wamings from the front edge of the drinking fountain including bum usual alarms shall a general 'n each of the following areas,as Themtoatats,Eta Curb Remo Parallel to Cum d dentmabng color. g g q ors' 1.Clearance shall extend'7 minimum from the wall minima sit rooms and any ether or co on u areas(e.g.,meeting rooms), _ coo Not A Slope is g;20 or less 2.Clearance of 27 mnmum shall be prov eed from the finished floor to bottom of hallways lobbies,and any other area for common use. - �4t9i1 ntroabng abr or lAare ANSI/ICC At t7.1 fi026 WA1Eft FLOW s requ Tee a. A.Spout shall prude a flow of water 4 inches min.in height The angle of the water 3P Knee clearance of 27 high n shall extend 8"minimum under the edge of Accessible audible and visible alarms and notification appliances shall be installed in ex III stream from spouts within 3 inches of the front of the drinking fountain shall be 30 the lavatory,30"wide minimum,and g7 deep mnmum accordance with NFPA 72 degrees max and from spouts between 3 inches&5 inch,,from the front of the q.Toe dearace of g m r mum shall be d d for the full de th of the 3 _ ANSI/ICC A117.1 406.10-DIAGONAL CURB RAMPS drinking fountan shall be 15 degrees max,measured horzontolly,,hive to the provide P NFPA 72-AUDIBLE ALARMS = z b �,\ .y A If diagonal curb romps hove returned carts or other well-defined edges,such edges front face of the drinking fountain lavatory' A If provided,audible oldrns shall produce a sound that exceeds the proa'I'ng a e T\ f. shall be parallel to Ure direction of pedestrian flow ?he bottom of diagonal curb equivalent sound level n the room pr space by at least 15 dba or exceeds any r gx c, �� s ramps shall have 48'minimum clears ace outside act ve traffic fares of the ANSI/ICC AT 17.1 6C6-DEPTH maximum s r P 5"MA% 15'MIN round level wth a durat on of 60 secaes by 5 dba,whichever's louder. 'r' b o roadway.If eagonal curbnramps are provded at me k d g the 48'clear A Each sink shall be a maxmum of 6 1/Y sap. B.Sound levels for alarm signals shall not exceed 120 dap n -I ,b .2 space shall be within the markings.If diagonal curb p f1 ed idea,they --- ____ I o Cavenie tl `e shall also have at least a 24 long segment of strdgo,curb located on each side • e 2 NFPA 72 VISUAL ALARMS J Data,To[., m°ale CONSULTANT of the curb norm and within the marked crossing i A Vsual alarm signal appliances shall be g t d t thebuilding at facility alarm L ----- � .yo iv o .E system If angle station audible alarms a provided thenangle station visual olorm MOP BROOM STAINLESS SOLID HAT COAT ANSVICC A117.1 40611 ISLANDS 17'MIN \` signals shall be provded. FULL LENGTH / / A.M d lands o o usual Alarm appi....s shall have the followingfeatures: AND IOfCFIENEM y raise s n cross rigs shall be le through level With the street or curb 'c xenon.strobe t t AN51 ICC A117.1 8G45.6 REFRIGERATOR FREEZER MIRROR HOLDER STEEL PLASTIC HOOK Tampa at mM sae,and a level area at Iasi 46 long aria 3E minimum was / -� a z g me Ipmv shau see a s type or equivalent / - / SHELF BENCH between the curb ramps n the part of the island intersected by the crossings Forward Aaarach - - tear O 2.The color shall be clear or nominal white(i.e.unfiltered or clear filtered white Combination refngeratore and freezers shall ho t least 50%of the freezer b floor light). compartment shelves,including the bottom of the freezer 54'nches(1370mm) 603 TOM ROOELS zk z Lapaa- 3.The maxim m pulse duration shall be two tenths of one second with a maxima maximum above the floor when the shelves are installed at the maximum heights 410 PLATFORM LIFTS h duty cycle of 40R: (The pulse d...an is defined as the tome interval between m spoil in the compartment.A clear floor space,positioned for a Parallel approach ANSI/ICC A1171 603.2.2 DOORS W � 19'MAX i itio and fool Is°f 107 of max s to the see aatee to a refri t f provided.The tented ne of the 4QT ACCESSIBLE ROUTE-WALIONG SURFACES ANSI/CC A117.1 410 1 -GENERAL A.Doors shall not swing into the clear floor space or clearance for any f#um. tl" points signal) spas gem or/reezer,shall be A PI tf m I'fle shot'comply with Section 410 and ASME A181 listed in Section 8" MIN MAX 49'MIN 4.The intensity shall be a minimum of 75 candela. clear floor apace shall be offset 24 inches(610 mm)maximum from the centerline of IBC 1104-LOCATION 1052S PI tf rm.lifts sholl not be attendant operated and shall prude unassisted ANSI/ICC A117.1 603.2 CLEARANCES ���� 5:The flash rate shall be a con of 1 Hz and a maximum of 3 Hz the dedicated space. - A At least on ...ale route within the site shall be provided from public entry and ext from the lift. A.The accessble fixture and controls required shall be on an accessble route.An 17"MIN 6.The appl'once shall be placed Bon above the highest floor level withn the space e ace transportat on stops accessible parking and accessible passenger loading zones,and - - unobstmcled tam rig space complying wth 304 shall be prov see w'Mn an accessible _- or 6"below the ceiling,whichever s lower. public streets or sidewalks to the accessible bu ld'ng entrance served. ANSI/IGC A1171 410.2-UFT ENTRY toilet room The clear Hoc,space at fixtures and controls,the accessible route,and a.In large rooms and spaces exceedng 100'across wthout abstract ens 6' 902 DINING SURFACES&WORK 51REACES A Lifts with doors or gates shall comply with Section 410.2.1.Lifts with romps shall the turning space may overlap,however,the only turning space provided shall not be _ _ - ___ above the fnshed floor,such as auditoriums,devices may be place around the ANSI A1171 403.5 CLEAR WIDTH comply in h Section 410.2.2. located wthm a stall perimeter,spaced a maxmum 100'apart,n feu of suspending appliances from ANSI/ICC A117.1 9022-CLEAR FLOOR SPACE 10194 A The minimum clear width shall be 32"at a point for a max.length of 24°and 36' 1. \ II the ceiling. A A clear floor space amply rig with Section 305,positioned for a forward approach, RE TERED ant nuously per Table below. ANSI/IGC At 171 41021 DOORS AND GATES ANSI/ICC A1171 603.3&606-LAVATORIES AND MIRRORS II \x 7.In general,no place',any room or space she ll be more than 50'from the shall be provded Knee and toe clearance complying with Secton 306 shall be HITECT A.Doors and gates shall be low energy power operated doors or gates complying with A If lavatories and rarrors are provided,then at least one of each shall comply II', "4�� 9:, signal(measured n a herzontal plane). providetl. S t n 404.3 boars shall reman open for 20 seconds mnmum.Erd door clear rooted the toilet room ' 8No place n commoncondors or railways shall be more than 50'from theMopehngwidth shall be 32 inches mnmum Sde door clear open rig wa:h shall bee slalls60nless other access'blee loatories ad minors asrealP not be located wlh'n toilet _F� ygANSI/ICC A717.'902.4 HEIGHT minimum,and 34" JARllMuu 42 nches mmmum n ' 9A The tops of ac<estae tables and counters shall be 287 AAUAA.1°� ANSI/ICC A117 1 fiO3.3-MIRRORS(REFERENCE DETAIL) b 5 S maximum,oboe the finished floor. STATE OF WA$ TON Las.lnaa« 31 Lifts serving tea landings maximum and having doors or gates on opposite aides A Mirrors shell be mounted with the bottom edge of the reflecting surface 40' b WHERE APPLICABLE vaI w:24" shall be permitted to have self closing manual doors or gates. maxmum A.F.F. Minors not located above lavatores inks or counters shall be "' A Signs which designate permanent rooms and spaces shall comply with the 9i^atan IMn:2<" a5 mounted wlh the bottom edge of the reflecting sex mu BT�IDHES g surface 35"m m above the Sign?mats leafed below for ANSI/CC End.A11 norms 4 shah RAMPS floor \ 1.Raised and Bro'lle Characters,and Rctogmms A ECM a shall be 32 Inches min mum In width.Side ramps shall bee 42 inches 2 Finish and Commit ANSI/ICC aAll 7 Iles hear p CLEAR FLOOR SPACE IBC with Ci STATE h of a,ENTS 110,.21-CLEAR WIDTH mmmum n width. WALL MOUNTED LAVATORY MOUNTED IN Exce lion:Employee name a A a dear hear s,pace complyingpeal pars approach 604 WATER CLOSETS k TOILET COMPAR71EN1S LAVATORY COUNTER P p signs are not required to comply. the bench eeaiahml be with section 305 tinned for 6d a h to Submittals/Revisions: A Clear widh of,n access ble route shall comply w'M Table above.For exterior routes of travel,the minimum clear width shall be 44'. ANSI/ICC A117.1 4103-FLOOR SURFACES f e A.Floor surface,of platform lifts shall cam with Section 302 ANSI/ICC fear f or space Cor water c WHERE APPLICABLE D wr wi A.sear oar epees rpm water aoaela not I,tt,lt span be provided as follows: A Signs whin ANs1/ice A117,9033-srzE 02 13 19 BUILDING PERMIT ANSI/ICC A117.1 606.6 EXPOSED PIPES AND SURFACESprovide direction to or infarmat'on about,functional spaces of the A Benches shall have seats 4Y minimum in length and 20"minimum and 24" ANSI/ICC A'17.1 403-ibl -PASSING SPACE Clearance around a wale,closet shall be 60 minimum in width measured A.Hot/cold water and drain pipes under lavatories shall be insulated or otherwise bu'Icing shall comply wth the requrements Isted below for 9 A.If an access bib route a leas than 6a•in width,Men passing spaces of at least ANSI/ICC A11The pl ren a-PLATFORM TO RUNWAY CLEARANCE dicufar from the sdewall Clear.^.ice around the water closet shall be 56' 1.Character Proportion maxmum n depth. son x60'shall be provided at 200'max.spacing. A The ekamnce between the platform sill and the edge of any runway landinghall be meNmum configured to protect against contact. D g s 'n depth measured perpendicular from the rear wall.(Reference Detail) B.There shall be no sharp or abrasive surfaces under loatories. 2 Charade Haigh t B.The mmmum clear width for two wheelchairs to pass is 3P 1 1/4 inch maxmum B.No door sw rigs are allowed in clear floor area 3 fin sh unit Contort PN51/ICC A11].1 9034-BACK SUPPORT ANSI/ICC A717.1 307.2 ANSI/ICC A7171 410.5-CLEAR FLOOR SPACE 56 MIN.(WALL MOUNTED W.C.) ANSI/ICC A117.1 6064-FAUCETS Exceptam otran. Buldng dreclones,menus,and all other signs which am A.The bench shall provde for back support or shall be fixed to a wall Back support IBC g009.2 and 133 3 2 A.Clear floor.5- L platform lifts shall comply with Section 305. A Centrals shot be operable wth one hand and shall not require light grasping, p ry are not required to comply. shall be 4Y mnimum in length and shall extend from a pant Y maximum above the 59"MIN.(FLOOR MOUNTED W.C.) circling,or mating of the wnst seal surface to a pant 19"above the seat surface. A.Accessible routes shall have 8T con clear head room: - B The force•e pled to actuate controls shay.oe WHERE APPLICABLE REFERENCE DETAIL ANS/ICC A117.1 410.6-OPERABLE PARTS 9 no greater the 5 Ib A.Element and( f excese)ale facilities which shall be identified b the A Commis for Iolforal lifts shall comply 4Y MIN. I2°MAX C.Lever operated,push type and electronically contra Toiled mechan sms are examples ofspaces o y ANSI/ICC Running 4033 SLOPE D py with Section 309, acceptable designs. t atond Symbol of Accessibility am: 905 STORAGE A,Crass rig slope shall not exceed 1:20. D.If self clot rig valves are used the faucet shall reman open far 10 seconds 1 Parking spaces designated as reserved for persons with disabilities. B.Cross slope shall not exceed 1.48 mnmum 2 Access ble passenger load rig zones ANSI/ICC leanA117.1floor 90sp a CLEAR FLOOR SPACE 550'A/503 PARKING AND PASSEMK�R LOADING ZONES - 3.Access ble entrances when not all are accessible(inaccessible entrances shall have A der floor apace complying with Section 305 shall be wi provded. AN51 ICC AI771 502-PARKING SPACES J 1 M N 6°MAX. ANSVICC A117.1 603.E OPERABLE PARTS drect anal sgnage to indicate route to nearest accessible entrance). / A Operable Hs an towel di and hand d 4.Access an toilet and bathing facilities when not all are accessible. ANSI/ICC A117.1 905.3-HEIGHT A.Accessible ear m khg s parking spaces z D pa spensem ryers sholl comply with Table below. 04 �' p w shall be 96' ^um n width.Van ikn 1 1 s Access ble storage elements shall comply with at least am of the reach ranges specified shall be 13Y minimumin wdth m o.5 2 5 5 A tf ANSI/ICC A717.1 703.24-CHARACTER HEIGHT(REFERENCE DEFNL) n Section 308. ANSI/]CC A717.1 404.2.1 DOUBLE LEAF DOORWAYS EXCEPTION Van parking spots shall be permitted to be 96'minimum width \ D _ Height.The uppeaase letter°P shall be used to determine the allowable height of all A Doorways with two independently operated leaves shall have at least one active leaf where the ad....t access aisle ie mmmum n width. m I Word xs 45 47 15 a5 iC characters of a font and shall be a minimum of and Y maximum ANS/ICC mole its o-OPERABLE PARTS i that mcets the requirements in 404.2.2 and 4042.3 B Pde rig access Isles shall be 6T wide.Von accessible access aisles shall be 9T ___ L L o__ `� Rmcn Hwgu Opanoble parts of storage facilities shall comply with Section 309. 1 EXCEPTION:Where separate tactile and visual characters with the some'nfonnatlon are Sliest Title:ANSI/ICC A1u 1 404.z2 CLEAR WIDTH C. surf,,,,lope mall nor exceed 1:48 n all direction, -�`� ---' ACCESSIBILITY GUIDELINES A Doorways shall provide a clear opening of 327 minimum,with the door open 90. (Note no bull up,orb ramp may be located in an accessible parking access 6"'YIN. Pes911 mrnPmum the he ghi of the tact le upper case letter'P shall be permitted to be}" 1.Clear opening shall be measured between the face of the door and opposite stop. ails) TOE C BOB I.BARS 2.Openings more than 24°in depth shall provide a clear opening of 39'minimum. CLEAR FLOOR SPACE .. PNSI/ICC The 604.4 th HEIGHT REFERENCE DETAIL ANSI/ICC Al Width; 7 upp CHARACTER WIDTH -ply w / parallel ANSI ICC A117.1 502.7-SIGNAGE REFERENCE DETAIL ( ) PNSI/ICC At 6091.2-SIZE AND SPACING A Floor apace shall cam I ith AN51 ICC A117.1 305 to plkw,a Toward, / ( ) A The height to the to f the toilet seat shall be 1p -19°above floor. A Diameter or width of rface shall be 1-1 4 to 7,or the she A.width:The uppercase land shall Shan be%used to determine the allowable width of all $ ANSI/ICC A117.1 404.2.3-MANEUVERING CLEARANCES AT DOORS A.Each accessible parking space must have individual vertically mounted or suspended q P° gripping su /° shape shall approach or both. Data: Prode level (1,48 max..slope)and clear maneuvering area at doors as follows. sign.Required van accessible spaces must be designated. 1.Seats shall not be sprung to retain to a lifted position. provide on equivalent grippng surface. uppercharacase of a font,and shall be 55R com.and 110%max.of the height of the 02 13 2019 A Front approach pull side-ISO'm width&18"con.beside strike edge B.Characters and symbols on such signs shall be loafed 60"minimum above the 1.The apace between grab bars and adjacent wall,shall be 1-1/2" uppercase"P of the font. HEIGHT °' ANSI/ICC A117.1 6045-GRAB BARS(REFERENCE DETAILS) A operable its shall be d within one or more of the reach m Front apprach push side 48'con width a & la beside strike edge. ground n Nero pa pace igea specified in D251gf1: n (1Y®sir lee f door has both a loser and o latch) A For water closets not loafed m feet.stalls,Me following grab bee hall be ANSI/]CC A117.1 section 308,summarized earlier n this sheet s B.Hinge side approach pull side-SO"con.width 36°min.beside strike edge or- ANSI/ICC A117.1 5035 VERTICAL CLFMANCE provided,35'-36'above the finish floor. - 54°m wdth 4Y con.beetle strike edge A.Previte minimum vertical clearance of 1147 at accessible passenger loading zones 1.Side wall horzantal: 47 n length minimum,It max from rear Wall,extending I I Drawn: g n approach pus g and con tat ast one vehcle access route from ate entrances and exda, 54°com.from Tar wall m Hinge side a h h site u c con.width&2Y con.beside hinge edge 9° - i _ �' THIS SHEET IS PROVIDED FOR YOUR CONVENIENCE. IT-11 SELECTIONS FROM THE 2.Side wall vertical: 18' n length minimum,bottom of bar looted 39°min/4P a (48'mm width `door has both a dose.aria a latch) �-j R E . W ,�1, CURRENT ACCESSIBUTY REFERENCED BUT IS (INTE IBC CHAPTER 11 WITH WA STATE Project N0: 16-056 C.Latch side approach II side-48'min.width and 24" ANSI/ICC Al171 503-PASSENGER LOADING ZONE max.above the floor,cented'ne 39°con/41"max from rear wall ,_-,� www A Passenger loading w 3.Back wall:36'in length minimum,extend from centedne of water closet 1Y „ -_,1 3 , AMENDMENTS AND ANSIHICC CURRENT A117.1),BUT SI NOT INTENDED TO BE A COMPLETE OR (54°min width f door has a closer) g agar g zones shall rovide an access bell, ¢tn,re are curbsmbelwcen con.°n side closest t°the wall,24 con.on transfer site. e ,t. Ji1 b `_,t., b' lil, IXNAUSTIVE COPv OF THE CURREM ACCESSIBIUtt STPNDARDS. pproac pu con.bet a ke edge sLatch side approach push side 42"m width and 24"min.beside strike edge Ion docent and porallei to the vehicle II a ,'� APpTOVed: the access aisle and the vehicle pull-up space then a curb ramp complying wthN (4B°min.wdth'f door has a closer) m 4.7 shall be g spaces an / - provded Vehicle standin d access aisles shall be level with ANSI ICC A1171 604.6 FLUSH CONTROLSsurface slopes not exceedng 1:48 n all directons. A Flush controls shall be hand operated or autemat'c and faceted on the open side ofBuilding No: E ANSI/ICC A1171 404.24- THRESHOLDS AT DOORWAYS the water closet Hand operated flush contras shill comply with Section 309 A A Maximum threshold height 1/0. Rased thresholds and floor level changes shall be `a beveled with a slope no greater than 1:2 IBC with WA STATE AMENDMENTS 1101.25 FLUSH CONTROLS R-TOILET SEAT. R-PAPER TOWEL S-ELECTRIC R-PAPER R-SANITARY R-WASTE T.�i�w^ A Hand operated flush controls shall comply with Section 309 except the COVER DISPENSER/WASTE HAND DRYER TOWEL NAPKIN RECEPTACLE I I L maximum height above the floor shall be 44'. DISPENSER RECEPTACLE DISPENSER DISPENSER Sheet No: COPYRIGHT CRAFT ARCHITECTS 2018 NW 1l4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA PROPERTY INFO o P•A pe- oa wey GAYTEWAY BUSINESS PARK ADDRESS: 20015 67TH AVENUE NE o=.: ARLINGTON,98223 BUILDING PARCEL NO: 31051400200700 44TH ST.N6 CNAL E`$' BUILDING 'C' S I T E W O R K ZONING: GI-GENERAL INDUSTRIAL 1/31/19 AIRPORT DISTRICT: SUBDISTRICT'C' PROJECT DATA SITE SITE AREA: 9.36 ACRES(PARCELS A-1 TO A-4) ro$ NOTE: PART OF OVERALL 54 AC PARCEL DEVELOPMENT AREA(BLDG C): 186,703 SF=4.29 AC DISTURBED AREA: 4.37 AC (INCLUDES LOT 1,TRACT A&ROAD WORK) PROPOSED IMPERMOUS AREA: 163,952 SF=3.76 AC VICINITY MAP SCALE: N.T.S. PERCENT IMPERVIOUS: 88%(WITHIN DEVEL.AREA) PROJECT TEAM BUILDING SETBACKS: FRONT: 25' SIDE/REAR: 5 CIVIL ENGINEER TERRAFORMA DESIGN GROUP,INC. BUILDING AREA: 66,625 SF 5027 51ST AVE.SW,SEATTLE,WA 98136 J CONTACT: PEDRO DEGUZMAN,PE SENSTIVE AREAS/WETLANDS: NO PHONE: (206)923-0590 EMAIL: pedro®terraformodesigngroup.com WITHIN FLOOD PLAIN: NO m OWNED/DEVELOPER N REQUIRED PARKING: GAYTEWAY,LLC OFFICE: 9994 SF"1/800 SF= 13 845 106TH AVE.NE#102,BELLEVUE,WA 98004 a WAREHOUSE: 56,631 SF 0 CONTACT: CHRIS GAYTE MAX OCCUPANCY PHONE: (206)240-9739 =114 EMPLOYEES " uj 77 REQ'D STALLS 57 ARCHITECT (=1 SPACE/2 EMPLOYEES) NELSON ' TOTAL= 70 STALLS CONTACT: ERROL RAMIREZ V m o -_ _-_ - ENU�` y--• � y -�. - PHONE: (206)720-7001 --- —��— - --x- -- -- --�-�� '-�� T ---- �� ,— - PROVIDED PARKING: 92 STALLS 3 `-•�-8'--s,�. _'-'":` - : �x.3 ca�rcToani+reauj:a• w -.. �._ •�,�, _ d -�- _.,-4 �~ REQUIRED BICYCLE STALLS=70"10%=7 STALLS LANDSCAPE ARCHITECT -_ TERRAFORMA DESIGN GROUP,INC. & PROVIDED BICYCLE STALLS=8 STALLS CONTACT: AKEMI SAKAIDA,LA o a g x r "° r _ EARTHWORK QUANTITIES: PHONE: (20fi)795-7901 5 _ - ��,. -,- - - _ _ UNSUITABLE E = 5 BCY EMAIL: akemi®terraformadesigngroup.com - SUBGRADE CUT=BL 12,701 BCY 81 � .,,,,,,,� ! M�mm� � Y� SUBGRADE FILL= 10,762 BCY - � I 23 3 "FOR PERMIT USE ONLY q I - ! GOVERNING AGENCIES W `, w SITE.GRADING DRAINAGE 0 I I I g WATER.SEWER PUGET SOUND ENER t CITY OF ARLINGTON CONTACT: ERIC LIAW ., 18204 59TH AVENUE NE 1 I I I PHONE: (425)424- 85 — I --- L � I ARLINGTON,WA 98223 ' z -11{{ ��f PHONE: (360)403-3551 I - BUILDING'C' T_J./--` COMCAST n� n t� - P9!dEB CONTACT: CASEY BR FF188.80LOT 2L4L 'mmiac,a, PARCt:- Ai m` SNOHOMISH COUNTY PUD PHONE: (425)754- 64 PROJECT NO. PARCEL'A2' ` CONTACT: DAVID WOOD TOG#18005 „_ PHONE: (360)435-7508 o BUILDING'B'TOBE EMAIL: dbwood®snopud.com DRAWN BY: } CONSTRUCTED SIMULTANEOUSLY INDEX PAD SHE CHECKED BY: } I'-. . ET I I!OCEL' L J + WITH BLDG.'C' J PAD CIA CIVIL COVER SHEET C1.2 CIVIL SITE PLAN Y ICI I I I C1.3 TESC&EARTHWORK OVEREX Q LOT 3 I C1.4 GRADING PLAN 3 C1.5 STORM PLAN V C1.6 WATER & SEWER PLAN U) J II C1.7 WATER & SEWER PROFILES Co _ z C1.8 UTILITY PLAN PARCEL,"A3' U 1" ® C2.1 SITE DETAILS NORT I C2.2 TESC DETAILS � z �i ` ERN PgCIFIC i I C2.3 STORM DETAILS Co LLI 1, RAILROgp C2.4 STORM DETAILS L.- — _ C3.1 ROAD DETAILS -_. Q =D Q = J---- I C3.2 STORM DETAILS AS-BUILT DRAWING APPROVAL m U' Ci �1�_ C3.3 WATER DETAILS --� C3.4 WATER DETAILS THIS PLAN SET HAS BEEN RENEWED AND APPROVED Lu �O a PER THE CONDITIONS ON THE TITLE SHEET. C3.5 WATER DETAILS C3.6 SEWER DETAILS C3.7 SEWER DETAILS I I SITE MAP ` C3.8 CITY STANDARD NOTES aY: City Engineer,CITY OF ARLINGTON - - - -- --- Lt.I LANDSCAPE PLANTING PLAN DATE: SHEET TITLE BINDING SITE PLAN L1.2 LANDSCAPE DETAILS &NOTES CONSTRUCTION DRAWING APPROVAL SITEWORK T J SVi SITE MAP(SURVEY) THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED f tTO BE PROVIDED SV2 SITE MAP (SURVEY) PER THE CONDITIONS ON THE TITLE SHEET. COVER SHEET SEPARATELY SV3 SITE MAP (SURVEY) s �° SV4 SITE MAP (SURVEY) BY: SHEETNO. 7 Inch 60 ft. City Engineer,CITY OF A w � . u DATE: THIS APPROVAL VALID FOR l/v-- E 1321479.151 """"4.6998 NW 1/4 AND SW 114 OF SEC.14,T31 N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA ELEV:13 --- 3.69 ELEV2133.97 -- -- -- LEGEND - -- -- -- -- -- -- -- � EXISTING PROPOSED o PI. D f 67TH AVENUE NE 2B , ___ ---- PROPERTY LINE �pQ�of wAsq c _. _._ ' AB A2 A3 A4 52+0f OLLECTOR ARTERIAL) 53+00 5ell - - - R.O.W.CENTERLINE49+00 50+00 51 i 0 - 00'4 _2576.71-, ._.. ,,,,.s„-, �,.-.-.-;:�., �,- ,_�,., 55+00 EASEMENT... 1288.36 A C PAVING-LIGHT DUTY WB- 8835'^ 21 3t 32 -..- ..._.. 22... ... 20 23 1. ____ - _ _ 0 A.C.PAVING-HEAVY DUTY Al 2 25 n �, ', �*n•�k .,'' > 18 °"' x EX.ASPHALT TRAIL 18 '{ HALT 270 5 0'�, i-- •n 3p p �' EX.ASPHALT TRAIL A.C.PAVING-RIGHT-OF-WAY .. 0 0 � EXI ASP TRAI,� { t n ;; -' �� _ 4z. � 79e.e9'-- �-.-..p�...�..°-. 2a yr�i f*3 „»M.._ .,._,,, CONCRETE ., � 6Ott _ c_- - _,--t•-y, ..LSC �C_. 67 s O>�I LSC LSC 6 �I aI 3 3 m RETAINING WALL �� mm^ 8[� ) ❑! ❑5 a 25 B�G�TBAC -, ❑ r z R / „ R 5 540-I�187- 136 I-- 540 45.0 / / / / r w ✓ ❑ I '.-. .,'�� j 1 W A N z / L '/. 2 '/, 540 6'.� 45.9' 46.0''/, 5 .480'- ---Y/0'- -li- . a -{6' 54.0 64.5' N•• 47.6' ❑I iM.l e� a,•� rLSC LSO 20TY. 4 �: I 'IQ © 29 , gItl � r LSC l'7I; L s LSc' 6 + e LSC I C SITE PLAN NOTES EX. OUTDOOR STORAGE I ��, t I' iI y •�• 19819 67TH AVE. NE III ❑ r LS LSC LSC /'' I 1 CONIC.CURB RAMP(CENTERED)PER DTL.1/C2.1 ZONED 'GI' I I 2a 7 c z9 - 10 to z on. za n 1a to 2Ott, 2B 11 6 "'_.•_-. 13 1n %' I 2 CONIC.CURB RAMP(PERPENDICULAR)PER DTL.2/C2.1 14.5' 18.0' 11.0' 11.0' V �I. `. ' 2 Ott. Ott• I I 3 CONC.CURB(CAST-IN-PLACE)PER DTL.3/C2.1 n. I I 4 HANDICAP STENCIL PER DTL.4/C2.1 k TRAC A u 55.0' aI, 5 CONC.CURB&GUTTER PER DTL.5/C2.1 z.o m 1 � I. 4.2' III e :" 6 MONODTHIC CONIC.CURB&SIDEWALK PER DTL.6/C2.1 � 1 l REMOVE EX. I I 7 CONIC.WHEELSTOP(6-FT LONG)PER DTL.7/C2,1 g ROAD ESMT. I a f 5 LS LSC x AISLE GRADE IS 8 ASPHALT PAVEMENT SECTION PER DTL.8/C2.1 I .1 ❑5 T w 2.25-FT LOWER - g = pp 6 p (� C 9 BOLLARD PER DTL.9/C2.1 t � li i � s 4- 12'W10E CHANNEL B U I�D I N V L/_ �' THAN FF ELEV. ,., � I 0 T FF=133.00 L 10 2-BIKE RACKS PER DTL.1O/C2.1 W LOT � I �I 11 HANDICAP PARKING SIGN PER DTL.11/C2.1 � m BUILDING'S' V Lu ffft 12 CONIC.SLAB-HVY.DUTY PER DTL.12/C2.1 '7 3 12'YADE L) CHANNEL .LSC 0 13 CONIC.WALKWAY-NO CURB PER DTL 13/C2.1 L. 395.0'- - ------- 280 14 CONC.EXTRUDED CURB PER DTL.14/C2.1 O , Iz+m i o STAIRWAY METAL STAIRWAY I T 15 ASPHALT THICKENED EDGE(UNLESS BLDG'B'BUILT SIMU TANEOUS • PLANS PER ARCH PLANS Fey = yy PER ARCH 16 TRASH ENCLOSURE PER ARCH.PLANS a ' METAL noo'R LSC U 6 e r ° t •. 17 CAST-IN-PLACE CONIC.WALL PER ARCH.PLANS a' i qpp I�sP 3a : i' / Y3 18 METAL SCREEN PER ARCH.PLANS n 12 2a8 h� -460' - 19 5'x5'CONIC.ENTRY(1.5%SLOPE). CONC.PER DTL.12/ .1 b LJ - p._° REMOVE EX:CONIC.DRIVEWAY W W o + L1 20 II 64 ,I •. ' I ! 21 SAWCUT&SEAL LINE. PAVEMENT PATCH PER CITY STDWDR-1 A m s _ 1 •, ! ^ _,•,. I p 22 NEW CONC.CURB&GUTTER PER CITY DTL.R-180 I 40UR " I �, ,� �; r � • -� "� I � I 12' � li .' ;• '� < / '.: 23 RESTORE PLANTER WITH 2"MULCH OVER 8"TOPSOIL • B5 ,° / °I 24 NEW CONIC.DRIVEWAY APRON PER CITY STD.PLAN R I. �. 4 DO' '� 3 / Y7 I 125 NEW ASPHALT PAVING FOR TRAIL PER CITY STD.DTL 1 26 CONIC.SIDEWALK PER CITY STD.DTL.R-170 u 77.401 ' - I 1 � mik ' � ✓ - ' � '' / � � " / �I '0 / 27 PEDESTRIAN LIGHT BOLLARD PER ARCH.PLANS � 1 / ,:' r. , i / > r. n� PROJECT N0.s«w f0°59yp^E / r i / LSC 28 TEXTURED CONCRETE AT DRIVEWAY CROSSING 2 - ,(, / r / / i / ® © ^ TRANSFORMER 4'%4'CONIC.SCORING L LSC,i DRAWN BY: ' / r I 1" I 26.0-� 29 4"W111TE STRIPING(TYP) PAD .fiJF- --^I t ACCESS%FSMT OP BAR CHECKED BY: s c 6 q I 30 STOP SIGN PER Cltt STDS.&16"WIDE STOP 31 NEW CONC.V-GUTTER PER DTL.15/C2.1 PAD 32 NEW CONIC.RAMP FOR TRAIL PER DTL.16/C2.1 � `I,A � + �� 176.95, I. 2 Y C„.0. Q o z f R c, J I , �_ w _ - a - N�RTHE N � N, 3G4 . z c� Q - _ PACIFIC e ,� - f0'S9'f0 E Z 7 RAILCQ /- ROADWAY NOTES ROAD 1 Inch- 30 ft. Co _j F-- m Al STA 48+41.40,11.6'RTf: CURB P.C. B7 STA 10+09.97,32.50'LT: STOP BAR,DSY LANE STRIPE I .: - _ Q Q w s BEGIN NEW GUTTER TO NORTH B8 STA 11+66.18,32.50'LT: DSY LANE,P.C. I - - AS-BUILT DRAWING APPROVAL CoU z BEGIN EX.CURB&GUTTER DEMO. A2 STA 49+96.36,15.82'RT: CURB P,C. B9 STA 12+46,38,40.60'LT: DSY LANE,P.T. THIS PLAN SET HAS BEEN REVIEWED AND APPROVED Lu PER THE CONDITIONS ON THE TITLE SHEET. NOTE A3 STA 50+11.40,15.82'RT. CURB ANGLE POINT B10 STA 12+61.39,43.67'LT: DSY LANE,P.T. 55.0'TRACT'A' Q THE LOCATION OF ALL EXISTING UNDERGROUND O A4 STA 51+11.40,12.0'RT3: END NEW CURB B11 STA 13+04.95,50.11'LT: END DSY LANE - o• (D TITRAC IS o 2 SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR END EX.CURB&GUTTER DEMO 812 STA 11+51.49,43.50'LT: END WHITE STRIPE � BY: SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING Ili City Engineer,CITY OF ARLING ON 0 UTILITIES BEFORE COMMENCING WORK. AS STA 48+64.35: BOTTOM OF RAMP FOR TRAIL �- �,ex � SHEET TITLE g 10'LONG RAMP 0 5%MAX. B13 STA 9+98.69,77.90'LT: BACK OF SIDEWALK us' 18.0' 11.0' 11.0' 1.8'-2.5' EXISTING GRADE INFORMATION IS APPROXIMATE. THE CONTRACTOR B14 STA 10+20.11,62.99'LT: CURB P.C. VARIES INGRESS LEFT EGRESS RIGHT EGRESS PARKING DATE' °2 SHALL FIELD VERIFY EXISTING GRADES AND NOTIFY ENGINEER OF A6 STA 48+85.56,BOTTOM OF RAMP FOR TRAIL CIVIL ANY DISCREPANCIES BEFORE COMMENCING WORK. 10'LONG RAMP 0 5%MAX. 2s CONSTRUCTION DRAWING APPROVAL B15 STA 10+30.47,67.60'LT: END GUTTER SITE PLAN y CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND BI STA 9+98.47,0.10'RT: BACK OF SIDEWALK CONIC.CURB& 8 ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO B16 STA 10+58.60,66.50'LT: CURB P.C. GUTTER PER CITY THIS PLAN SHEET HAS BEEN RENEWED AND APPROVED e, CONFIRM EXISTING UTILITY AND GRADE INFORMATION. 82 STA 10+35.80,14.50'LT: CURB P.T. B17 STA 10+70.60,54.50'LT: CURB P.T. STD.DTL.R-I80. CONIC.CURB& PER THE CONDITIONS ON THE TITLE SHEET. SLOPE GUTTER HOT MIX ASPHALT SECTION GUTTER PER CITY CALL AT LEAST 2 WORKING 83 STA 11+58.02.14.50'LT: CURB P.C. B18 STA 11+95.53,54.50'LT: CURB P.C. TO NORTH. PER CITY STD.DTL.R-020 STD.OTL.R-180. s BY: SHEET NO. DAYS BEFORE YOU DIG B4 STA 12+38.23,22.621T: CURB P.T. CALL'811' B19 STA 12+0. ,56.40'LT: END GUTTER �SECTION -TRACT'At City Engineer, A I /� /1 B5 STA 12+63.00,27.69'LT: CURB P.C. 820 STA 13+09.0909,76.44'LT: END CURB DATE: B6 STA 13+02.37,33.73'LT: END OF CURB C1.2 SCALE: 1" = 10' THIS AP ADD OR 18 M N /V' •1 NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M,,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA CJ'iJ,IB.E(`1i�.1MALGj �' MEGL H 1675 RIM 154 68 -SSMI f!l RM A IJ t117 11 0 P' FC �� Of WAyh� 'LOWS NOIYRI ' n '„ / ri( 2G.1G711^'1�' ✓L�A' ' F' W Ni1F:Lhi ,r 41 As. Sp.44 &1875.106 CP29-C2:MCAWA IE',5) 12 SE(Il'i .Ail 1G70 5M I t '1 E 1321a]e.tst [ISE��a.we (N) i 4 Ei(12') RIM-7 b P3 I HIM 12J" � - .___ ft�WF 4W - \.. IIFI�(1W,1)INOFTh,S')DFOI`p..l..,. '1RJ19TEM1� \ W �� 7 FLOW NOR7il .. IF�,vr1l sa'!12") -) "a2ero�a we TONAL E ' 13ss I(s)�-1 r.. CUR _ _ .,� tl_ c__ _c__ p.�__ c-1�h _ c �c____c eta C�{___ p �_ "^v`. p_ p_ I . IP+00 50+00 e1+00 52+00 N q 1 53 W I . / —`• _ n� +_ 1 INOp —.I Ye8.35' �I---1� �^ �� _ _ _ 1.\ f— 12ev3w_c'�"--_ _ �a._ ti \ _y� _ —� _ _ _ _ _ _ — L ,, m -;•, —. -1 4TTt� : _� 1 -.. III �� _r-J _ � I . ...� . SABCUT 4 SEAL UNE N 01'S855•PER SHT.C1.2 I .. NAY 8'E 11e.OT" _ -t F'•� �� _� F aR`r - F _F _ r - INLET FILTER(TYP) `FILTER FABRIC FENCE PER DTL 4/C2.2 . PER DTL 2/C2.2 `TEMP.SWALE PER n .._.._._._.._. ._. L. ,,\�``•. _-.. I Et ` I^ DTL 3/C2.2 s F� 1 r1 +L1....� ROCK CHECK DAM A PER DTL S/C22 AG P NOREMOVE E% ` I J. 29 A.C.PAVING ` NOT TO BE USED ` - ' FOR ACCESS � 3� �y EP 6 ! WTHOUr A ROCK Wp=g 4 ® coNs RucnaN ENTRANCE. A.� Lt 'I •� TEMP,SEDIMENT - '\ .fir• V EP-4 INFILTRATION POND ) :1 ' EP-1 WF-8' ^�� �, `•n: PER DTL 6/C22 1!r r'I f \ Il \ BUILDING C �I� �• WF_2, `i , I FOOTPRINT i �I r„ 'I, ,�� li,P I { a :, "-BUILDING B IS INTENDED �•' «^l� jl $ a� �I I I !. w A �� TO BE SIMULTANEOUSLY 1, 11,1 .✓ ;, �. 1BUILDING EP- t; � I AS BUILDINGC•. / \ w BURRING'B FOOTPRINT,.. „ ....C2V a y ....' r n 1 N77 OT018 `'' cJ , E 0 l REMOVE EK I A.C.PAYING I I EP-3 °o 0 0 0 0 0 0 0 _ r 14 o H b 00 0 0 o 0 0 0v o o WP-3' 00 o ° o o ° o b o 0 0 J o _ w I 'APPROX.LOCATION OF E% Y PIT BY Gn I „r 1S'z100'ROCK CONSTRUCTION., -Q o.,• "" APPROX.LOCATION >.. . Lu SONDEX WOO GILL DEPTH. ^ ' _ ENTRANCE PER DTL 1/C22 CWF-ON RA WOOD FILL DEPTH. , "/ ' SONDERGAARD PIT BY \ ' l •, — _ CONTRACTOR TO OVEREXCAVA WOOD FILL AND UNSUITABLE \� A O OVEREXCAVATE ROCK CHECK DAM CWF=EX ONTRACTOR D FILL DEPTH. UNSUITABLE 1. ' R1--D BACKFl=NIIH STRUCTURAL FILL PER GEOTECH REPORT. .,\ PER CH B/C2,2 WOODLL WITH STRU FILL D UNSRIAL AND UITABLE GBOTECH f WF EP-16 j _ REPORT, ',3� i1�1 PROJECT NO. ui TEMP.SWALE PER �") �[ TDG,y18005 �,.. /� - DRAWN BY: PAD x Io•se�m•�•� i ' ' .. �� _ � /f/' ��•„ �i,- '. - Y�� CHECKED BY: PAD 3 I ........ _ —� Q __ N 2ae:e3'••I �'� _ J _ ui Q :E!:_ LL co F— / LEGEND AS-BUILT DRAWING APPROVAL co- (D / EXISTING PROPOSED EXISTING PROPOSED EXISTING PROPOSED -� -- " —--— PROPERTY LINE THIS PLAN SET HAS BEEN REVIEWED AND APPROVED L u O .. SEWER MANHOLE —F— FILTER FENCE PER THE CONDITIONS ON THE TITLE SHEET, NOTE --- R.O.W.CENTERLINE STORM CB O O O ROCK ENTRANCE rQrr1 THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES IS EASEMENT V SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR s STORM MANHOLE ® ROCK CHECK DAM BY: SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING I OD--;- GRADING CONTOUR Engineer,CITY OF ARLINGTON UTILITIES BEFORE COMMENCING WORK. ___E__ City ELECTRICAL LINE „) CB INLET PROTECTION SHEET TITLE EXISTING GRADE INFORMATION IS APPROXIMATE, THE OCNTRACTOR -6� --- WATER MAIN Z DATE: SHALL FIELD VERIFY EXISTING GRADES AND NOTIFY ENGINEER OF ---T-— TELEPHONE LINE TESC& ANY DISCREPANCIES BEFORE COMMENCING WORK. -_,._,8�GS.... SEWER MAIN GAS LINE CONSTRUCTION DRAWING APPROVAL EARTHWORK OMTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND -c ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO STORM DRAIN r-1 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED OVEREX CONFIRM EXISTING UTIUTY AND GRADE INFORMATION. P POWER VAULT PER THE CONDITIONS ON THE TITLE SHEET. 5 Y7 CALL AT LEAST 2 WORKING FIRE HYDRANT o UTILITY POLE a DAYS BEFORE YOU DIG ® WATER METER CALL'811' STREET LIGHT o 2a a eo BY: SHEET N0. DC GATE VALUE City Engineer.CITY OF ARLINGTON ^ 1 . ^ PARKING LIGHT DATE: 1v_ I tSJ 1 Inch- 40 ft. THIS APPROVAL VALID FOR 18 MONTHS ""°'"""""" NW 1/4 AND SW 1/4 OF SEC.14,T31 N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA E 1321479.151 E 1321454.898 EL EV:133.89 ELEV:133.97 ,J ,Itr,,H _:- a----9 ' .. •, p... _ p--- -- -_ __ _ ,_ - -- --'- ---- --'L � �"p ..._ - ��� � P AFC _. p-- ---- --- -------2 cc <c-- c- c 'r �p p �- �� 4. p O?�ocwaNi� r � �W p - - - -- - T--- .. AVENUE _ 67TH N 9 - -�COLLECTORARTERIAL) - 49+00 \ �.. 50�01� _ 41 51+00 � `,, Ii 52+0 E_ 76.7E-5+0 - I 1 -`\ �I 1288.5 - 4 -r_-_ 1J3.50-- - _ .. -- ""•` _.. 54+0-J L 130.40�� 31 1288 36 y�. 55 - •/ \ 2S - ( Do 134 47 134.24 1 „-- -_ .. r ........_, -- \ __ . C.X .. ._.._ --_ __ 'r'_'.. ........_ 7aJA . ... ....7. - _ 1 n ,� •.,. .. %�..J..,�w.....-..^ ( w u,^R...ak4V�, ...w t3t35tL r�-��N, ❑ 13482 y, . yy 132:93 v r134.uR FX _,.;V -_ 139.25t -133.Ot N 02 OD 48„E I 132.02 for '�% 118.02,. 134.25 1341t �' 33--�• __,..._�� r 798.89' 1!`�.��I1 I'I'�I I•{I a 11/3J'85 y K r,131\321 30*i' J�/I2I•. . 13 1J0 .1321.3220 12 _.. 07x-1 40.\... -........71- 134.72 _ 07 ,31 z5D _ 1130B.5D R Fill - .�T \ 131.48 .00 7,31 -rw " -t 1._p1A 13140 0 165 131.651 3q 129 752 �30..133.50 , 132.20 132051J2.2 I3z05 132 32.05 132,05 -132 "at S �; '� 133.79 133.E ,..1.3Y3 I.25 �132� 13z30 13317E 132.8I8 1.3 2,80 13 35 � ._35 ,.,.4.23B35,...... .',�......_..... ....13r2.8.0 ... 13235� I y i 33 13235 .1 I >m 13a2 1 2.JS 3� fiJ0.50 ' rt uJ�' 134. 133.00 R 132.43 -... 13J.00 133.00 132.43 1J300 N I - G AMP(TYP) � RAMP(TI33.00 -`�a,,.- : 8X MAX 81i MAXMA% 13280 I 129.11 I 129.25 I+ I (1 I ass / r 13300130.75 � f I - i 134.,5 133.67 ' ,., ...-� `•.,,..., I90� '. Fri I ` 133218 I CURB&ASBUILT z� 129 ✓ I 1 . 134.15 I I I I a BY BLDC'B' a .;' BUILDING 'C' LU i ITT L d T 1 FF=133.00 ,, �29.65 29.25-_LOT 2 N f1 . 11• � BB f.� UI L D5 ING'B..' 132% I29.�113517 .60133.0 132.46 134.81 13440 13) 2 �-JJ134.48 1392 133.00 133W 133,0 129.00 129.00 129500 129.00 .001200 128.5 12 685 4 . 130.751JJ00 134.81 134.05 128 • 129.85 129(2 I 2&96 1J2.90 & O� �N'U►'I ap�51 134.56 ;35.24 Y� 132.20 12 4._._ �P I4.4 \8% 133.10 i• -z' �' 13290 IJ200 130 `" ) 129.901 { ` , ...__. I. 133.75 1350 _ $ { 133.00 132.90 13A00 133.00 ! -- 11/ 32 30 13290r I CURB 3 ASBUILT' ., 13z70 136.oe gl �3. �BY BLOG'B' 4�133, \'�, 130.50 1J0.50 \ Lu ...,. , 1 i I i I I `•� 132.75 �• {4` 130.so / 130. I1 129.65 I -129.25 U. r \\\ / 133.00 1 00 130.751 f _ \ y4.1X... °--....._w,:c�.�w r�wi'-_. \r!� -.,u.4�' N/ ,�731 13v 0 ~ ..w,._....- c. 131.50.....w,..... r/.. r, 1 3• 1132 13200 240 ❑ K T35.9 135.73 1J3.40 w a..._... 131!. .- _. L._ __• � h c PROJECT NO. i MG 05 ,�I DRAWN1B: .._I 1 132.30 1 .SO ti r �rlT J1.B0 (',1 g 29 rn t ..�.. 132.a5 ..� I 73zo PAD _ ���_ -132.30 132" 1w.._' 0-�� �5� I CHECKED BY: , 5 e p _ Imo, �f 50 1 I131.70 ,Y T 32. 4 j \a al 132. ...o ,�y o x ao J` a_ - J ` 1 �r C C „ LLB H RN PACIFIC `-' -r ! N 130 I inch. 30 ,t. z � Q AILRpAD o"�_ ti C z m - Lu m I I I LEGEND `� .._.\ -, F-- < < w I I AS-BUILT DRAWING APPROVAL Co � EXISTING PROPOSED EXISTING PROPOSED 11 M'l ---- --- PROPERTY LINE • SEWER MANHOLE THIS PLAN SET HAS BEEN REVIEWED AND APPROVED w p NOTE --- R.O.W.CENTERLINE ■ STORM CB VARIES,30.0-So.e' PER THE CONDITIONS ON THE TITLE SHEET. �- THE LOCATION OF ALL EXISTING UNDERGROUND UTIUTIES IS SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR - - - - EASEMENT r� STORM MANHOLE �I tt.T N ",� SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. -!00 '--- -100- GRADING CONTOUR _ °i I BY: $ -- e-- .. 4' S.6' 12.0' -E-- ELECTRICAL LINE City Engineer,CITY OF ARLINGTON SHALL FIELD GRADE INFORMATION IS APPROXIMATE.AND NO THE CONTRACTOR 8 -- -�- X y 9 ---w WATER MAIN SHEET TITLE g' SHALL FIELD V1:RIFY COSTING GRADES AND NOTIFY ENGINEER OF � - ---T-- - -T- TELEPHONE LINE ANY DISCREPANCIES BEFORE COMMENCING WORK. -B° SEWER MAIN I DA'F` GRADING A CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ---c-- -"�-G- GAS LINE I CONSTRUCTION DRAWING APPROVAL PLAN 8 ALL DAMAGES MICH MIGHT BE OCCASIONED BY HIS FAILURE TO 12 pD-._._ c SAWCUT EX.A.C.PAVNG CONFIRM EXISTING UTIUTY AND GRADE INFORMATION. --` STORM DRAIN r� FULL-DEPTH&SEAL 2.0'INDE CONC. PEDESTRIAN TRAIL S DE L=1 POWER VAULT PER CITY SMS. V-GUTTER PER CONC.PAVNG(8"DEPTH) THI»PLAN SHEET HAS BEEN REVIEWED AND APPROVED CALL AT LEAST 2 WORKING FIRE HYDRANT DTL.14/C2.1 WTH SURFACE SCORING PER THE CONDITIONS ON THE TITLE SHEET. aTY -0- -k UTILITY POLE PAVING PATCH X.AC.- AT 4'D.C. DAYS BEFORE YOU DIG E` 0 WATER METER SM.DTL.R-140, SHEET No. SC CALL'811' GATE VALVE t �l STREET LIGHT R-020 [ 1 SECTION -TRACT'A'ACCESS BY..- City Engineer, LING ///'''''��� r° PARKING LIGHT ALE: 1" = TO' / � . w DATE; v THIS APPROVAL VALID FOR 18 MONTHS E 1321479 151 a i3zi$sd:as6 i NW 1/4 AND SW 1/4 OF SEC.14,T31 N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA ELEV 133.69 ELEV: 133.97 ' STORM STRUCTURE 1EANOUT SCHEDULE STORM PIPE SCHEDULE TYPE• �` � �/ �- �' "'� r - - -- - - -- .^. CB/CO RIM IE PIPE DIAITYPE LENGTH FT SLOPE O P' DFG'(� {{ I a -.s J s --s""^V�? ��a• __ ..._.__ .,__ +,. i s_._l LitYK A.IJ I-..l�dl� �_J Q'• Of WAyy/ ®1y�� '1Ty-1 7IpL - ,p..� _ 4 - ---c(----� 1 TY.2-54"C8,SL 131.30 120.40(15"N) A 15"PVC 11 2.00X V E(+J IV E N U E N E�.-- � ° .__.._- ° ...... -° t,c �c 4` 0 121.95(12"W) B 15"PVC 8 1.88% $ -- --t' 39+00�, w „�:'� 50+00 51+00 .i' _ �+Od •53+00 I �+-�� 119.85(24"5) n _ .CI�,•p . .._..2576,z7 3+00 ._..._.__...... � 64,�Q�, _. 1 �55� 2 TY.2-54 CB,SL 131.65 121.95 12" C OMITTED �y.�._.._ _- - D 12I CPE 58 4.O6R " xae --I-- e 1 88-2Y 5' .'5A.1 "5�,. ,Sti. ... 1288.36 121.95(6-NE) /OVAL 6C4' -- `---�'�----J---- j u r---- -- ■ --J L- M 119.85(24"S) E 12"CPE 86 0.45% r -'c_ X. SSK ......._.y, U`.M•_ _ I w._ ..- _.. w 121.18(8°E) P c"i' ;/\ / ""`•. - 119.85(24°IN N) G 12 CPE 78 0.40X ... a _.,.- ^"r.. H 12"CPE 64 0.40% 118.02' � t33---""'-" --�� ' 798.89' -- -�� ,. ,. �.�� ..._„ ...._ 4 BAYIILTER 130.50 123.45(15"W) - p --�-' �' � - +`- - - - PER DTL 2/C2.4 120.82(15"S) I 10 CPE 65 0.90% i�11,, \" i 1 O ❑9 G `�,-> OF -:z. 5 TY.2-48"CB,SL 130.40 12Z.85(12"S,N) J 8"CPE 89 0.65R M ..+._. - ( 7 3.60(15"E) K 8"CPE 83 0.65% --_ ------_ 6 TY.1 CB,OR 131.20 126.20(12"S,N) L 8"CPE 66 4.06% i I„ O .._ _-:....._ , ------- e ❑ 131.00 126.59(12"S,N) M OMITTED 3 A a 8 TY.1 CB,OR 131.00 127.06(12'S,N) N 12"CPE 22 132 -- - i\ I 1BI 9 TY.1 CB,OR 131.20 127.37(12"S,N) 0 12"CPE 76 O.60R ",, OO 10 TY.1 CB,OR 131.40 127.80(10"E) P 12"CPE E % 1 O W3 ® pe -- (2N) Q 12'CPE 57 0.50%I/OA� ... ...._...... ...,„_...__ .o» ._.. .,",.. ...._. R1 40 '� 11 TY.1 CB,OR 132.25 38(8-EIS)7127 -- y 128. CPE 61 S 12"CPE 63 I I 14 p f! 33 ' _ 1 Q I 4 .`......_....4RD. e'RD;- 6'RD 4'RD o 12 TY.1 CB,OR 132.30 128.96(8"E,W) .. 13 TY.1 CB,OR 132.20 129.50(8"W) n 12"CPE 88 0.36 -� INFILTRATION GALLERY'A `' I� c 13376 131 T2 12"CPE 77 PER SHEET C2 3 - I i I 14 TY.1 CB,GR .O6(B"N) I ll7 a Yrl '``'y 51-MC•3500 STORMTECH CHAMBERS n 15 OMITTED T3 12"DI,CL50 113 0 IN ROCK GALLERY a a RD BOTTOM OF CHAMBERS=119.75 4 16 TY.2-48"CB,OR 4 8"DI,CL50 40 .BSR G 129 75 123 99(12"E S) T TY.1 CB,OR T5 B"DI,CL50 53 65X m 5 5'LIVE•STORAGE DEPTH 17 129 25 124 DOWNSPOUT TYP DESIGN INFILT RATE=13.71N/H \ .41 12 E, ' ( ) � ( � U1 6'PVC 38 7. � f I - 4"PVC,SDR21 0 1%MIN DOWNSPOUT(TYP) I X2 18 TY.1 CB,OR 129.25 12473(12"E,W) \ I TO COLLECTOR ROOF DRAIN .4"PVC,SDR21 0 IX MIN I Q 1 19 TY.1 CB,OR 129.25 125.02(12°E,1'A U2 6"PVC 102 1.00R •s CUB&ASB LT r,,, •.., f TO COLLECTOR ROOF DRAIN �BYRBLDG'B'UI 20 .TY.1 CB,OR 129.25 125.29(12"1 U3 8"PVC 43 .37 �T _.._ .� W4 r BUILDING ClI U4 8"PVC 78 ag 0 y V ; / ,I LOT 21 TY.2-48'CB,OR 130.50 125.54(12"S,W) 4•Rp 9 L U5 B"PVC 147 1 OR • Q al w 12 36 // LOT I, 4"Rp 1s 22 TY.2-48"C8,OR 131.10 125.86 U8 6"PVC 21 3.33% / FF=133.00 _ •„ 41 I 23 TY.2-48"CB,SL 13210 2614(2°CON II " \ , V 6'PVC 79 V a �.. Q _ � � ' „ 24 TY.1 CB,GR 128.85 1126.551 8"S N BUILDING'B' """ (' WALL DRAIN I 1125.55(12") W1 8"PVC 16 •g 6"DI,CL50 0 1%MIN. 25 TY.1 C8,OR 128.85 126.81(B"S,N) W2 B"PVC 129 0.80 8 , 0 K 4' 26 TY.1 CB,OR O 1s* I S'RD T5 / ,1 - 128.85 127.15(8"N) W4 6'PVC 100 .00 Q icn y �\^ < 1 I) I n 2 � 4'RO 25 4"RD 24 - 6.RD DOWNSPOUT '�"1-- - a 27 TY.2-54"CB,SL 131.90 124.10(6"N) D �,I, 4'RD 6'PVC,SDR21 0 1X MIN. 4'lID I 123.80 12"B W5 6'PVC 85 00 A$ DOWNSPOUT t AN W6 8"PVC 54 1 DD%'^ d AR ( ) C� I TO COLLECTOR ROOF DRAIN N B 123.6D(24'S) ... 8"PVC,SDR21 0 1X MIN. 3z 29�- _..,_I COLLECTOR ROOF ❑ 123.93(8"S X2 6"PVC 94 ,6.83%ate_ I X1 6"PVC 30 1 g 28 TY.2-54"CB,SL 131.80 124.10 6' n g p (24'MIN.COVER) ' u5 ( ) 06% 1.3 123.60(12"E) W g 1� R 123.80(24°N) CPE SHALL BE ADS,N-12 EQUAL �( Q _ l .y°,( -l� '• I 1 I 37 - �ry 130 4'RD �I 1 4 \ (D 29A CLEANOUT 131.35 126.98(6") PVC PIPE SHALL BE SDR21 OR � T0. OIlE GR--R -0 uz s a'RD "-" ----'- -' - - -- QOUT(TYP) PIPE COVER=24"MIN.,EXCEPT DIP,Cl (24'MIN. VIR \ -. ...... u '�'- „- .I DO VCPSDR21 0 1%MIN. �CURIB&ASBUILT 30 TY.2 48"008,SL 131D.60 124.52(88'N) PIPE LENGTHS DIST.TO CTR.OF STRUC UT (�\ r }\ I- J I � ❑ I TO COLLECTOR ROOF DRAIN � r l - I I' I 1 I I�I - /• �`� / T3 I 20 31 CLEANOUT 129.20 125.30(6',B') _ 30 42 I ❑ % 32 CLEANOUT 129.07 128.50 8° 13 .) 4RD / 6 N D ..p ..._ 33 TY:2-48 CB,SL 132.08 126.10(°) 1 4R ;I j /v, 125.93(6"S,'� PROJECT ..... .... v� ,.�. DRAWN BY 35 CLE 34 EANOUT 13230 17.1 (B-) D : / 132 75 27 91 8 . \� B ( PAD T2 2a u1 ,p s.. • ' �� .,,. �r�:..,. y, __..X 132 _.........w.,_ 1 j,,,\ „ CHECKED BY: i 1 6 °) ,4 O 36 CLEANOUT 13287 12891(6") 23 =�-p 71 37 CLEANOUT 132.30 129.76(6°) PAD .W,,�""---w-__-__- 22 38 CLEANOUT 132.96 130.30(6°) n \ `I �("�,,,--•..,,�_ �,F.;'t _- -_.'"a" a,,,__..._,.w,�c w_c _..._c ; -, 39 CLEANOUT 130,40 127.00(6°) m 2 40 CLEANOUT 130:40 127.00(6°) � TjZ.-ZZ-,,,,,,._ _.._-a... � o 41 CLEANOUT 130.60 128.00(6°) (..� i �� � " � �� -' 42 CLEANOUT 13260 1290 ) Co J o _ AC11 R a � - 1� • 1f9304 •° TYPE 1 CATCH BASINS PER CITY STD.DTL SD-020 W U RN !'-' `O PERLSHATION GALLERY'S' N 10'S9'1O E TYPE 2 CATCH BASINS PER CITY STD.DTL.SD-040,SD-050 z C� Q P C A f-+-r EET C2.4 ! GRATES PER CITY STD.DTL SD-070(VANED) � Z D '14-MC-ETC2.43500 ORMTECHCHAMBERS ! SOLID LID(TY.1 CB)PER CITY STD,DTL.SD-080 � LU SOLID UD(TY.2 CB)PER CITY STD.DTL.SD-110 IN ROCK GALLERY - _W CLEANOUTS PER CITY M.DTL.SS-080 - Q w I LEGEND BOTTOM OF CHAMBERS-123.50 / w 5.5'LIVE•STORAGE DEPTH Q m x ---- AS-BUILT DRAWING APPROVAL ?� U Z a 4 c / J V ---- PROPERTY LINE PROPOSED DESIGN INFILT.RATE=13.71N/HR ° + _m r I miP��l THIS PLAN SET HAS BEEN REVIEWED AND APPROVED W O a b EXISTING PROPOSED EXISTING I` SEWER MANHOLE PER THE CONDITIONS ON THE TITLE SHEET. `�' NOTE --- R.O.W.CENTERLINE STORM CB THE LOCATION OF ALL EXISTING UNDERGROUND UTIUTIES IS - ____. __- - - - EASEMENT C7 SHOWN IN AN APPROXIMATE WAY ONLY THE CONTRACTOR !'�;J O STORM MANHOLE BY: N SHALL DETERMINE THE EXACT LOCATION OF ALL EXIsnec 100-._.... -100- GRADING CONTOUR City Engineer,CITY OF ARLINGTON o UTILITIES BEFORE COMMENCING WORK. ""'- E-_ ELECTRICAL LINE o EXISTING GRADE INFORMATION IS APPROXIMATE THE CONTRACTOR WATER MAIN Z DATE: SHEET TITLE a, SHALL FIELD VERIFY EXISTING GRADES AND NOTIFY ENGINEER OF --- T-- - TELEPHONE LINE STORM g ANY DISCREPANCIES BEFORE COMMENCING WORK. 8 y5..,__ ...-.,._ ..,...... SEWER MAIN CONSTRUCTION DRAWING APPROVAL. PLAN a; CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ---c-- "'-" GAS LINE o ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO ...,.12'D_ _ 12"D STORM DRAIN r THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED CONFIRM EXISTING UTIUTY AND GRADE INFORMATION. - n p-- P POWER VAULT PER THE CONDITIONS ON THE TITLE SHEET. CALL AT LEAST 2 WORKING FIRE HYDRANT 4 + UT LITY POLE DAYS BEFORE YOU DIG ® 0 WATER METER 4 _SHEET NO.� CALL811' x }- STREET LIGHT City Engineer,DATE: C 1 _ I>4 CITY OF-ARONUTUff- 04 GATE VALVE <}-❑ PARKING LIGHT DATE: 1 Inch= 30 ft. THIS APPROVAL VALID FOR 18 MONTHS ;MH Te! STA 10+00: SSMH#1 NW 114 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.CITY OF ARLINGTON,SNOHOMISH COUNTY,WA NEW TY.1-SADDLE MH M� cPzs-o2;MGAwa IF(,} 1 k r PER CITY STD.OTL SS-010&SS-020 �J WATER NOTES 2 N 431875.19fi N 431881.fi86 /r RIM=130.6t E 13214769 E 132MZ69fi � IF( '; 1 2E-l:��i ELEV:133.69 ELEV:133.97 i T%V ,�R 096% IE(E•.12 =122. CONTRACTOR SHALL REFER TO CURRENT Cltt STD.DETAILS&NOTES .12'S 0 � P G . Df 2002� ..., T r - _ _ r _ _ _ T � J)Fl mx WI --s-- '�'- -- -..._ .. :� 2VERIFY DEPTH PRIOR TO SEWER 3 A 12'GATE VALVES IE IX.1 --'—�'-- -_ _-- --- - --. -" "-'[FIELD °_-- _.-. . r. _--- _, - c ?2.01 CL52M5 SPOOL TO'W7 azsas ��//���```��� -11 �71 -I `- CO�NSP. _. \ `X nJ THRUST BLOCK PER CITY SM.DTL W-160,W-165(TrP) G----G- G--�.`-.G-_-- G- -- -:bT G - - ., U 41 _-- _-- G- _- G- --G----G� �-G�---G----G --c -- / - -_ h _ o _ __ _ •� —�- _._.... - — :1...,.. _. _ r..-T---_� ,__ W2 STA 2G+D8.0:12"x6•TEE(MJr6L) OVAL COLLECTOR ARTERIA ,_,r 1 e. ST 20+00 i ✓ I I 6•GATE VALVE(FlxMJ) C3 b9+00 w, 50+00 51+00 'I 52+0 Q-n0'48"F 9576 3 b0 ' 5 ! 55#'�0 FlRE H CITY STD DTL W-0 OW-030 1/31/19 ,o---- , *--' ... ----I-{ YD.(14'q PER 1. a 1288.2I ,•l"j 2 W2 \. ., 2 j� X 10' 2 2 4 1288.36 �j FIRE HYD'S SHALL HAVE 3'X3'GONG.PAD PER DTL.W-020(TYP) i �� - ---- rI---F----- ?= - -- --- -- ;I ---+--- ,i' --J �- ! FIRE HYD'S SHALL HAVE 2 BOLLARDS,U.N.O. ` o _-.._._._._.__: ._:r 52 SPOOL W3 R ESMT _..-. _ - .. 12°DI CL OL TO ".—_ _ WATER S€H - „„ y w'--'—w - w-� W3 STA 20+21.9:127-22.5-DEG BEND(Ml THRUST BLOCK I 3 N 01'36'55"E W3 " X g ry' w w w `fit w w w 7w ( w_ JI rn _10. `:• 118.02'. ...->-__„ .-N<798 \ - -..�... W4 54 12 DIP,CL.52 _ ,l I 'N ° i STA 2027 D P CL 52 45-0EC BEN RUST BLOCK - f P/ I r__111 W8 18'�W7 STA 20+97.7:12•x6"TEE(MJxFI).THRUST BLOC( 6•GATE VALVE(FLxMJ,c' 15'WATER ESMT. FIRE HYD.(12'R)PER Cltt STO::DTL.W-010,W-030 (/ ( 2 ' 15'WATER ESMT. C< .F_ i, .: + TO CITY ��..,TO CITY - �i 13T _� �� WB 223 121 DIP2'- t r W5 W4. _ I - + } W9 STA 23+21.1:12•-90-DEG MJ,THRUST BLOCK I y J ( ) W10 10 12 DIP,CL52 — r f WIT STA 23+32.0.12°x6"TEE(MJ6L) I r`' FIRE GATE VALVE(FLPER I ; I FlRE HYD.(1E.5'R)PER CITY STD.DTL W-010,W-030 r I W7 - 4 " .� .`� 2 BOLLARDSIF s i j 198 12 52 " W12 v °OIP CL a 1 W13 STA 25+29.6:1Yx8°TEE(MJxFL).THRUST BLOCK � 6"GATE VALVE(FLxMJ) I ��o; FIRE HYD.(18.5'R)PER CITY SRI.DTL W-020,W-030 � WI4 206'-12'DIP,CL52 WI5 STA 27+36.00:12"x8"TEE(FLxMJ),THRUST BLOCK GATE VALVE(FLxMJ) y 1 i�` �. I I "� '�` ✓ V � 15 SEWER ESMT. !�i FIRE SERVICE TEE PER CITY STD.DTL.W-220 I gal ' \ TO an I + it l W16 sa'-,z°DIP,a.Sz 1 1 } .o E WI7 STA 27+90.0:led"TEE(MJxFL),THRUST BLOCK a N I _ j 14 LOT 2 2-12•GATE VALVES(RxMJ) V m E J FF=133.00 k', —"_ III Ip q LOT I `,"*. ...'� FIRE GATE VALVE(RxMJ) i � U, _ FlRE HYD.(18.5'R)PER Cltt SM.DTL:W-010,W-030 !^II a f k ` I I m I BUILDING'S' WI8 STA 28+GG.G:12"DIP,CL32 STUB&CAP T $' � STA 12+6&00,14.0'R. o I j � PER - TEMP.BLOWOFF PER Cltt STD.DTL W-180 ' WATER AND SEWER MAIN ; SSCO K DTL SS G90 I O I I �• EXTEND IN FUTURE WITH BLDG.'B'SITE PERMIT o N -' PROFILESPROVIDEDON RIM=13250,IE=125.00' STA t2+65.0.15'1 C' 0 < I I t1 MONITORING MH PER �' I `� �( I STATIC WATER I I (,: �`:I } SEWER STUB PER Cltt wts STA 54+45.0,21.3'R:8°TAPPING TEE rs.m ,SHEET G1.7 CITY STD..q7L.SS-130 PER CITY STD.DTL W 200,THRUST BLOC( d= PRESSURE=80-85 PSI I h� 1 RIM=132.42 STD.PLAN SS-090 6"GATE VALVE RrA1J v < m 15'-6"PVC,SDR35 0 2.0% , ( ) - IE=124.43(6•S),IE=124.60(6�N)I FIRE HYD.(35.3'R)PER CITY STD.OTL W-020,W-030 z c �k +� ,i}-�; IE®SNB=124.30 �I 8'=B��PVC,SDR35 02X MIN. I } I -n_,� - -c---i---0- 0--��--G-- \ - i f W20 REMOVE EX.UNDERGROUND WATER VAULT&FDC ^i 1 --�4 � REMOVE VALVES AND CAP PIPES AT MAIN. ABANDON IX.ONSITE FIRE MAINS W W n 129 129 � t ( I f' f G STA 12+74.00: SSMH TY.t-48"SJMI I �, n� wz1 IX.z•WATER SERVICE,SETTER m Box F A PER CITY STD.DTL SS-p7 ` I `..�_ NEW 2•WATER METER(BY CITY) € RIM=129.98 I `_ I a �._._._J NEW 2•RPBA PER Cltt SM.DR.W-130 NEW HOT-BOX HEATED WITH ELECTRICAL SERVICE uj (" I "/ .. � 130 YI)=123.87 _ - W22 2 WATER SERVI POLY,SIDR7 W23 12•ffi"TAPPING TEE PER CITY STD.DTL.W-200,THRUST JOCL 6"GATE VALVE(FLrAHJ) FIRE HYD.(34.YR)PER CITY SM.DTL W-010,W-030 W9 `' �l i W�y,y��J W2 NEW 1"WATER METER PER Cltt STD.DR.W-050(FOR IR,) PROJECT NO. -+>_ 1; 4 NEW 1.5"RPBA PER CITY SM.DTL.W-130 NEW 1.5"DCVA PER CITY STD.OTL W-D90 [1TOG#18005 �( DRAWN BY: r W25 EX.2°WATER SERVICE,SETTER&BOX j NEW Y WATER METER(BY CITY) PAD NEW 2•RPBA PER CITY STD.DTL W-130 CHECKED BY: 1 ' 1.�_•-- y. -� W�'� 25+00 NEW HOT-BOX(HEATED)WITH ELECTRICAL SERVICE PAD W28 144'-2"WATER SERVICE,POLY,SIDR7 N W27 EX 2"WATER SERVICE,SETTER&BOX `+ NEW 2°WATER METER(BY CITY) NEW 2°RPBA PER CITY STD.DTL W-130 ¢ NEW HOT BOX(HEATED)WITH ELECTRICAL SERVICE 3 W28 1"-2"WATER SERVICE.POLY,SIDR7 � _ r W29 CAP IX WATER SERVICE AT MAIN _ ,\ W U J J T3cl W30 REMOVE EX WATER METER CQ py R NOx \-rHER^1 -'-'ems«,,. ` \� W31 62'-8"DIP,CL52 FIRE LINE,RESTRAINED JOINTS I z , PACIFI R 1 ( , 0-DEG_ C `�' __ __.._. N3 v J:I T 1�59 1�' X_l. THRUST BLOCK D ND(Ml m Q " N (NJ),9 BE _ Ap _- - w LEGEND LR� - 1z __ ,-`,f , E`` ` AS-BUILT DRAWING APPROVAL m AS-B DRAW C� ✓_ EXISTING PROPOSED EXISTING PROPOSED " THIS PLAN SET HAS BEEN RENEWED AND APPROVED w O ¢ ---- PROPERTY LINE SEWER MANHOLE ~� - �\ --1_ -'" PER THE CONDITIONS ON THE TITLE SHEET. �• NOTE _ Q --- R.O.W.CENTERLINE ■ STORM CB �ffn� THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES IS V SHa0 IN AN APPROXIMATE WAY ONLY THE CONTRACTOR EASEMENT STORM MANHOLE WATER NOTES(CONT) 6Y. City Engineer,CITY OF ARLNGTON a $ SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING ' UTIUTIES BEFORE COMMENCING WORK. -- } 0---- —100— GRADING CONTOUR SHEET TITLE ---E-— --- -E------ ELECTRICAL LINE EXISTING GRADE INFORMATION IS APPROXIMATE. THE CONTRACTOR g 8'W Z W32 INTERIOR FIRE SPRINKLER DCDA PER CITY STD.DTL W-120,W-225 DATE: T p SHALL FIELD VERIFY EXISTING GRADES AND NOTIFY ENGINEER OF --'_ -�'--' —� WATER MAIN __ 7_ ____ DESIGN/BUILD BY CONTRACTOR,REQUIRES SEPARATE FIRE PERMIT WATER ER CX $ ANY DISCREPANCIES BEFORE COMMENCING WORK. S TELEPHONE LINE CONTRACTOR SHALL VERIFY SPRINKLER SYSTEM CONSTRUCTION DRAWING APPROVAL 8•�5 SEWER MAIN FIRE&CDC SIZING PRIOR TO ANY CONSTRUCTION! SEWER PLAN CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND _ ---c-— -- .,----- GAS LINE o ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO 12°D W33 FIRE Di CONNECTION PER CITY Si THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED CONFIRM EXISTING UTILITY AND GRADE INFORMATION. --""---°---- - 0-- STORM DRAIN rP� © POWER VAULT 105'-8"DIP,CL52 FOG LINE,RESTANED JNTs,THRUST BLOCK PER THE CONDITIONS ON THE TITLE SHEET. LJ 0 m m as 45-DEG BEND(Ml 90-DEG BEND(MJ) J CALL AT LEAST 2 WORKING YY Y FIRE HYDRANT 2-BOLLARDS PER CITY STD.DTL.W-030 s o + UTILITY POLE DAYS BEFORE YOU DIG BY: SHEET NO. B3 8 WATER METER s m CALL'811' �—� STREET LIGHT 1 mon= 30 ft. City Engineer,CITY OF ARLINGTON DG N GATE VALVE C /� . 4 C>-0 PARKING LIGHT DATE: I THIS APPROVAL VALID FOR 18 MONTHS NW 114 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA OQ' pF WnSN�cG�'�i 135 ...... 135 �AONAL E VENE .. ... ... .,., .... .,., .. .,.,.,.,.,., ... _. PROPOSED GRADE .:: 1/31/19 ti O . 1 125 125 ....... . .,., .....__ 74 n..:B"S 00.50x:.: 120 _SADDL MH._.. ............... .................. .,.,.,.,. ._......... ...........,...... ...... .,.,.,.,.,.,., ................. .,.., 120 'n 3 RIMm .,,,.... .,...,.. .....,.. .,.,.,., ...... ...._ ...,..,.. .._ IE-122.5(-NEW B"E .. .... ........... 115 IE=122.33t EX.12 115 0+00 1+00 2+00 3+00 n PROFILE-SEWER MAIN-STA 0+00 TO 2+74 a= 1 SCAIE: 1" 30'HORIZ,1" 10'VERT. SSMH#2,TY.1-48" RIM=129.98 IE=123.87(81) EXTEND MAIN, W1TH ,ILOING'B' J CON 140 .............. ................ ................. ............... ................. .,.............. .,............. .,............., ...,...._ _ ...,. .. .,.,:, ... ..... Z .;.,.. .... .,., .,... .,... .,.,. .... 135 ............. ..,.,.,., ... ........... PROPOSED GRADE.. .,.,., .,.,. ..... : .,.,.. .,.,.,., ..... :. .,.,.,.... ..., .,... ..., .,.,.,.,. ....... 135 ~ .,..... .... .,.,.,. .. ........ .,.,., _... PROPOSED GRADE _... ...., ., .... ..... .... .,.,. .,..,. _. ... ., �30 -- F :.:.. 12 DI ....,. _. FH ., ' FIRE25 .. ... - - ., - 1 ... .,. .. ., .,. ... _. ... .. .. ... ., .. _ w .. ., .,. ... ... z c� 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 TEMP.BLOWOFF °d' m PROFILE-WATER MAIN-STA 20+00 TO 28+00 O s „ 8CALE: 7" HORIZ.1" s 10'VERT. ui V 2 Nq a w Imo► PROJECT NO. TOG#11115 DRAWN BY: PAD CHECKED BY: PAD Q ¢ 3 U U) J o N J � w U c0 > Z Z 3 0 W m J F. AS-BUILT DRAWING APPROVAL m U NOTE THE LOCATION OF ALL EXISTING UNDERGROUND UTIMTIES IS THIS PLAN SET HAS BEEN REVIEWED AND APPROVED � 10. ¢ SHOWN IN AN APPROXIMATE WAY ONLY THE CONTRACTOR PER THE CONDITIONS ON THE TITLE SHEET. } SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTIUTIES BEFORE COMMENCING WORK. Q9 o EXISTING GRADE INFORMATION IS APPROXIMATE. THE CONTRACTOR BY. SHALL FIELD VERIFY EXISTING GRADES AND NOTIFY ENGINEER OF ANY DISCREPANCIES BEFORE COMMENCING WORK. City Engineer,CITY OF ARLINGTON SHEET TITLE CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND DATE: WATER& ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO CONFIRM EXISTING UTILITY AND GRADE INFORMATION, CONSTRUCTION DRAWING APPROVAL CALL AT LEAST 2 WORKING SEWER THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PROFILES DAYS BEFORE YOU DIG PER THE CONDITIONS ON THE TITLE SHEET. j CALL'811' a BY: SHEET NO. City Engineer, ARLINGTON � . DATE: I THIS APPROVAL VALID FOR 18 MONTHS 1321479.151 E laziasa.696 NW 1/4 AND SW 1/4 OF SEC.14,T31 N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA EV:133.69 ELEV:133.97 i m 7 i " - --- --- P' f, - -- --- QQ-� ---- c---- c---- c - -- c L--- cOJ a/c1�li� LY - ---- -- -- --- cJ -c --- ---- ---- -- ---- -- ---c----.�- y c-- -c-- c---- --- --- , � : - -- - s - -- - - - - - c c c r —�--. COLLECTOR ARTERIAL) �- ��-- � � � � � � eJ` ' cJl' u7 STA 54+50 S aseae.....w., f _. 50+00 51+00 .--` 'f 52+0 • 2041H�T.ME 4 57 53+00 T'�" 54t 0}0 1 O _ SSFbO _ +O F �snt� < .- .q'a'�'�'-. � u7 sTA 50+50 + ....A _ r.,_-r— - -�,- - ��'?, UB .^ U7 U8 �'\ _-J L_ 1288 36 r"y' i0N L E r,' A -- -- - ---- ,� .I STA 52 i.= .. o _ - _. .t-EX__"�ytiTSLR ..----. _..__- `''`° __ E - -"' - I -.�'-... A': „---- w------w_` --- w- -w- - w i q 7vr Kw w w .5�•, - - x Ik dCV N _ � ' - - --D.-- - _ 1 3119 — _, 8.02 --a .,.._. .. .., -, '135�- _.. ,..,.;,_._...__,"----• � . 6 TM s 1 _ l O , r 6 QTY _ 1 e DTY 14 h MEE1 � I At V "^,� 4 1 132 VICINITY MAP SCALE: N.T.S. N t PROJECT TEAM z _. n t I r: I L. TERRAFORMA DESIGN GROUP,INC. 5027 51ST AVE.SW,SEATTLE,WA 98136 CONTACT: PEDRO DEGUZMAN,PZZ I a , PHONE: (206)923 0590 5 wl +. .a""""`-'_ �. 1` / EMAIL: pedro®terraformadesigrtgroup.com a PARKING LOT&DELIVERY AREA \\ LIGHTING SHALL BE PROVIDED OWNER DEVELOPER BY WALL-MOUNT FIXTURES tl f l GAYTEWAY,LLC �> 't _ �� �` TJ 845 106TH AVE.NE 102,BELLEVUE,WA 98004 "'" C (DESIGN BY OTHERS) CONTACT: CHRIS GAYTE m r=, PHONE: (206)240-9739 i BUILDING 'C' I I I (, r , , TmTrrriT LOT 2 j LOT FF=133.00 O UTILITY NOTES s IBUILDING'B''~ �''�.., { DESIGN OF POWER,.TELEPHONE,CAN AND NATURAL GAS 1 BE DESIGN/BUILD BY CONTRACTOR. U11UTY SERVICES SHOWN 3 YI i{ t ON THIS PLAN IS FOR INFORMATIONAL USE ONLY. THE �I ice,' �*..,,`.. . ,t} p t } \`\` I►I _ o, I3 CONTRACTOR AND HIS MECH/ELEC TEAM SHALL COORDINATE ti THE LOCAL UTILITIES FOR SERVICES TO THE BUILDING. z THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUBMITTIN ' O O N !� i- t-__ Y t \ ELECTRICAL AND NATURAL GAS APPLICATIONS TO THE UTI TY 1 I i \ '�- 1 { j". \ 1 4 AGENCY. N►I m = I ,_4 1129` I a - lg' ` `} �} t-- 4 ,. CONTRACTOR SHALL PROVIDE NECESSARY DEMOLITION, $ /} TRENCHING,BACKFILL AND RESTORATION UNLESS NOTED /���/ z I, - -- -- ..: - t I F--- I V �� / OTHERWISE. ICI H o { I 1�' I v _ .�� ��,/ U1 NEW UTILITY POLES,REMOVE EXISTING W Cn s o (BY SNOPLI ! I .4 Q U2 NEW POWER TRANSFORMER&PRIMARY SERVICE r _ COORDINATE W/SNOPUD uj_ ''4 U3 NEW POWER SECONDARY ' ✓' �-, .., _ DESIGN/BUILD BY CONTRACTOR I TOR U3 U4 NEW GAS MAIN BY SNOPUD 131 - .... _..y.� f �'- U5 NEW GAS SERVICE&METER BY CASCADE NATURAL AS PROJECT NO. �; �- -moo'_' w ,✓ { .-r - r -—❑�- ! ' -f' COORDINATE W/CASCADE NATURAL GAu TOG J18101U6 PARKING LOT LIGHTDRAWN BY: DESIGN PER.ELEC.PLANS PAD -v / !, �•��max.. 132` - U 7 NEW STREET LIGHT(TY.1,DAVIT) CHECKED BY: i PER WSDOT STD.PLAN J-28.10-01 PAD FIXED BASE i ( ) _, I �,-•�_ a "`'--- .w f. 'p'--. ( 1 POLE FOUNDATION PER WSDOT STD.PLAN J-28.30 Y N { `\ z TY.1 JUNCTION BOX PER WSDOT STD.PLAN J-40A,. 04 m 7r U8 STREET LIGHT CONDUIT-2"P H 40 3 - ���_ SC 1 i N _ \ ORTLI ^ I .._-_ ._ _ .-= _._ \` ' if t U10 PEDESTRIAN BOLLARDOLGHTING R - - '7 K � 7 U9 TELEPHONE&CAN CONDUITS (n J o E N P __.__ 1 �CII- I 1193.04'\ /X_ — J z N/BUILD N ^ I _.._.___• ._`- -----. � N 10'S9'10"E N PER ELEC.. S l z U � C RAIL' : _��__.. .r'!. �___ - _ _ ` 1 {(�i.' DESIGN C PLAN � — \/-1 _ _ I J r t l 1 U11 NEW UTILITY POLE(BY SNOPUD) = W 4 OVERHEAD WIRES TO THE SOUTH m J LEGEND f = W AS-BUILT DRAWING APPROVAL Co (7 z _LISTING PROPOSED EXISTING PROPOSED r _ �� - j THIS PLAN SET HAS BEEN REVIEWED AND APPROVED L� O a -- —--— PROPERTY LINE - `o _- ® SEWER MANHOLE PER THE CONDITIONS ON THE TITLE SHEET. NOTE - R.O.W.CENTERLINE Q ■ STORM c6 GOVERNING AGENCIES THE LOCATION OF A71 EXISTING UNDERGROUND UaIlaES IS o SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR EASEMENT STORM MANHOLE BY: SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING r '`� City Engineer,CITY OF ARLINGTON UIIUTIES BEFORE COMMENCING WORK. ---- C0 --- 100 GRADING CONTOUR Z SITE,GRADING.DRAINAGE. GAS y 9 SHEETTITLE EASTIE-- —E— ELECTRICAL LINE WATER,SEWER PUGET SOUND ENERGY N SHALL FIELDFI GRADE INFORMATION G APPROXIMATE. THE CONTRACTOR _,-,__,8 __ ___�,_.____. WATER MAIN CITY OF ARLINGTON CONTACT: ERIC UAW DATE. UTILITY PLAN SHALLSCRE VERIFY EXISTING GRADES AND WORK. ENGINEER OF 8 ---r-- —T— TELEPHONE LINE 18204 59TH AVENUE NE PHONE: (425)424-6685 CONSTRUCTION DRAWING APPROVAL ANY DISCREPANCIES BEFORE COMMENCING WORK. o SEWER MAIN ARLINGTON,WA 98223 CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND -c-— —G— GAS LINE ALL DAMAGES WtIICH MIGHT BE OCCASIONED BY HIS FAILURE To PHONE: (360)403-3551 CABLE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED --_12 cC-'-- --_-,A_-- STORM DRAIN - r COMCAST PER THE CONDITIONS ON THE TITLE SHEET. i CONFIRM EXISTING UTILITY AND GRADE INFORMATION. u © POWER VAULT J CALL AT LEAST 2 WORKING YJ I FIRE HYDRANT o m ao POWER CONTACT: CASEY BROWN s o -0- UTWTY POLE SNOHOMISH COUNTY PUD PHONE: (425)754-0064 DAYS BEFORE YOU DIG BY: _sHeET NO. WATER METER CONTACT: DAND WOOD C 1 s CALL'811' �� STREET LIGHT PHONE: (360)435-7508 City Engineer, ARLINGTON i man= 3o ft. EMAIL:dbwood®snopud.com DATE; 04 N GATE VALVE „.I-I 0-LJ PARKING LIGHT THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31 N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 8'HIGH CONC.CURB CONC,WALK FINISH GRADE OR PER DTI_ PLANTING BED pQ'OOFSNi Y 8/C2.1 CONCRETE SLAB/WALK NOTES 6" J"" 1. ALL EXTERIOR CONCRETE SLAB @ WALK AREAS TO HAVE A"HEAVY CAST-IN TRUNCATED DOME STRIP 2'-0° PREMOLDED EXP.JT. 6R MpX 8%MAX BROOM FINISH'. MIN.LENG FILLER(TYP.) 2.CONCRETE SHALL BE DESIGNED TO MEET 3000 PSI COMPRESSIVE CONC.RAMP LANDING STRENGTH 0 28 DAYS AND EXHIBITS 0.04%SHRINKAGE 0 28 DAYS. z �70NAL E ' 'L WELDED'MRE FABRIC IS REWIRED FOR ALL CONCRETE PAVING. III 8ogog" 3.CONCRETE CONTROL JOINTS ARE REQUIRED. a 1/31/19 8.3%MAX.SLOPE ogog B^'` FODA,LOADING,EQUIPMENT SLABS: SAWCUT CONTROL JOINTS AT 12' III i PAVEMENT IIIFLUS PAVING PER PLAN MAX O.C.,EACH DIRECTION. WALKWAY SLABS:TOOL JOINTS AT 6'O.C. b 1 SURFACE 6S WIDTH PER PLAN(5'MIN h� 44"CONC.WALKWAY ) 8,3' � COMPACTED ROCK BASE - „ '" - - •" 2"AGGR.SUBBASE �, a F. 8'HIGH CURB SLOPE GONG.CURB \ BEYOND WHITE STENCIL BLUE `2"AGGR.SUBBASE 2'WIDE TRUNCATED DOME STRIP BACKGROUND . 4"CONC.SIDEWALK q - -( LC�1t1 3"MIN.DEPTH DEPRESSED CURB It,d,11�V'I- I, Ia. III COMPACTED 1 CRUS COURSE SURFACING z CONC. CURB RAMP - PERPENDICULAR '-6" BASEcoMPACTEo suscRAOE TYPICAL RAMP SECTION C2.1 SCALE: N.T.S. 4'WHITE BORDER CEMENT CONCRETE,CLASS 3000 TRUNCATED DOMESSHALLBE �] CONC. CURB W/GUTTER PER WSDOT STD.PLAN F-45.10A1 FINISH GRADE OR PLANTING BED C2 I SCALE: N.T.S. 6 TOOLED EDGES ASPHALT CONC. GONC.WALK PAVING PER 6"CURB AGAINST B/C2.1� TOOLED EDGE OUND PLANTER(BOTH SIDES) MONOLITHIC CONC,CURB 9g 1O SD C aPAVING PER PLAN AND SIDEWALK 8%6XW1.4/W1.4 WWM COMPACTED ROCK BASE K �OPE: iR MIN,21.MAX � PARKING i a- 2' THICK LAYER a TRUNCATED DOME STRIP 8 I COMPACTED SUBGRADE P STENCIL b II COMPACTED ROCK --4 a HANDICA ! m„,yx I y� ui CEMENT CONCRETE.CLASS 3000 C2.1 SCALE: N.T.S. I;'�� �=t`—COMPACTED NAIVE ,,;j OR FILL SOIL �1 CONC. CURB RAMP-CENTERED 3 CAST-IN-PLACE CONC. CURB .��- THIS DETAIL SHALL C2.1 SCALE: N.T.S. C21 SCALE: N.T.S. 6" a" NOT BE USED IN THE V RIGHT-OF-WAY OR 3 HOLE IS PRESENT 1-BBB-ANTI-RAM(BBB-268-4728) SOUTH ACCESS ROAD v ONLY WHEN 410-288-3375:TAX 410-479-01 5 CEMENT CONCRETE.CLASS 3 GALVANIZED OPTION P.O.BOX 307,DUNKIRK,MD 000 20754 U.S.A. a i Jr IS SPECIFIED INFONECURESITEDESIGN.00M 6 MONOLITHIC CURB&SIDEWALK O 0 WWW.SEWRESITEDESIGN.COM O C2.1 SCALE: N.T.S. z STEEL ANCHOR TAB IS WELDED TO THE BOTTOM OF THE POST "`d A.C.PAMNC 'S TO HELP SECURE THE ASSEMBLY IN THE CONCRETE FOOTING ^ by a ' CRUSHED R0gc6ASE w I W u; ,y,r't�••�.iTi-«.1-C.,=�•,* FORMED FROM 2-3/B'O.D. 22" 7IEf {'"5 i°tl�M_D.F�i II a(F 7r SCHEDULE 40 STEEL PIPE PAINT SAFETY YELLOW A PARKING AREAS(PASSENGER CARSAIGHT VEHICLES) RESERVED BLUE BACK- 2.5"HOT MIX ASPHALT-CLASS 1/2'AGGREGATE W/PG 58-22 ASPHALT BINDER, Q 6"STEEL PIPE FILLED W/CONIC. GROUND W/ OVER 4"BASE COURSE/TOP COURSE, 17.25" WHITE SYMBOL RECOMMENDED b &LETTERING I 9" DRIVE LANES/LOAD BAYS(TRUCKS.HEAVER VEHICLES) SEALANT TOP OF PAVING HEIGHT U. 4'HOT MIX ASPHALT-CLASS 1/2"AGGREGATE W/PG 58-22 ASPHALT BINDER, 1 1"WHITE OVER 6°BASE COURSE/TOP COURSE. FLETTERS W/ a STD.WORDING • 4+ THE BASE COURSE/TOP COURSE ROCK SHOULD BE COMPACTED TO A DENSE { .• GROUND LEVEL PER HANDICAP PROJECT NO. 4 AND UNYIELDING CONDITION. BASE COURSE AND TOP COURSE GRAVEL SHOULD •� VAN CODE REQ'MTS ui CONFORM i0 WSDOT SPEC.9-03.9(3)FOR CRUSHED SURFACING MATERIALS. E CONCRETE FOOTINGS ACCESSABL 1 PLACE (3� TDG18005 THE HMA SHOULD BE COMPACTED TO A MIN.91 PERCENT OF THE MAX THEORETICAL }" b ACCORDING TO LOCAL b DRAWN BY: 6"-STEEL PIPE SET PAVING SPECIFIC GRAVITY(RICE'S DENSITY). r' IN 18"-HOLE FILLED SOIL CONDITIONS PAD WITH CONCRETE 2"S0.STL POST REFER TO PAVEMENT RECOMMENDATIONS AND GEOTECHNICAL ENGINEERING STUDY FOR VCTOR STANLEY 2 SLOT BIKE CENTERED ON CHECKED BY: #4 REBAR-24"LONG BUILDING B AND C OF GAYIEWAY BUSINESS PARK,AS PREPARED BY SONDERGAARD 3"GRANULAR RACK. MODEL BRWS-101, HOOP.STALL (2 PLACES) GEOSCIENCE,PLLC FOR ADDITIONAL PAVEMENT AND SUBGRADE REQUIREMENTS. SURFACE MOUNT PAD 1'-8" BASE AT BOTTOM COLOR:TAVERN SQUARE GREEN. OF HOLE I �1 CONCRETE WHEELSTOP ASPHALT PAVING SECTION 9 BOLLARD 10 BIKE RACK-2 BIKES 11 H.C. PARKING SIGN L2.1 SCALE: N.T.S. C2.1 SCALE: N.T.S. C2.1 SCALE: N.T.S. C2.1 SCALE: N.T.S. C2.1 SCALE: N.T.S. L 3 U c/) J o 0 J LLJ U Z C> RADIUS=55' EXPANSION JNT. FLUSH 8 HIGH CURB C/) Z FLUSH SURFACE. U. ::D - L1J PORTLAND CEMENT CONCRETE CLASS 3000 q m J F— PER WSDOT SPEC.NO.6-02.3(2)B ROUND TOOLED EDGE W/DUMMY JOINTS 10'OTC. v a ° I5'SOUTH SIDE Q m z " v 10''RAMP V NORTH SIDE AS-BUILT DRAWING APPROVAL ?� C� i 6x6XW1.4/WI.4 WWM ,N a. a ,a 0 5R MAX tr W — a ROUND TOOLED EDGE a a THIS PLAN SET HAS BEEN REVIEWED AND APPROVED O PAVING PER v ° v a PER THE CONDITIONS ON THE TITLE SHEET, ~ � a n C BX6XWL4/Wi.4 WWM 1' R=1/2" PLAN A Q is __ -_ R/W LINE B g o —� a • a 1e City Engineer,CITY OF ARLINGTON c 2'WIDE ASPHALT TRAIL Y 9 a Y: •;• �, L 6"DEPTH,CEMENT TRUNCATED 2,5"HOT MIX ASPHALT,OVER SHEET TITLE a "A 2"COMPACTED ROCK ;. J+.: ' 4'COMPACTED I' BASE CONCRETE PAVNG DOMES STRIP 4"CRUSHED ROCK TOP COURSE DATE: I • ": ROCK BASE O fl'. �....F TIT �1. 1 TEXTURE CONCRETE AT RAMP LANDING CONSTRUCTION DRAWING APPROVAL SITE coMPACTEo suOCRAGE 2' DRIVEWAY CROSSINGS. IISUBGRADE(COMPACT 4'X4'SURFACE SCORING 2'MAX IN ANY To 95R) r DiRECTioN THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED _ 1 6� CRUSHED ROCK BASE PER THE CONDITIONS ON THE TITLE SHEET. DETAILS CEMENT CONCRETE CLASS 3000 CEMENT CONCRETE.CLASS 3000 12 CONC. SLAB-HEAVY DUTY 13 CONC.WALKWAYS-NO CURB ,4 CONC. V-GUTTER _15____ PEDESTRIAN TRAIL RAMP BY: CitSHEET NO. C2.1 y Engineer, A C2. 1 ^ ■ 1 22.1 SCALE: N.T.S. C2,1 SCALE: N.T.S. C21 SCALE: N.T.S. SCALE: N.T.S. \/V-•1 DATE: S APPROVAL VALID FOR 18 MONTHS NW 1l4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS; MAINTENANCE NOTES USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE P. Df 1. ADD QUARRY SPALLS IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS WIRE MESH SUPPORT �� wAyrCG� FENCE FOR SLIT FILM 2. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRAO(ED ONTO PAVEMENT,THEN ALTERNATIVE MEASURES TO FABRICS MAINTENANCE STANDARDS .11 KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED.THIS MAY INCLUDE STREET SWEEPING,AN INCREASE IN THE DIMENSIONS OF THE ENTRANCE,OR THE INSTALLATION OF A WHEEL WASH. �+� 1. DAMAGE RESULTING FROM RUNOFF OR CONSTRUCTION ACTIATY SHALL BE REPAIRED IMMEDIATELY. a�e4s & NO TRACKING OF SEDIMENT ONTO THE ROADWAY IS ALLOWED.IF SEDIMENT IS TRACKED ONTO THE ROAD,CLEAN THE ROAD 2 IF THE SWALES DO NOT REGULARLY RETAIN STORM RUNOFF,THE SIZE AND/OR FREQUENCY OF THE$WALES SHALL BE THOROUGHLY BY SHOVELING OR PICKUP SWEEPING.TRANSPORT SEDIMENT TO A CONTROLLED SEDIMENT DISPOSAL AREA INCREASED. TONAL E 4. KEEP STREETS CLEAN AT ALL TIMES.DEAN TRACKED SEDIMENT IMMEDIATELY + r �:� 3. INSPECT ONCE A WEEK AND AFTER EVERY RAINFALL IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA. 2/11/19 5. STREET WASHING OF SEDIMENT TO THE STORM DRAIN SYSTEM IS NOT ALLOWED. -t- LEVEL BOTTOM III-I.�- GRASS OR ROCK 6. IMMEDIATELY REMOVE ANY QUARRY SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY: 1 ICI -III HI ail III -'.II III -II.I 7. INSTALL FENCING(BMPS C103 AND C104)TO CONTROL TRAFFIC IF VEHICLES ARE ENTERING OR EXITING THE SITE AT POINTS BURY BOTTOM OF FILTER 2 MATERIAL IN 8°BY 12` 1 OTHER THAN THE CONSTRUCTION ENTRANCE(S). N \ `. 1'MIN. .i INLCH S. UPON PRO FCT COMPLETION AND SITE STABILIZATION,PERMANENTLY STABILIZE ALL CONSTRUCTION ACCESSES INTENDED AS i3 6'MAX. '. PERMANENT ACCESS FOR MAINTENANCE T 2'MIN N 6EOlE%nLE STANDARDS 2` WOOD POSTS, TEMPORARY SWALE STANDARD OR BETTER OR 3 O GRAB TENSILE STRENGTH(ASTM D4751)-200 PSI MIN. EQUIVALENT C2.2 Ey,\SS\TUG GRAB BURST STRENGTH(ASTM D3TM 7886-80A)-400 PSI MIN. SCALE: N.T.S. ADS(ASTM D4751)-20 TO 45(US.STANDARD SIEVE SIZE) WIRE MESH SUPPORT /,�/U�,�J�V) FENCE FOR SLIT FILM S V 0 ,YJ. FABRICS oopw O O O y FILTER FENCE MAINTENANCE NOTES ADAPTER SKI RETRIEVAL STRAP O O y FILTER FABRIC 26 0 OD 0 MATERIAL 48• 1. REPAIR ANY DAMAGE IMMEDIATELY. 2 IF CORCENTRAFED FLOWS ARE EVIDENT UPHILL OF THE 4"-B"QUARRY SPACES OOOOO PROVIDE WASHEDIII POND 'NTERCEPT alO cavvEY THEM T°"sED'ME"'T INLET PROTECTION NOTES: g SLOPE AWAY FROM ROAD 11�,. O O O GRAVEL BACKFILL OR T =III - c, 1.FILTERS SHALL BE REMOVED AND CLEANED OR O 0 O COMPACTED NATIVE �'_ 3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE REPLACED AFTER EACH STORM EVENT AND ON A O O SOIL AS DIRECTED BY FENCE FOR SIGNS OF THE FENCE DOGGING,ACTING AS A OVERFLOW WEEKLY BASIS O O LOCAL GOVERNMENT BARRIER TO FLOW,AND THEN CAUSING CHANNELIZATION C{OIEXD (70 BYPASS O 0 OF FLOWS PARALLEL TO THE FENCE.IF THIS OCCURS, GEOlEX1TLE O.0 - 8°MIN. REPLACE THE FENCE OR REMOVE THE TRAPPED SEDIMENT. FABRIC PEAK STORM 0 BURY BOTTOM OF FILTER VOLUMES) �VN MATERIAL IN 8"BY 12' 4. REMOVE SEDIMENT DEPOSITS WHEN THE DEPOSIT REACHES 0 FOR EXISTING AND m p TRENCH gPPROXIMAIELY ONE-THIRD THEHEIGHT OF THE SILT ti 12'MIN,THICKNESS 2`BY 2"WOOD FENCE,OR INSTALL A SECOND SILT FENCE. CATCH BASIN NEW CATCH BASINS PROVIDE FULL WIDTH OF a POSTS,STANDARD INGRESS/EGRESS AREA 5. IF THE FILTER FABRIC BREAKDOWN, HAS DETERIORATED OR BETTER OR DUE TO ULTRAVIOLET BREAKDOWN,REPLACE IT. 1 0 EQUIVALENT SEDIMENT ACCUMULATION ' ROCK CONSTRUCTION ENTRANCE /1 FILTER FABRIC FENCE _CATCH BASIN FILTER w �}� M C2.2 SCALE: N.T.S. C2.2 SCALE: N.T.S. C2.2 SCALE: N.T.S. m 3 MAINTENANCE STANDARDS a d 8 1. CHECK DAMS SALL BE MONITORED FOR PERFORMANCE AND SEDIMENT ACCUMULATION DURING AND AFTER EACH RUNOFF O N PRODUONG RAINFALL.SEDIMENT SHALL BE REMOVED WHEN IT REACHES ONE HALF THE SUMP DEPTH. 2 ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM HIGH FLOWS AROUND THE O ¢ T EDGES OF THE DAM. CONCRETE HANDLING NOTES E TEMPORARY HYDROSEED MIXTURE �h 3. IF SIGNIFICANT EROSION OCCURS BETWEN DAMS,INSTALL A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE CONCRETE WORK GENERATES PROCESS WATER AND UJ V _ ¢ MAINTENANCE STANDARDS OHANNEL HYDROSEED MEADOW MIX(TEMPORARY SOIL STABILIZATION AREAS)RATIO SLURRY THAT CONTAIN FINE PARTICLES AND HIGH PH, -- 1.PROVIDE PROMINENT P MARKER WITHIN POND, BY WEIGHT,OF 40%PERENNIAL RYEGRASS,40%TALL FESCUE,20%RED BOTH OF WHICH CAN VIOLATE WATER QUALITY SEDIMENT SHALL BE REMOVED VIEW LOOKING UP STREAM E , FESCUE. 2.FROM THE POND WHEN IT READIES 1.0'IN DEPTH. E 18' (0.5m) STANDARDS. UTILIZE THESE MANAGEMENT PRACTICES ~ w g3.ANY DAMAGE TO THE POND EMBANKMENTS AIR " �' ANY TIME CONCRETE IS USED. 9 CONCRETE TRUCK CHUTES,PUMPS,AND INTERNALS a 1. SLOPES SHALL BE REVOKED. ^I^'^� APPLY AT 350 LB./ACRE W W s JWCll1�,�,ILI"�L).),a ��IJ _-_ APPLY 10-20-20 FER11L12ER AT 435 LB./ACRE SHALL BE WASHED OUT ONLY INTO FORMED AREAS A MAX WATER SURFACE EL-128.0 APPLY WOOD FIBER MULCH AT 2000 LB./ACRE E ;AWAITING INSTALLATION OF CONCRETE OR ASPHALT. ip [CULVERT AIR SWALE (21R/24HR STORM) , SEED MIXTURE: 2.WHEN NO FORMED AREAS ARE AVAILABLE,CONTAIN INLET PER PLAN TOP EL 1280 MIN 4 {: SEEDING ALONE IS ACCEPTABLE ONLY ON FLAT AREAS AND LIMITED TO WASHWATER AND LEFTOVER PRODUCT IN A LINED '- - MARCH 1ST TO MAY 15TH AND AUGUST 15TH TO OCTOBER 1ST.JUTE CONTAINER.DISPOSE OF WASHWATER IN A MANNER ar. tR w MATTING MAY BE REQUIRED ON STEEP SLOPES THAT DOES NOT VIOLATE GROUNDWATER OR SURFACE - a 7f'. ` 'Tt--- - R,FT " �� -- - SEED SHALL CONFORM TO THE STANDARDS FOR'CERTIFIED"GRADE WATER QUALITY STANDARDS. SEED OR BETTER,AS OUTLINED BY THE STATE OF WA.DEPARTMENT OF 3.UNUSED CONCRETE REMAINING IN THE TRUCK AND A AGRICULTURE'S'RULES FOR SEED CERTIFICATION"LATEST EDITION. SEED PUMP SHALL BE RETURNED TO THE ORIGINATING PROJECT NO. `BOTTOM EL-124.0 SHALL BE FURNISHED IN UNOPENED CONTAINERS WITH SEED MIXTURE BATCH PLANT FOR RECYCLING. lu INFILTRATION RATE=10.0 IN/HR secnDN A-A CONTENT AND INERT MATERIAL PLAINLY MARKED ON THE OUTSIDE OF TDG18005 RIPRAP SPILLWAY CONTAINERS. FURNISH DUPLICATE COPIES OF A STATEMENT SIGNED BY 4.HAND TOOLS INCLUDING,BUT NOT LIMITED TO, DRAWN BY: 5'x10'x1 THICK THE VENDOR CERTIFYING THAT A CERTIFIED SEED-TESTING LAB HAS F TESTED EACH LOT OF SEED WITHIN 6 MONTHS OF DELIVERY TO THE SCREEDS,SHOVELS,RAKES,FLOATS,AND TROWELS 4"-6'QUARRY$PALLS LOW PAD SHALL BE WASHED OFF ONLY INTO FORMED AREAS CHECKED BY: PROJECT SITE AWAITING INSTALLATION OF CONCRETE OR ASPHALT. rf_J f E PAD co 5.EQUIPMENT THAT CANNOT BE EASILY MOVED,.SUCH AS / TEMP. SEDIMENT/ INFILTRATION POND I f#ts CONCRETE PAVERS,SHALL ONLY BE WASHED IN _ r, AREAS THAT DO NOT DIRECTLY DRAIN TO NATURAL OR � ,C2.2 SCALE: N.T.S. t- S N CONSTRUCTED STORMWATER CONVEYANCES: 8' (2.4m) Q 3 r 1 6 AGGREGATE DRIVEWAYS SHALL NOT DRAIN DIRECTLY WASHIDOWN FROM AREAS SUCH AS CONCRETE 0- U A SPACING BETWEEN CHECK DAMS TO NATURAL OR CONSTRUCTED STORMWATER 0 (n J o CONVEYANCES w J U 7.CONTAINERS SHALL BE CHECKED FOR HOLES IN THE Z Ur ¢ LINER DAILY DURING CONCRETE POURS AND REPAIRED 1 } A L 6 THE SAME DAY. � LLJ cn L=THE DISTANCE SUCH THAT T� ; - AS-BUILT DRAWING .APPROVAL - POINTS a ,.':Irz THIS PLAN.SET HASBEEN REVIEWED AND APPROVED LLJ O AN ELEVATION D B ARE of EQUAL PER THE CONDITIONS ON THE TITLE SHEET. 4" 6 ROCK CHECK DAM CD CD o C2.2 SCALE: N.T.S, BY: City Engineer,CITY OF ARLINGTON SHEET TITLE DATE: CONSTRUCTION DRAWING APPROVAL TESC DETAILS THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: SHEET NO. City Engineer,CITY OF ARLINGTON DATE: C 2 .2 THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA o III Deb Dx EX.GRADE 131.0 �Q-ti wASH cG2 SURFACE GRADE VARIES �e\ CB#5-�.' T of �131.4-132.1 e`n ty SL RIM=130.40 m ._ .._ _ __..._.------------ CB#1-TY.2-54• �D IE=123.85(12°$N) �sTERBO RIM=131.30 IE=123.60(15°E) / IE(12°E)=121.95 ONAL rEDGE OF ROCK GALLERY o IE(12"N)=120.40 12"0 I// IE(2eS)=119.85 1/31/19 STORMTECH MC-3500CHAMBERS l 15"p ----------- -y--- EL=123.50 0 w --CB#4- w BAYTILTER MIN -EL=119.75 Ii PER DTL.2/C2.4 f =•$.. _ -_ - - t_u.. "- - --'' ---EL=119.00 n l RIM=130.50 s ` IE=123.45.(15"W) 11 120.62(15"S) DESIGN INFILTRATION RATE=13.7 IN/HR CB#2-TY.2-54° RIM=131.50 -m IE=121.95(6°NE,12'W) INFILTRATION GALLERY 'A' - SECTION - --------------- --- IE=119.85(2eS) ----------------------------- 24"CPE INTO C23 SCALE: N.T.S. CB#3-TY.2-54",SL 51 QTY-MC-3500 STORMTECH CHAMBERS MC-3500 END CAP END CAP sp WM=131ss BOTTOM ELEV OF CHAMBERS=119.75 IE=ns.e5 PRIOR TO FULL EXCAVATION OF INFILTRATION GALLERY,THE IE=121.95(12"W) CONTRACTOR SHALL PROVIDE TWO(2)TEST PITS FOR GEOTECH °O IE-121.18(8°E) ENGINEER VERIFICATION OF THE DESIGN INFILTRATION RATE. IE 119.85(2eN) Z 2 INFILTRATION GALLERY'A' - PLAN VIEW C2.3 SCALE: 1" = 10' K COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T a NON-WOVEN GEOTEXTILE MC-3500 CHAMBER Uj INSTALL UNDER ISOLATOR ROW INSPECTION&MAINTENANCE (NORTH ROW) - rCB#1 TWO LAYERS OF ADS "w h:A" t a y'`§,F,)kr NA'„'y TY.2-50 CB STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT m GEOSYNTHETICS 315WrM WOVENT ' RN, c+, f7� SEE DETAIL 51C2.3 A. INSPECTION PORTS(IF PRESENT) U O1 2 GEOTEXTILE BETWEEN FOUNDATION '+� Jv } i�'z, yT.r- FOR ISOLATOR ROW A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN STONE AND CHAMBERS. C.g $ °1«"s ;,#�Y YL BYPASS A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED 8.3-FT MIN.WIDTH STRIPS(MC-3500). i" E7 '"Y IN AND ✓,g A.3. USING A FLASHLIGHT AND STADIA ROD,MEASURE DEPTH OF SEDIMENT a d AND RECORD ON MAINTENANCE LOG '` A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF O $ IE(12^Ep 121.96 SEDIMENT LEVELS(OPTIONAL) A.5. IF SEDIMENT IS AT,OR ABOVE,3"(80 mm)PROCEED TO STEP 2.IF NOT, e o PROCEED TO STEP 3. ICI d ACCEPTABLE FILL MATERIALS:STORMTECH MC-3500 CHAMBER SYSTEMS B. AwsoLATOR ROWS-- -- : . ILL, r IE 15"N=120AO BA. ROW MATERIAL LOCATION DESCRIPTION VE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATORREMO AASHTO MATERIAL COMPACTION/DENSITY 8.2. USING AfLASHLIGHT INSPECT DOWN THE ISOLATOR ROW THROUGH CLASSIFICATIONS REQUIREMENT o U) E$ OUTLET PIPE UI FRoP'LTUC onoM AwvsaLraocK M s NATIVE sons,OR PER PaEPAaE PER s s PLANS. M MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A H D OFFS HEO ENGINEER'S PLAINS CKP PLANS FOR PAVEMENT NIA PAVED INSTA R GENT U U R w, CONFINED SPACE ENTRY S o GRA Ery En aBASE suaG E x ou reEMErvrS. MAT D ENrs. g g C' TY.2.54"CB ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF W `� M o K }" \ ENTERING MANHOLE q E MIXTURES,=3s^c AASHTo M145' aec 7 of < z 24"(600 mm HOPE ACCESS PIPE ABOVE, B.3. IF SEDIMENT IS AT,OR A VE,3"80 mm PROCEED TO STEP 2.IF NOT, n INI GRANUWR WEL:'RA B A+A-2i'A3 MyRI O ( ) I'.sT o r FINLSO� s c.,. E -ll D Z REQUIRED USE FACTORY PROCEED TO STEP 3. HE OR MAxu Nsl FOR - PRE-CORED END CAP w ., c IITo \,_NT MOST PAVEMENT SUBBASEM; A_S CAN BE USED IN LIEU AASHTO M43• WE - F rn k' of PART#:MC35001EPP248C E(24^S)=119.85 STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS ISUB OFTHIS L S.357,4,4s7,5 ES, S 57 6 67 Be 7B.e.as, DE _„BECATE i§ A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF,w I ... PRO.. _ B+o MATERIALS MC-3500 SECTION (1.1 m)OR MORE IS PREFERRED - EMSEI xE NTS B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS _ B L Y (,A. CLEAN CRUSHED G .NOMINAL SIZE PASHTO MIS' S FCO'3CTTOM) M1 m) 9 4 NO COMPACTION REQUIRED. CLEAN DIB DISTRIBUTION 4 ISOLATOR ROW SECTION L C. VACUUM STRUCTURE SUMP AS REQUIRED FO D C ..H RSIIIAlGJ NCMINA- AASHTO M43' PLATE COMPACT OR ROLL TO AGHEVE A FLAT d �A IF 0 G�STR aI AlTIF N 11 2'.N 20 50"ID) 9 4 SURFACE•• C2.3 STEP 3) REPLACE ALL COVERS,GRATES,FILTERS,AND LIDS;RECORD IILL IoF ..rse�R `M' SCALE: N.T.S. PROJECT NO. -. _-_ -_ - -_ o OBSERVATIONS AND ACTIONS. PLEASE GTFTDG#18005 ED s s ONE ONLY.THE scvF .,NLs.Ec.„.c A,.Fo xa. s Ec.F„AT cv:GR sa s-oNE'.,+roulO STnTs.^CLEAN,causHED STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE zNGJ A.4 `s STORMTECH SYSTEM. DRAWN BY: BTGRMTEC. CO .R A LOCATION CATF PLACED AND COMPACTED IN 9(230 mm)(MAX)LIFTS USING TWO FULL COVERAGES WITH AVIBRATORY COMPACTOR. JMS_C BYCOMPAC.CN Nc[,ESIGNLOADCONDITIONS,AFLATBURFACEMAYBEACHIEVEBYRAXINGORDRAGGINGVv1THOUTCOMPACTION - ppp BOUR"Bn O, ECA_�O. J_S ON CONTAG+S ORMT:,H CCVPA..O. EQU RFMENTS. s _ CHECKED BY: NOTES ° SOLID ROUND PAD s T, : PAVE SIGNED > _ LOCKING LID 1. INSPECT EVERY a MONTHS DURING THE FIRST YEAR OF OPERATION. ARouwD CLEAN cR L.aR s s/ / By s .vc NEER) ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS PERIMETER STONE sT'r* ST C ;. � e' RIM=131.30 ELEVATIONS. NT ACCUMULATION HIGH WATER_ OBSERVATIONS OF SEDIMENT AND (SEE NOTE 6) -' C -' �a.., < (Bao mm)Mlw• (MAX' F 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION Q 3 9 +z(3oo mm)MIN SHOWS THAT MAINTENANCE IS NECESSARY. U L'rA ad r4:1111" (n JON WALL (CAN B SLOPED OR VERTICPL) 45 V J J 1 ui (1 14D c' h _ l L ,_) (� L� 5�. N Z rd dy`# yaa' A 4U �":._ §L tn3,k J DE T tT =D Z G ¢ SUBGRA SOILB 77"% 4/ u L v N OVERFLOW TO III �� -rt,3.,'']ta vD-sL,N Evcwr a•(Tsomm)MIN-r<a'rxiy�.a .i- - --c ni r,t s. '-Ir MANIFOLD m ENo cna J (zao mm)Mw-� I'� (+9so mm) --.1z•(3oo mml TVP - EL=123.45 (SEE NOTE S) NOTES" IE(15"N)=12o.4D Q � Q +. MC CHAMBERS SHALL CONFORM TO THE REQUIREMENTS O''ASTMF2410'STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED WALL STORM ATERCOLLECTIONCHAMBERS IE(12'E)=121.s5 AS-BUILT DRAWING APPROVAL ?� m C7 z. MG35oocHAMBERssHALLBEDESGNED NAccoaDANCEWIIIIAsrMF27e7 STANDARDPRACrCE III STRUCTURALDESGHIFTHERMOPLASTII1IRRUGATED WALL STORMWATERCOLLECTIONCHAMBERS TO ECCENTRIC O THIS PLAN SET HAS BEEN REVIEWED AND APPROVED LI..I O a J9 3. °ACCEPTABLEL"Ta-_RALs'.AD Enecv-areal -sM.--R..LLo.A-ons DESCRIPTIONS GRnEA o.., "corvPAc onREa-v._x_n-.s§aP=ouNOAT N nBLr�,Fv.All-III „TE,..AL " MANFOLOW E(24"8)=119.85 PER THE CONDITIONS ON THE TITLE SHEET. 4. THE'SITEDES v0\ G_tR RE ...O THE El tR RSPONSB.. H RESIGN AND LAYOUT OF F_TORV--CH, nH-RS,OR 1I1 PROJECT. _ TY.2-54"CB _ 5. THE SITE O_S,, C --R SR N - RASSESSVO THE BE RNG RED:.ANC ('LC`l'A_L_BE NC CA-1.Y;O'H_SURGRNOE SO-SAND THE DEPTH OF FOUNDATION STONE WTH CONSIDERATION FOR it.RANGE OF EXPECTED AO_:101 STU RECONDITIONS _ � N BY: S, PERIMETER STONF MUST BE EXTENDED HOFIZGNTALLY TO THE EXCAVATION ALL FOR BOTH VERTICALAND SLOPED EXCAVATION AL_S City Engineer,CITY OF ARLINGTON ONCE LAYER'C'IS PLACED,ANY SOILIMATERIA'-CAN BE PLACED IN IAYER'D'UPTOTHE FINISHED GRADE.MOST PAVEMENT SUBBASE SOILS CAN REUSED TO REPLACE THE MATERIAL REQUIREMENTS OF SECTION MEW SHEET TITLE 'G•OR•D'AT THE SITE DESIGN ENGINEER'S DISCRETION. DATE: 1 OF 1 / ° \CB#1 - ISOLATOR ROW BYPASS CONSTRUCTION DRAWING APPROVAL STORM C2.3 SCALE: N.T.S. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED DETAILS STORMTECH CHAMBERS PER THE CONDITIONS ON THE TITLE SHEET. 3 C2.3 SCALE: N.T.S. BY: SHEET N0. City Engineer,CITY OF ARLINGTON ^ DATE: l(V ' THIS APPROVAL VALID FOR 18 MONTHS 2. NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA o p, Dec GF g a = �36"F&C 97, - �WONAL zz 1/31/19 OUTLET P LA N V I E W INLET OVERLAY HERE i I I 9a5 MLAxHOLE -7 4 PROJEcr 36"F&C 7� i ®llf�YF1T..T�"R T,'T PpE OOATIO RIM EL=130.50 ¢ o.a crs I - -AIR RELEASE VALVE DRAINAGE N O CAR "v RATE 45 GPM 1 N PULYM s NEAL 11TET ITA Races a - F "aLR TR yes z DRAI NAT 7' �s S MATERIAL as o aEM s STEPS ND INLET MEDIA FLOvV aHcITS o a = uj `A SPIRAL CONTROL d.. OUTLET oR EICE s o Ee OVERFLOW w U - ma DRAINAGE INLET .ETST o O STANDPIPE zem g' MATERIAL PLATE STORMc s _ •'. �E E' 3 ov LEGFILT OHT Rc ,-Alin .nnoa To". IE=123.45(15"W). : OUTLET t- o LT I ril O X g � O// s N IE=120.62(15-S) WL _ 0 SHE E uj ---OF CB#4- BAYFILTER TRMT. MH LW W a $ C SCALE: N.T.S. h A � U. z PROJECT NO. .. TOG 118005 DRAWN BY: PAD CHECKED BY: PAD �EX.GRADE 131.0 SURFACE GRADE VARIES Y w -131.3 132.1 U 3 U) J o U) 60' w U — 0 STORMTECH MC-3500 CHAMBERS Z_ } EDGE OF ROCK GALLERY EL=127.25 s"D m u— _J n EL=123.5o c828-n.2-s4 AS—BUILT DRAWING APPROVAL < m U i - - - - - -- - - - - - EL=122.75 RIM=131.80 / CB 27-n.2-48",SL THIS PLAN SET HAS BEEN REVIEWED AND APPROVED LLJ O a ..,. IE(6"'W)=124.10 / RIM=131.90 PER THE CONDITIONS ON THE TITLE SHEET. .. .. IE(8"S)-1123.6 _ _____ j IE=124.10 6 N DESIGN INFILTRATION IE(12'E)=123.60 ———————————— — — —————— (") IE(24'N)=123.60 12-CPE HEADER MC-3500 END CAP 2244"OPE INTO IE-123.60(12"E) Q RATE=13.7 IN/HR ;. (BOTH SIDES) IE=123.60(2$S) o IE=123.60 BY: �1 14 QTY-MC-3500 STORMTECH CHAMBERS City Engineer,CITY OF ARUNGTON INFILTRATION GALLERY 'B' - SECTION sHEErTITLE C2.4 SCALE: N.T.S. BOTTOM ELEV OF CHAMBERS=123.50 DATE: �/� CONSTRUCTION DRAWING APPROVAL STORM PRIOR TO FULL EXCAVATION OF INFILTRATION GALLERY,THE / , l .I N F I LT RATION GALLERY'B'- PLAN VIEW APPROVED AND THIS PLAN SHEET HAS BEEN REVIEWED CONTRACTOR SHALL PROVIDE TWO(2)TEST PITS FOR GEOTECH C2.4 SCALE: 1" = 10' PER THE CONDITIONS ON THE REVIEWED ANDHEET. DETAILS ENGINEER VERIFICATION OF THE DESIGN INFILTRATION RATE. ,. BY: SHEET NO. City Engineer,CITY OF ARLINGTON ^ ^ M DATE: ((v,_LJ THIS APPROVAL VAUD FOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA S" 24` 5' 1 DIRECTION OF FLOW P�p •wD"o FRAME&GRATE(ORATE kRIC /4 BARS O 6" r L_-IC T'- A N 'CENTERS BOTTOM SEE NOTE i- � - COVER$HALLGBETLOCKMJG ^'A FACE WITH 1`MIN Tom' /4 BEGAN '• HANDHOLDS ) ".a COVER ('CLEARANCE (SCE MOTE 4) y $ �..\ Rdn RIN L_1. 24' fit NS TOP SLAB RISERS,BRICKS(2 ROWS H-'H ". 1 I I W T �•S ONAL FRAME AND GRATE(OR SOLID COVER), 4 MAX)OR GRADE RINGS I r T- SEE APPUGABLE STANDARD DETAILS 1. CONCRETE INLET TO BE CONSTRUCTED IN 6`OR 12' 1-j)3 BAR FOR 8" ACCORDANCE WITH ASTM C476&C890 OR 24'DIA 4g'"g4 & =. f -LAB / 2-03 BAR FOR 12" 2/11/19 UNLESS OTHERWI5E SHOWN GN THE.PLANS STEPS OR LADDER 'M'4 & ' OR NOTED IN THE STANDARD CLASSI4000 S.ALL CONQRfif SLIALL BE 46"OR 64' ~ Q }- CLASS 4000.. 12`MIM 12"M1N !11 jjj 2. REINFDRdNG SHALL BE EQUIVALENT TO TYPICAL ORIENTATIION 7a ,'{' �� T T+ WELDED WIRE FABRIC(WAIF)HAVING h I filk Ar 'H:c AND STEPS ^J, f B B rn • MINIM M AREA OF 0.12 SOVARE INCH PER ( _"CDR FOOT.WWF SHALL COMPLY TO ASTM A407 1 PRECAST BASE& -',r M � $ WWF SHALL NOT BE PLACED IN KNOCKOUTS.. CATCH BASIN STEP T m m r q j lq 2"X4'Xd"SOLID BRICK USED FOR FINAL W I49'CBJ INTEGRAL RISER �5 BARS O 6' ADAISTMENT TO GRADE,B"HIGH MAX. 3. THE BOTTOM OF THE PRE-CAST BASE d"(54`CB) REINFORCING(FOR PRE-CAST BASE& CENTERS EDITION FACE SECTION MAY BE ROUNDED. '0 8'I(80'GB) TEGRAL RISER) 2b• WITH 1"MIN COVER 8"(72'CB) ✓✓✓ 1 NIN�� f l h •�� 0,16 50.IN,/FT,EW.{54'CB} H J 4. PRE-CAST BASES SHALL BE FURNISHED MORTAR 12"I(96`CO) ^i FILL I 0.25 SO..IN/FT.E.W.{54'CB) 7 ,p p - '� ' 7M. WITH CUTOUTS OR KNOCKOUTS.KNOCKOUTS 0.25 SQ.,IN/FT. E.W. (80'CB) 41T�� 1-=- n SHALL HAVE A WALL THICKNESS$OF 2'MIN. C24 SO.IN/FT.E.W (72'C8) 2'70P SL°R ELEVATION"'T ALL PIPE KNOLL BE"STALL to IN FACTORY 0.29 So-IN/FT.E.W.(98'CB) 24" PROVIDED KNOCKOUTS.UNUSED IN IS DROP P N C P H B.c { NEED NOT BE GROUTED IF WALL IS LEFT 18"'I S°SS Sees So° S.�A...O-. ATOP C ._El.-. INTACi, IT•I"f I 7'-0'FOR a6',54"§fi0"CB 'ALL STEPS COPOLYMER I-1/4' 2-1/2" 3/d"(TYP.) E PROPYLENE i' �+ IN 2'-0'FOR 72`&§6"CB -116 BARS O 7"CEN7 RS mL "� 3-1/2"R 5, KNOCKOUT OR CUTOUT HOLE SITE IS EOVAL BOTTOM FACE WITH I' •:. g TO PIPE OUTSIDE OMMETER PLUS CATCH SEPARATE CAST-IN-PLACE ORAVCL BAGNFlLL MIN COVER NOTES: BASIN WML THICKNESS.KNOCKOUTS MA)' BASE OR SEPARATE r BE ROUND OR"D"SHAPED AND NAY BE PRECAST BASE FOR F". OAT10N5 -5 B" T. PROPRIETARY CATCH BASIN HANDHOLDS AND STEPS ARE ACCEPTABLE, RISER SECTION O ON ALL 4 SIDES WITH MAXIMUM pLAMEFEP 6^MIN COMPACTED DEPTH PRWIOEO THAT THEY COFIFORM TO SEC.k,ASTM C47B,MSNTO K 2-3/4" 1-3/8' 2-t/4` Qi 20" FOR PRECAST BASE ONLY M-199 AND MEET ALL WISHA.RE.OURLEMEAT5. 1 3P a 6. THE MAXIMUM DEPTH FROM THE FIMSHELI 2. CATCH BASIN STEP/HANDHOLD LEGS SHALL BE PARALLEL OR SECTION 12 �` ?6• GRADE TO THE PIPE INVERT IS 5'-0 -FOR SEPARATE APPROXIMATELY RADIAL AT THE OPTION OF THE MANUFACTURER, CAST-04-PLACE ONLY EXCEPT THAT ALL STEPS IN ANY CATCH BASIN SHALL BE SIMILAR. C r'• 7, THE TAPER ON THE 510E5 OF THE •��LR PENETRATION OF OUTER WALL By A LEG IS PROHIBITED. PRE-CAST BASE SECTION AND RISER L SECTION SHALL NOT EXCEED 1/2"PER P.fINFORCING STEEL 3. HANDHOLDS AND STEPS SHALL HAVE'DPOP'ftUN05 AS SHOWN O1/ VANE DET 1, HANDHOLDS IN RISER OR ADJUSTMENT SECTION m / FOOT, (FOR SEPARATE BASES ONLY) �. DETAIL OR PROTUBERANCES TO PREVENT SIDEWAYS SLIP. 0-23 SO.1N./FT. E.W.(48"CB) SMALL HAVE A 3"MINIMUM CLEARANCE.STEEPS IN N 8, FRAME AND GRATE SMALL BE IN O.IB 50,IN./FT.E.W.(54"CB) CATCH BASIN SHALL HAVE 6"MINIMUM 4. SLAB OPENING MAY BE 24'X 20"OR 24•DmAc 1 ACCORDANCE WITH WsopT/APWA G.26 So,IN./FT.E.w.(Bo'CBj CLF.ANANCE. NO STEPS ARE REQUIRED WHEN'8' NOTE: T g SPECIFICATIONS.WIND SURFACES SHALL 0.35 SO.M./FT.E.W,172'C8j IS 4'OR LESS,HANDHOLDS SHALL BE PLACED IN 1..t 20• g. AS AN ACCEPTABLE ALTERNATIVE TO REBAR,WELDED WIRE FABRIC a BE ANFSHEO TO ASSURE NON-ROCKING FIT ALTERNATING GRADE RINGS OR I.EVEL.INO BRICK r��-� HAVING A WIN,AREA OF 0.12 SQUARE INCH PER FOOT MAY BE USED, WITH ANY COVER POSiT10N O.J9 S0.IN/FT. EW.(96'CO) COURS[WITH A MRa1MUM OF ONE HMYDHOID T i l -- f WELDED WARE FABRIC SHALL COMPLY TO ASTM M97, 1„ USE WITH TWO LOCKING BOLTS 5/8'DIA STAINLESS STEEL TYPE 304 A BETWEEN THE LAST STEP AND TOP OF THE 98 TDP SL>a SOCKET HEAD(ALLEN HEM)BOLTS,2'LONG.SELF-LOCK VANED I� IT,�,i 9, FRAME AND ORATE MAY BE INSTALLED WITH FINISHED GRADE, 6. LADDERS OR STEPS SHALL EXTEND TO WITHIN 16'OF BOTTOM OF ORATE IS NOT ACCEPTED. I $ FLANGE DOWN OR CAST 4NTO RISER. CATCH BASIN. IF LADDERS ARE USED THEY SMALL BE STEEL 2. MATERIAL SHALL lTE DUCTILE IRgN ASTM ASJ6.GRADE 80-55-06. 3/4 j .- 2� MINIMVM SOIL BEARING STRENGTH SMALL EQUAL REINFORCED COPOLYMER POLYPROPYLENE PLASTIC PER STD.DETAIL MATH BITUMINOUS COATING. MFx 10.EDGE OF RISER OR BRICK SHALL NOT BE '0"WING 1-3/8"' {. w 3,300 POUNDS PER SQUARE FOOT. SS-040 E MORE THAN 2 FROM VERTICAL EDGE OF " } m c CATCH BASIN WALL. r -- "-"'--' 3. MORTAR SHALL BE PLACED BETWEEN EACH LEVEL 7. HANGING LADDERS SHALL BE PERMANENTLY FAST 3. WELDING 15 NOT PERMITTED. EDGES$HALL HAVE 0.125 RADIUS, FASTENED AT TOP BY OF ADJUSTING RINGS.TOP OF TOP SLAB,AND HANGING ON STEP OR BY BOLTING OR EMBEDDING 94 CONCRETE. 0.125'CHAMFER OR COMPLETE DEBURRING, BOTTOM OF IRON RING. EACH SHALL BE EMBEDDED AT BOTTOM IN BASE. SECTION C-C FRECAST BASE JOINT 4. USE A Ell-CARECTIONAL VANED GRATE IN SAG VERTICAL CURVES. , PRE-CAST BASE SECTION 4 REQUTHE REME TS STANDARD SPECLFICATIONS FOR MU±?F 8. ADDITIONAL. SAFETY FEATURES MAY BE REQUIRED IN VERY BEEP OR (MEASUREMENT AT THE TOP OF THE BASE) UNUSUAL STRUCTURES. O a. STANDARD DETAIL sr NUA1L�RDETAa o` _ STA PAPDARD DETAIL S7 NUMBEn°ETA,I. J Y or w R_' «mnFR STANDARD DEor pullix TAIL_ srA WJMK Aal o`Y oa n STA VDARD DETAIL sr DAMW BERRun ��� g CATCH BASIN TYPB 2 nw �tA®r *-:'• SD-020 vptr�4 48". 54". ASI 72" & 68" �D-'�')� �PCANo,Tot CATCH TOP .S DETAILTEP, SD-050 vptA�t s VANED GRATE 51)�'()"7�) O o' CATCH BASIN TYPE. 1 W E" 4. B WEBS, ICK B - T CORE,3 LIFT HOLES SPACED AT 120; & §-1/2"FROM CENTER A U. d=1�4 4 28-I 4'R f `, rAi PROJECT NO. TDG18005 NON-SKID PATTERN DRAWN BY: 11" TO BE CAST INTEGRAL_ a ON TOP OF COVER FRAME a�1N PAD MATCH EXISTING SLOPE (SEE NOTE 4) CHECKED BY: PAD I'SEAT MACHNE 2 ( 1 10' 10" III GROUND FL-- ----- C TOP OF WEry i d � ll TOP VIEW SECTION B B a 4 \\ \\\ 11 'I +" (� J 2" MACHINE SEAT 3' 23-3 4' LLI U NOTE: 33-3 4' :if Q 39-1 WIR � A � z MATERIAL USED SHALL BE . .P 2" t DUCTIl BO1-511 6 os,A11I.-A53e. 4.' a M • . . �3CTION B-B m 0 1W- WITH CLEAR A� BNTRANOUS COATING. =ON A-A � J LOCKING HOLES TO BE PROVIDED r w 4 = 5 OXAI AA ALLOW FOR wG GRATE AS-BUILT DRAWING APPROVAL m U z SOCC-SOCKET NCAP SSCREWS,NO FRAME PART OF SORE WILL PROTRUDE THIS PLAN SET HAS BEEN REVIEWED AND APPROVED W O a RING NOTES:"BrnE GRATE GOYER NOTES_ PER THE CONDITIONS ON THE TITLE SHEET. } - � ,p / f//l/i/j '�/�1•' Q GRATE TO BE USED WITH FRAME 1. USF w,TH THREE LOCKING BOLTS 5/8"DM `P //, �� SHOWN IN STD DETAIL SD-090. TYPE A CURB CUTTER 1, DRILL THREE 5/8'HOLES THROUGH N �."/fir A1,LEH HEAD)TNNLESS STEEL DO TS,TYPE Z30LLO SOCKET�LHEAD 14OLES RING SPACED AT 120'. CRATE SEATING:a INTEGRALLY -E- CAST PADS PhCED 120' TO MATCH HOLES IN RING, 2. RING MATERIAL IS GREY IRON,ASTM BY; 1 2. COVER MATERIAL IS DUCTILE IRON ASTM A535 A-48 Gtass 30 City Engineer,CITY OF ARLINGTON 4 ( CAST POCKET LIFT HANDLE, GRADE 50-55-06. 3. APPROXIMATE WEIGHT OF RING IS 215 SHEET TITLE SECT ION C-C (D NON-SKID DIAMOND PATTERN 3. APPROXIMATE WEIGHT OF COVER IS 150 LBS, Les DATE' APPROX 2-i/2"x1"",/8"HIGH 4. TRAFFIC RATING:H-20. STORM a. TRAFFIC RATING,H-2o. CONSTRUCTION DRAWING APPROVAL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED DETAILS PER THE CONDITIONS ON THE TITLE SHEET. �HMF TIIPAIRIX®Ff w PD87.IL'DETAIL ;rnn0AR0 DL uI. T.TY O ° ,N A0 ,Pn N"...__ -51MPANDAR AE I. su rwM�eEw<of t Y n Pn nFr..... 24'�BOLT-LOCK DETAILING MANHOLE S AH"u eI ERrrur. .R nlPnlN STANDARD DETAIL NUM9LF ° ' ° � 3TX ---- -- BY: SHEET N0. HP 1W MR • W of T SOLID COVER SD-080 v 4 TYPICAL FRAME AND GRATE INSTALLATION �D 0.)0 r®t -�� SD-1 1 n City Engineer,CITY OF ARLINGTON /\^- '//�/ �CttR 4t�Na,Lo „_--- --- i p4Nato _-- RING de COl"ER. DATE: V� .L� THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31 N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 5-1/4'MVO HYDRANT p A• DFC INSTALLED PLUMB.SEE REGARD 5T0. DUTY LOCK e NOTE 1 LOCATIONIRED IN RURAL OR BY CITY TI��1,1 QQ' d WASHY LOCATIONS IF REQUIRED BY CrTY !y ti0 ' ENGINEER CONNECTION TYPE qA PIPE TYPE DIRECT TAP SADDLE :R SEE NOTE 4 4-1/2"PUMPER PLASTIC x 6 TRP HOLE �y PORT.SEE NOTE 3 AC, x '�'orslcaE° ON• x x �IONAL E BREAKAWAY BOLTS VALVE BOX PEP. •DI PIPE TO BE CL 52 OR GREATER z 6 AND BREAKAWAY 3' S1p PLAN W-190 GUARD POST CONCRETE PAD AND 8'OR LARGER, 5 7 2/11/1D OPERATING ROD SEE NOTE 9 SEE ITINOARD COUPLING 2' _ a IE' DETAIL N0.W-020 M ,r1I;A� CONCRETE PAD CONCRETE PAD - •: FLANGED TEE tK+_ i' I '+ (SEE NOTE 1) SEE NOTE 6 LENGTH VARIES(24'MIN) TAPPING TEE(fit 4 MECALUG RETAINER - 24 I SEE NOTE 10 GLANDS EBM 0105 ® wl•+ ; " Te• _(� r" I a 3 - 2. • _ _ 4 2 SHACKLE RODS -_ '+ 22-,{ 10 SEE NOTE 8 '•�.,F,:G,. yy • •• •,, �,�, 24' . a UNOrSTURBfO 111i'18'x4' 18' • N -- 3. EARTH GONG BLOCK e'RESILIENT SEAT GATE J' _ - 6'CEMENT LINED DIP VALVE(FL.MJ),MUELLER,M-� 4' \ _ GUARD POST 38'• 9 1/2 CY W/MJ RESTMMED JOINT OR APPROVED EQUAL -'.EXPANSION.,POINT ti SEE NOTE 1 WASHED ROCK SEE NOTE 7 MATERIAL NOTES: 1-1/2`MINUS (SEE NOTE 2) NOTE AND IRLATIBIMALS: nsLHNTS AMC'ALL MATERIALS SHALL CONFORM TO AWWA STANDARDS AND SHALL BE OF SIA,I,+NI' MINNOW MANUFACTURE( 929 RELANT OR MUELLER SUPER CENTURION 250 ONLY). AVAIVIIIII Rm ELEVATION PLAN 11 1'CC SERVICE SADDLE W/DOUBLE STAINLESS STEEL STRAP OR DIRECT TAP C TABU THREAD CORP SEE TAB I.} A30VE. THE CENTER OF THE HYDRANT SHALL BE 3'FROM FACE OF CURB.IF THERE IS NO CURB,THE CENTER 61 ,"RANT SMALL BE 3'FROM RIGHT-OF-WAY AND A MINIMUM Of S'FROM TRAVELED LANE- I'BALL VALVE CORPORATE STOP CC X COMPRESSION WITH KEY FACING UP,MUELLER OR FORD ONLY, ONE 5-TO 4-1/2`PUMPER PORT W/WS,T.AND STORZ ADAPTER ASSEMBLY.PUMPER PORT TO BE FACIN(, 1'NDPE CIS CLASS 2DO HIGH SERVICE PIPE(200 PSI RATING)WITH STAINLESS STEEL STIFFENER AND STREET OR ROADWAY FOR THE FIRE ENGINE ACCESS. 10 GAUGE COATED COPPER TRACER WIRE WRAPPED AROUND THE PIPE AND ATTACHED ON BOTH ENDS, N TWO 2-1/2"HOSE PORTS W/N,SA,AND 1-1/4-OPERATING NUTS. (J FOR 5/B"X3/4-METER,A i'COMPRESSION ANGLE METER BALL VALVE A 5/8"METER R REOUNREO. I'METER.A 1'COMPRESSION ANGLE METER BALL VALVE A 1"MEIER IS REQUIRED.BALL VALVES ARE PROVIDE GUARD POSTS FOR VEHICULAR TRAFFIC PROTECTION IF REOUIREO BY CITY ENGINEER PER STD- LOCKABLE. OEIAX W-030. t S,J g 6. INSTALL 1'.3".4"CONCRETE PAD(WO PSI)AROUND HYDRANT IN UNPAVED AREAS INCLUDING PLANTER METER SHALL BE INSTALLED BY CITY UTILITIES OMSION AT OWNER'S EXPENSE STRIPS,COMPLETELY SURROUND HYDRANT W/FULL DEPTH OF CONCRETE PAD WITH 1/4'4POI4T MATERIAL METER BOX SMALL BE MIDSTATES PLASTICS 1324-12 W/SOLID DI LID WITH 1 3/4-HOLE FOR TOUCH BEFORE PLACING CONCRETE. NOTES: READ PAD(TRP), III I � 7. HYDRANT RUN TO BE 6"CEMENT LINED DUCTILE IRON PIPE CLASS$2 WITH RESTRAINED JOINT$(MEGALUG -' ('� 5/8'A 3/4"METERS REQUIRE A 3/4'ANGLE METER CHECK.COUPLING A 5/8`METER WITH A 3/4'MI TYPE OR APPROVED EQUAL),HYDRANT RUN LOWER MAN SO FEET SHALL BE 6-D1A OR LARGER. ` L,UARO POSTS SHALL BE 8'LONG, 6'DIAMETER,CONCRETE FLIED CLASS 52 0,1,PIPE OR A 1'COMPRESSION ADAPTER, 1'METER REOUIRES A 1'ANGLE METER CI*OK COUPLING. 1"METER, w B, h'GALV.SHACKLE RODS WITH THE EYE BOLTS AT DON ENOS REQUIRED FROM VALVE TO HYDRANT, 1'4V T Ii�: 8'LONG 8"DIAMETER REINFORCED CONCRETE PANTED WITH TWO COATS OF HIGH GLOSS Ie I'COMPRESSION.FIPT ADAPTER NMT14 I"PLASTIC PLUG, U rn S � 9.. FIRE HYDRANTS SHALL BE PAINTED WITH TWO COATS OF HIGH GLOSS EQUIPMENT YELLOW`RV57-ILEUM' . CONCRETE SHALL BE CLASS 3000 P51 MIN, CATERPILLAR YELLOW(RUST-ILEUM)TYPE PAINT. (a) If Q b PANT. 2 TOP OF GUARD POST SHALL BE LEVEL WITH TOP OF OPERATING NUT. (9) EXTEND SERVICE PIPE 10'BEYOND PROPERTY OFME AND 0.N ADDITIONAL 5'BEYONb EASEMENT LINE. 10.INSTAL 24'.24'.4'CONCRETE PAD(3000 PSI)ARCUND Vu.VE DII AND 48".48"X4"FOR MULTIPLE VALVE 2. INSTALL 1/4"EXPANSION JOINT MATERIAL MWTN FULL DEPTH OF CONCRETE PAD AROUND HYDRANT, Qq) METER LENGTH BLANK STUB STUB. W E BOXES IN UNPAVED AREA O 6 b O•NwR ♦OAs VvAmsn OF➢vwx WORKSSTA"Da .CV v i aw AXPARInIaw OF FUMLIC wow 4wOcn w OAT UPAR71CLIrT Or PUBIC WOW STA14DAPO DETAIL 1 ++wm W 4 MMT OBARIf�N7 Ol PUBLIC/ORCS SI I O HA wMnIM STANDARD DETAILS ° A nnr STANDARD DETAILS G¢ .� Ran. STANDARD DETAILS NUMazR G Rams STANDARD DETAILS 5 G FIRE HYDRANT ASSEMBLY 1Y—01O s t .I•� A PIKE HYDRANT CONCRETE PAD WuM020 ona+w ^— r.. Me au w•N NJLIIRI L� W { _.. _......._...._.. RIRB HYDRANT GUARD POST W-0:30 ' t _.-. RESIDENTIAL WAITER SERVICE ., L t STANDARD DETAIL l • C CII4°'T tINO'1 CEILING ,, a }I✓I I L—� A ,� _= .�...._.._. ._.._. 0 V-21 MIN 6 TRP HOLE z � S :. - ^.... - U _ _ r T f - MIN 8'MIN j4sx I— k 3'MINC. ., U. a L 2"IRK 7 3 _- - -- FLOW '- PROJECT N0. PLAN 4 SEE NOTE 1G w I A, ELEVATTON 5 TOG(j18008 m' V DRAWN BY: PL,AN - MATERIAL LIST: PAD 12 ELEVATION_ 1-) UL-FM LISTED SOFT SEATED WASHwGTON$I APPROVED DOUBLE CHECK DETECTOR VALVE ASSEMBLY WHICH L.L. CHECKED BY: Z 1 MUST 1E INSTALLED IN THE SAME ORIENTATION FOR WHICH IT WAS APPROVED.ASSEMBLY 10 INCLUDE:TEST MATERIAL LIST: COCKS,3J4'BRASS OR COPPER BYPASS WITH IN-UNE VALVES AND A 5/8-REMOTE METER,METER TO READ PAD 2 --- IN CUBIC FEET,AND BE REMOTED TO AN EXTERNAL WALL OF BMALDING METER BOX, 22-�' \ '_) WASMIN410n SPAII A'YHGwEU DOUBLE CHECK VALVE ASSEMBLY INCLUDING TWO BRASS($MILL vALVM;AND __) UNI-FLANGE WITH SET SCREWS OR ALI X FL ADAPTER WITH MEGALUG OR GALVANIZED SHACKLE TO MAIN Wn" Y FOUR RESILIENT SEATED TEST COCKS. TWO 3/4"RODS,OR MJ RETAINER GLANDS FOR BOTH UPSTREAM AND DOWNSTREAM OF ASSEMBLY. IN NON TRAFFIC AREAS USE: Q 1 i) DUCTILE IRON PIPE(SIZED AS REQUIRED)CLASS 52, FOR 3/4'TO/'ASSEMBLIES,USE A MID STATE M*,BCF 1324-tit. -' (L g FOR 1-1/4'TO 2'ASSEMBLES,USE A MID STATE MSBCF 1730-18, .a) TWO GALVANIZED ADJUSTABLE PIPE SUPPORTS FOR 2-1/2-DIAMETER AND LARGER PIPE IN TRAFFIC AREAS: U) NOTES AND MATERLMS: A TRAFFIC LOADED BOX MUST BE USED AND LOCATION APPROVED BY THE CRY OF AFUNGTON PRIOR TO d A 4"MINIMUM ROOK DRAIN OR WALL FOOTING DRAM MUST BE PRONGED IN THE SOME ROOM. u J W U INSTALLATION. d FLUSHING CAPABILITIES MUST BE PROVIDED WITH A 2'FLUSHING UNE DOWNSTREAM OF ASSEMBLY TO OUTSIDE - OI 2•CC SERVICE SADDLE W/DOUBLE STAINLESS STEEL STRAP. �3)PROVIDE TWO UNIONS, OR AN APPROAZ INTERNAL DRAIN. Z (FM Q `,IF A DAYLIGHT DRAM CANNOT BE PROVIDED THERE MUST BE A 6`MIN LAYER OF FREE GRAINING GRAVEL 7U WHERE ASSEMBLY IS TO BE LOCATED ABOVE EXTERNAL GROUND LEVEL,ALL BENDS REQUIRED TO LOWER INLET U) Z Qy 2'$ALL VALVE CORPORATE STOP COMPRESSION WITH KEY FACING UP,MUELLER OR FORD ONLY. AT THE BOTTOM OF BOX. PIPE(TO PROVIDE REQUIRED EXTERNAL GROUND COVER)SHALL BE FLANGE FITTINGS OR BE WITH HORIZONTAL UJ V 2'HOPE CTS CLASS 200 HIGH SERVICE PIPE(200 PSI RATING)WITH STAINLESS STEEL STIFFENER AN m '.D MOLES MAY BE IN OR OUT OF BOX SO LONG AS SUFFICIENT ROOM IS ALLOWED AT EACH END FOR AND VERTICAL THRUST RESTRAINTS.. 1 0 10 GAUGE COATED COPPER TRACER WIRE WRAPPED AROUND THE PIPE AND ATTACHED ON 80TH ENDS, VALVE OPERATION AND DCVA REPAIR OR MAINTENANCE, CD ALL WALL PENETRATIONS SMALL BE SCALED PER THE CURRENT BUILDING CODE. J (� 2'COMPRESSION ANGLE METER BALL VALVE(LOCKABLE). NOTES' Q � Q Z METER(S2E AS SHOWN IN PLAN)SHALL BE INSTALLED BY CITY UTILITIES DIVISION AT OWNER'S EXPENSE' 1. TEE AND GATE VALVE REQUIRED AT WATER MAIN. AS DRAWING APPROVAL 3j m UI CITY WILL INSTALL ADAPTERS AT BOTH ENDS OF METER IF THE METER IS NOT 2". I. III5TALL ACCORDING TO MANUFACTURER'S SPECIFICATIONS, u j L LHiZ+ r� INSTALL ONLY IRA HORIZONTAL COISIGURATgN,UNLESS APPROVED OTHERWISE BY Glh ENGINEER, 2. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION,AMID RECERTIFICATION ANNUALLY AT OWNER'S THIS PLAN SET HAS BEEN REVIEWED AND APPROVED L.I..I O < V METER BOX SHALL BE MIDSIATES PLASTICS(1730-16)WISOUD DI UD DARN 1 3/4-HOLE FOR TOUCH EXPENSE. PER THE CONDITIONS ON THE TITLE SHEET. ~ "- READ PAD(TRP). 3 INSTALL TEST COCKS FACE UP OR TO ONE SIDE. + INSTALL BRASS PLUGS IN ALL TEST COCKS. 3, TEST COCKS ARE REQUIRED TO BE PLUGGED HT a Q� 2'ANGLE METER CHECK COUPLING(LOCKABLE), >. FOR 3/4'TO 1'ASSEMBLIES.USE A MIDSTATES 1324-12. 4. MAXIMUM HEIG OF ASSEMBLY FROM FLOOR IS FIVE FEET UNLESS AN OSHA APPROVED PLATFORM IS V UI S COMPRESSION.FIPT ADAPTER WITH PLASTIC PLUG. 6 FOR 1-1/4-TO 2-ASSEMBLIES,USE A MID STATE MSBCF 1730-18. PROVIDED BY: �, '. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY. 5, ALL DIMENSIONS ARE MINIMUM CLEARANCE REQUIREMENTS. City 9 Engineer,CITY OF ARLINGTON lJ EXTEND SERVICE PIPE 10'BEYOND PROPERTY LINE AND AN ADDITIONAL$'BEYOND EASEMENT LINE. 8 ALL MINIMUM CLEARANCES MUST BE MET.SEE STANDARD DETAIL MO.W-100. SHEET TITLE t0 METER LENGTH BLANK STUB FOR A 2-MEIER,W-17-1/4'. ), ASSEMBLY MAY BE INSTALLED INSIDE BUILDING IF MINIMUM CLEARANCES ARE MET AND APPROVED BY CITY 6. FIRE DEPARTMENT PUMPER CONNECTION MUST 8E DOWNSTREAM a ASSEMBLY, DATE: it 2'METER SETTER,FORD OR MUELLER.. ENGINEfR 7. NEITHER OS A Y VALVE CAN BE USED AS A POST INDICATOR VALVE(THESE ARE ONLY PART OF THE 10 ALL$RANCH Go NECDONS SHALL BE LOCATED DOWN SrNEAM OF THE ASSEMBLY.AN'Y BRANCH SACKFLOW ASSEMBLY). CONSTRUCTION DRAWING APPROVAL WATER 12 BYPASSES MUST BE HIGH BYPASS OR SIDE-BY SIDE waH THE METER. CONNECTION ON THE SUPPLY SIDE OF THE ASSEMBLY uu`>T DE PROTECTED BY A SEPARATE APPROVED S. THE ROOM SHOMR.D BE INSULATED PER THE CURRENT BURDING CODE AND HEATED TO ABOVE FREEZING, RACKILOWW PREVENTION DEVICE. ONLY CONSTRUCIION MATERVM.S THAT CAN W4I 744 OCCASIONAL. SURMERGENCE WILL BE ALLOWED. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED DETAILS PER THE CONDITIONS ON THE TITLE SHEET. •Ow pBPARTi4RR1'OF loUBiJC►0106 .MINA A. a WA4 DVAm'Y6nT w PUBu4 raMUX wM�n n M.Ow IRPMITAImrr OF nm+Jc wNNr.�Y O --`�� ----- slanDAhU pt'Aa 1•EY O STANWAOD DFTAA -- Si4N0A6P1 DE1ML Rai.. STANDARD DETAILS HUMDLF w Paaw STANDARD DETAILS „UMBER w wJ.— `;TANDARD DETAILS KUM9LR — — .AI Os -- — BY: SHEET N0. • • O MHO WRAP 2" AND SMALLER DOUBLE CHECK VALVE ASSEMBLY DUUHI.E ctiECK DETECTOR ASSEMBLY W-12v W�IABS -- NON-RESIDENTIAL WATER SERVICE j4-050 '�Clxn4o4 � (DL•vaj FOR 2' AND SMALLER W-�9O �+ -- y Engineer, ARLIN /�^ /� (DCDA) 2-I/2" AND EARC.ER SERVICES ( ''l . 'l 7177 DATE: \V�J J THIS APPROVAL VALID FOR 18 N NW 114 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA D ( Farm D— nr e-!€' : 4 °K iE!F BE- a ` t rAi I \ FUf f h - F AlAL RENITy NATI•,E u iA n11 T f - \ -` y .4•UNO T T , BA 4 TURNBuCFLES, 5 ; - ���ONAL � _ 1\ ,PTPE !I' s 2/11/19 I C I \ PLATE 4 • =. atoss 141 m PLm s Alf' _AP L_ N\DIr.fYRif/YVIR� ,,`•V - n,- •• '�,i z . : x1 4`+ 1 Iiil•� _.ih 8• J4 1 1 M1 ➢1 e - `� • ( 11 r2• JW ..,R 125 5 31 WAX. L..i CIA:I.P t '-N-1 ,•.(( / '• • t Ic,N BIVDED DIRECTION!'�FLOW , �. _.. f .r F171>v a a"SMEL i ,� 7 s'.L ^ .•5 PLATE BL"M' ,PEi �n F>.� ELEVATION �/ �•y� r TII� I'� ELEVATION _J b E ML - �, F, % frA 0 PLUGGED TEE FiOIYTAL -' l ;d j j- x.:_:.._: 1 A 4 TURNBUCKLE r 71 I' 0 :. I_ THE n n L MATERIAL L.iST -''r HI k Mtn, el •: LL SQUARE FEET 1 f' L FM.I L WASHINGTON STATE APPROVED F DEED PRESSURE BALkF:OW ASSEMBL`r INGLUOING TWO C'.' •1 �. 'ICT' N l Irfl I i F I v"r „ L Iit H h :I,- 1 F il' I It t,i ,t!- T/4"STEEL.. HDR12 Df PIPE ANb I d ; _ 9 THE F�Tt t N rt l i €I F Ir '.r 1 AT r l 1 ::M ( PLATE BLOCK THRUST p�/yy/ +�-` +!r, :d� A iSy SIZE[,T,,, FRr'f FC= �.:cl +.knvl"i fFAl,s E ::�F IA•.SM IM F.'.;,.Af 1 ',! I.f..[' :A..t. F:K IJ:r�i TflrW�l ilt.W.�JCl/LI. .__ _. _ y •• L� _4 P 41 Q -- {� 90' ELBOW WITH A CLOSE NIPPLE AND UNION ON 4EFTICAL t_- y S 1- �-- L ..' Y.' ., •� `�p� �.f rc a' Q THRUST BLOCK AREA.IN SQUARE FEET(TEE STD DETAIL NO W-T65) NOTES: I SGl '11. _4y( MPS:.=�Awo l M4 AE' � hnvL< 1 :•r AT I AtJC' r-i=E B F:I F F"FE:AF E T N i ;,I<yE7Eft AND F?1p SOIL TY#'$5 c--. •.-'�"�"�" 1--... ,• --i ... _"FFE:Er THAN l-.wN H 1 BE.,ETEFM+EJ 1-• E'.;;INEER. k: w I..HFai. Ix F.F.F....;':.A -eY'.r I.. ..AP.:G Fi::'k r/. - ...A. v. .r .n-. ;'r. is",.<A 'I� nNAIVE BI a,vNn Sn iiaBE_ "l .. S FIf. IFE 4.F Il:..k 2 LIL _r:H N.1 T'Tr _IPIJ_F I EEI HAi'__EAP A.A'N[T -- 6� • Yi r BE4[ 6E C EEtiC ';)J+f F IL 4l Tf I. ':ti:L'P F i; f'^.IA I i i w T SEMBLY REOU4R C T Y '! i R. ,.,-_ •'I. n_i.�.`°-.-:rF-. -.,. .,I �: r R:.-.,-,_.< 1+:".. t NF TH:,`.T N l• �.Hr Re.H..i tFl::F;hf�.<Mlr. .0 '. T. Vk A.UR I._ .�. r+ AS BS EMBrMATNSt4 UPON WSTALU[ON AND RECERTIFICATION FNriUAE.L.,8 (ri'n E Pr A .• ,.i a! v< '' } -` '1 +. W E,>. E .,Hn.L w'r..H` ,5 EJ e;,_•'. r:�.p 'p. .) 'r.`. ^ia" rt i.t %;_ ✓_r..,.,, �::.1.A I A r::rl'I •n.qi.A..( .41 s.r .Ivi .I-ar:;' •'.) `- J.tl _ `> I g THE NCL LE M A a._ _: L v � _, a'i S 2. E E 0 UST DfST,W1EU ON A THM,K CONCRETE PAD. _ S'J >:> ,E•. - _ 'r li t��is0_ .'..3 6. A:_�3 h hl I. r rl.....TC iF PSI' ...r --1 s.a n _A-rC T F E FE A IC ._C r,ER wA'EPMAn S ?.:,'."^I'P,.+F,`{;t 11 I IJ '-H.AI L(SCR A:.>I1 t E ,.L114;L`_1 171NG SURFACE AREA FC)•'.:s_f.BUT 3: AN ELEC?h-A_,.,UTLEr MUST DE PROYIDEO. -- _-� - - [: x. ! tisLl I T 'EF.r ! ,:r BE L E tz. ir' JL :^ :v'+`::i> ACCESS i0 BOLTS arse GUrlDS .-BALL E IDE:'. . -- -.... _ f W � $ 1 r . 4 f-U Ll rr, r •_O ! r E L IY '._L_ 6 A_� FI T' _-C r! {R EA >',AL E E RE 1 P _ -.:• U+,-L-.t I,.tA r'.1 h r ATfn NJ A TRAFFIC AREA. V Tll f'..11 Hn I OF,"I J i A19C 7 WH%R IFE.-Iti- F "vE T -IN- hlFc'Ti A t;:STINU $ G a $, ALL BRA, H CONNECTIONS SHALL BE LOCATED 69 THE DOWNSTREAM SIDE OF THE ASSEMBLY. WdTEFM N T B'_ 1 ,rI,TA I-::"':F IJ- •_ON E_ ,.AHE E`_* P.._'SLE OR AS ry�P� PCB P.tlr.i E[ r MV`,I .EL _.HE:.E T E :IT, E°. INK 0: r►I � 8 'E4r SAP• dL ° L. ':ALL L.E A=T'S,?IED 8T THE+.,T, EN�INLEF. FOP NOTES SEE STD DETNL 40,W-17g FOR'TES_LL �C 6E w---:-�. .. " Y .1+1nm A o.a OEPA[1i@NT or PCIWX'w10.5 Z Y DBARTL:4+T M PUBLIC 1rORA5 Y vnvrta n 1.arA DDPIBIERNP DP PlrBBM 110RIC4 Y eNNra n A auxr DDPARN®NT W PUDIK'fDOtl - o -- STANDARD DCTAIL 1 +�.Av-e ---- S<AADARp)ETAIL 1 STANDARD DETAIL ♦ O ST•NDARD DETAIL y .. aA STANDARD DETAILS ° «. STANDARD PLANS ° all N,i,:m STANDARD DETAILS ° ' BR R/MI F. STANDARD DETAILS iL, 5 raYB[R - NUMBfG NUYDER _ NUIIIIER' It p'F REDUCED PRESSURE BACKFIAW ASSEMBLY -- --- ' -- " SST BLOCK ...._.._ o....A . ®..,� T+�ma,E {RPBA} 2" AND SMALLER W-E 34 �p1rN�tut THRUST BLOCK I -160 * ;. THRUST ALOCK ilp'-I6sv 7 tIW VERTICAL TTfRt TYPE A A TYPE B -1 ". ? a s A � u 24 r24,4"COW,FAO A Vit V-P'.x p E o SI I. r.J E SEE NOTE 4 FE-1 NIT HN:H r T 3 \ APE W � g �s '=1 ! ,3 TOTAL I� t .. � LENGTH I A -„`.¢ VALVE OPERATING NUT ``�. ' Jf 36 F rE Irl ��F T �= EXTENSION SEE NOTE$ °^ _ ,Y SIA LLE 4N F F FE '.'A t AND 2 / Ea7; ,r ab /d 1 OVERMr,. Fr I HALL I 't- Nel L F i _ vuvE BOX < _ S � PROJECT NO, OF PIPE_NPTEi.,it I SEE NOTES TDG#18005 DRAWN BY: ale SET SCREW PAD CHECKED BY: _r a 'rA FACE i F AREA f+'.. w,, Y. IAW THICKNESS PAD •,. v I I rF ` \ A �..!7!• VALVE BOk CXIENSIUN STEEL SECTIOFI A A E F_ Ile D IN i t� t i kL Ft T A va LL ' 1{dTj�� ti'h "(;� � •AA 1° SOLID STEEL STOCK Q VALVE BOX CUSHION 3 TTPE NG rcP 11 CiR IS AND W KPT'A BENDS r P":'<,ri 3jB'SET SCREW J ~ IH T A Alt T �/ U�/)� :AIL li' 4 SNND A ♦yEL T Lid/ •f .8. g` yj A.- VJ FHt FITTING BEND N Pi Fhti 4 'FEND 4 A IN' /r : ` ... - 2 :.}' PfI � - Q WATER MAIN-' {;l UNDST,FBE-'+:=T-: L�� ,A f {2 - (Fl;• MIN PALL THKKNESS) z IR.AVEL LI BACkFILL FOR LAiAiNS U) I 3 l 3 a. 1 ,i r .a,..OrNC Luv .s " �. ._:Pet =.--- „�N�aTZFxeetr IH A s'a slcl VALVE BOX AND EXTENSION VALVE OPERATING NUT DCiEHS[ON � m � LL NOTES; > Q w T LCP.AT,N Irlr. F, I F^.0 HAi `M"rLF"I)FOR SOIL TYPES Q Z CHF F;.- +, aH`a. IL...Rf 5 I. M,.Ir H- a F E1.;IE;R. MATERIAL LIST: NOTES: AS-BUILT DRAWING APPROVAL m (D 2, ALL a..::: .3 ._r_'dE .. •T:!ra_ REi'. uN [ ! FAII Err,>AGAINST UNDISTURBED NATIVE --- PROVED uj S_ 6 CR V'- a w I r rl HL1 ! r ,B74 e£SUPPLIED ON'GT.r Of _ _ THIS PLAN SET HAS BEEN REVIEWED AND AP .0 B <(a ,F.HLEI,r;-:v. .n':vE P rl:r:LT T N IL+L ACE '...cE,wr ! r'.E s L L z M L T A.J 'PEE F3} [r PER THE CONDITIONS ON THE TITLE SHEET. ' ._ ,JTLET E ...C.. I/_- .W H Ht. I;it t if 1:;:.N* Ant Ilt A M.NIU,;.M.,F ,..•L \ F4.%7....r.. '.:N.: �:NIE r0 3 AL( j'r FE Ht L BE E F. ,ATI.0 M I C,Ati. PRESSURE TES'IN+.SHALL FF M`VEL_ L,x'ING CAP ON .L�.Ai.:' i.s T...,A. if=BOX AND EXTENSION PER r Oi` JF' FT -F^ / F -1 C M( E�:. THEFT NTH N_T `'.r t ,2 t J`.tr All fTr Fl:a �A,J(. d Al" T BRASS 6P SEND 4,. kNt FI.'Ir4 I IF 1,04N1J1m' ARE TO BE MADE 6.r STEEL, o STIED A5 NOTED.AND PAINTED NMiH � $, A6'itl?II! I AI,kESN-{FNT SFAT ,F ME �ANr. BY: w „AAPNI •.n; k_L 1!L N_ LINED AND COALED WITEI$GDA13 �. Y141NUNE$t_TE TEE'MTRE 6'FLANGE M 11,H AEr I-E A':_''.WTi.A :_,E H c-A S" R'N.7W0 PIECE t `E;izNED WITIi DEEP SKIRT I2")LIDS*RUGS, City Engineer,CITY OF ARLINGTON OF A<,PNALTIC VARNISH ROt A,� 'I, P f1E:EQUAL All,: M l,i"II A..,E P_n=TKS METER BOX M58iCF IunL H r, a MANIFAFTURED E F H I< .ATHER. SHEET TITLE DATE: B, SH•+:VLE RODS SHALL BE FUSU:N Br„rf FP- , E �I.IND k4l STEEL,ASYY A 36, I I 11 EI _L y y:. M = FOLv PIPE W/2 (1 •F'. n, "-'(AI t L!Nrl it vt ,,I L:. I "OF ( I111t L,AREAS. I'r2'BMMRE AROUND A<IF .:EMT=F>,I:N A,:NF F,1•:'.i 7. SL6 L rI ACArasr FfMNGSEN: F A'Al r TFE FEA ;T FI Nu SURFACE AREA POSSIBLE.rrn 2-I!r CAP r1An rJAt STANDARD THREAD: SINGLE VALVE BaXcs'AND 4'.4'ARt+uND MuttlY. T, CONSTRUCTION DRAWING APPROVAL WATER SNAIL N_ •=F r:c EN__L.,__�L Er_>. JI^rT e _. �;L..C> _.t..Hb u :CES>TJ ButTS ANSI�-`<!F 'H4i-L IF �I=_^ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED DETAILS PER THE CONDITIONS ON THE TITLE SHEET. •eEow:n gala DLPAPTI2AT OP P[IRIJC[EAR'S e1Yt 08PARTIB[YT Br PTt Iro8E5 i ' t Y . dAAO,.F AnAI DEPARrWSAT or PE1BTiE►om STANDARD DEtu[ NUYR AILL .Ix w,n/Nw ti srANH'yc€-Aa VALVE RD DETAILS 54MNDARD BE? wn� ' .vn STANDARD DETAILS TAIvDAIzD DFTAILS RAe ntdnw STAND • ®n. No>a.vY _"`""_. -. AR AYIIK --- BY: SHEET NO, VERTICAL THRUST BLOCK TYPE G W-175 2" DDOWOFF ASSEMADy jY 180 s i ��`-190 City Engineer,CITY OF AR % BOX AND tags �LIN. OPERATItiG NCT EXTENSION C3 .4 DATE: THIS APPROVAL VALID FOR 18 MONTHS NW 114 AND SW 1/4 OF SEC.14,T31 N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA O P' OfC GEJJ PCo=AVEME`:T pQ- oc wA � SI DTI 1 PESTGPAi!n7N PERSAO # 1 .1W USE PERMIT A NOTE 31 J xe�e ! 11 �P ONAL 2/11/19 J_ I { I ...,GRIYIR WALL ��—F�`kPE R STEEL �f.' f�1.Y.3f F',R PIPE Et I_":;rr. L,.Lm "`•�'4 P t8 FOR PIPE D.OVER 1'<' y1 MAx,1'iEPix SHALL NOT ExCCEO b0' �I SLEEVE SEAL SLAW.COM L:FfO TRENCH {{ PLm PLAN j I WA'E?Tl irl' BA.G'KFIU,.(SEE NDF$t) NEAT LINE(ttP.} i FLOOR Ct ( GRADEt r,.,..t.,.e...�• I.fi.Ya•.? .<<h�• -i'L - .'ONE . � tHRusT Utflekc - IhB' h,FMlrl' Ir E ! I //'''�'' aTfriJ( ITINC LXI,TILE .s V P#EL.E SEE' :LAM MA7 L IF h C W'HEr. FC-PIPE DIAMETER) FF ifC AME A' I' EIr t'ivE 6.p.4 78'" fff a A = ELEVATION ELEVATION R UNPAVED AREA PAVED AREA SEE W-22$ a , 11 FOR CONTTNVATION - SIM FABRICATED EPDXY FABRICATED STAINLESS STEEL WATER WAN _ NOTES. K FIELD LOK GASKETS/MFGALkIG - P'E ul EP N ALL J`�N'"';FROM VAUf t T^,FN'+&t'4FIrL '.k.I R, COATED TAPPING SLEEVE TAPPING SLEEVE V Y dEhC ra35TALLE6 ON 01 PIPE 1.in,_{ '+ tl I n: F = 'W- Er PA,__-PEA:G+"-A!L ca SA::2FILL AS APPROVED BY LOCAL ACENC',OR PER WSDOT y A".x.,�t'D ,l..rr'A,:iNC_OR A PRITIT`(:.'w J4'VAATEI:I:.k MATERIAL LIST' SEE III—, T __ VA.:ML,Ii DEr:E,r. "' -' top AT C rE Ar M TE z WI H aiMUM DIMENSION Or A"PER N RErE PAD IN UNPAVED 4REA W '•_T .; a F I IM M LI MA'_ /; Rah ! e I f P i nE F lit :l F h[.-! GRANULAR MATERIAL PER Ll } z 'IN'AL C El- A. Et TENS IN P_ ..PARR CF'4y_,:p W-I Si !4„], F ..FPF!"e ,HLE F _A4-7EC M-ERAL MI'!T-- M&,kIMJM uM FI Or t ,,. COMPAtiTEb TO`95% !lF� :tWVM DENStTt BT A P'M! .O Nf715; A`E ±!E WITH RE51, IT a.E Ei:,TexH OR APPROVED E4UA j A4[ 1. STAr._t SS STEEL TAP'PINS TEES S.ALL N VE FALL URGE SEAL. �%`1 UAN "f SIZE TEE WITH FCn .E .n Fri ICE PIPE BELL TO ENSR4E UNIFORM SUPPORT FOR THE PIPE BAPRE x, STEEt T POINr TEES J l t BE FPA hOATT� 1 f — 1 .A i AEA_,Fv PE r DPC w N 4''P 7t .CRT ER Ar,L`Er A n.; f 2�4 3.� }. All .t.Ar�L l:ll.l, '!Ht W T, Iz:fE ii t f AC TAPRINC /; P::IF C FAaEMt I! n S.FAT. 1 ALL?f L PEP R�H F WAi £PERMIT,lR y aW oaPARF'�o!•vuerx:.axxs Y CIIIRfFRNT a RvXX vow .>,.t OEPARI]Ied.3 w rcJexx'[01® � r�l � Q g ♦Y "'"^' y,,, ^"t' DiPARlYSPT.)POHYC 7QgiS STANOAPD r-1. Y .Ms�R ST.DARV CETAIL ._ _ _ _ STANOAW f1ETAk ASY O "�"49 STARPAI*OF-AL z y «mom r STANDARD DETAILS h STANDARD DETAILS �_ �nyr STAi�DARD DETAILS e „'�• STANDARD DETAILS WMBER G NL,MeLe o .P.Q-- --- _ "u"eEA c T __-- MP OER o rrw sn� „ Y 4 — �-200 7 j{'—����) .... F=LUM UNDERGROUND ?� ., TYPICAL TRENCH DETAIL _ . •?�T o• _ TAPPING SLEEVES PIKE IShE CONNECTION H - FLOOR FLANGE DBTAIL iY—••25 a'�`� W",270, P4 11 a Lu Lu �\ PROJECT NO. TOG#18005 DRAWN BY: PAD CHECKED BY: PAD ry Q 3 a U _ LJJ0U) —I o co J o U CQ z " � z GoF J AS—BUILT DRAWING APPROVAL m CD W� L > THIS PLAN SET HAS BEEN REVIEWED AND APPROVED LL.I O PER THE CONDITIONS ON THE TITLE SHEET. V o BY: City Engineer,CITY OF ARLINGTON SHEET TITLE DATE: WATER CONSTRUCTION DRAWING APPROVAL DETAILS THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: SHEET NO. City Engineer,CITY OF ARLINGTON DATE: I C 3. 5 THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OFARLINGTON,SNOHOMISH COUNTY,WA NOTES: NOTES NoTm P. DfC 1.MAN/OLFS lU BE CONSTRUCTED N ACCCROARCE WIN 7.FOR REHEATS OVER 25'MANHOLE BASE SILLY DESIGN SHALL I,WOLE MWIpLE MAY DNL.Y BE USED WHEN PLACING A 3/4-CIA LIFT HOLE Q� OF W'44A'Y Y I.MANHOES TO BE CONSTRUCTED IN ACCORDANCE WITH 7.FOR DEPTHS OVER 25'MANHOLE BASE SUB DESIGN MSHTO M-1.99 LINE NG SEWER (ASTM IN MANHOLE OVER A4 EXISTING C 478)UNLESS OTHERWISE BE OESIOHED BY A STRUCTURAL ENGINEER. .512E, f/2"'THICK WEBS LLI AF' MSHTO M-199(ASTM C 47e)UNLESS OTHERWISE SHOWN SMALL BE DESIGNED ON A SIFh ODUFkAt ENFAYEEP. SHOWN ON PLANS OR NOTED STANDARD LOCATION,AND ANGLE MUST TI AS REQUIREDLINE er PLANS. LOCKING HOLE(TYP)3 PLACES ON PLAINS OR NOTED ON STANDARD SPECIFICATIONS. SPECIFICATIONS, 6,ALL N M Ofl tEl" D EXTER JOINTS TO BE GROUTED.GROUT B PLACES tE 6.ALL INTERIOR AND EXTERIOR JOINTS TO BE GROUTED TO BE 1/2'THICK MINIMUM AND 3'EACH SIDE OF JOINT 2.OPENINGS N PRECAST VI ARE TO BE 4"MINIMUM TO 3/8'HIGH CLEATS AND 2,ALL REINFORCED CAST IN PLACE CONCRETE SNM1L m (SEE CROUT SPF.CIFACATIOAJS). GROUT TO BE 1/2- 2.ALL REINFORCED CAST IN PLACE CONCRETE SHALL BE NMMUM. THEY MUST BE INSPECTED PRIOR TO BACKFILL. 8'MAHIMUM URGER THAN THE OUTSIDE DIAMETER OF LETTERS CUSS 4000.NON-PENFORCED CONCRETE IN CHANNEL THICK MINIMUM AND 3'EACH SIDE OF JOINT MINIMUM. CUSS 4000,NDN-REINFORCED CONCRETE IN CHANNEL AND SHELF SMALL BE CLASS 3000.ALL PRECAST THEY MUST BE INSPECTED PRIOR TO RACKFILL, AND SHELF SHALL BE CLASSTHE PROPOSED PIPE,3000.ALL PRECAST W CORE DRILLING ONLY,HAMMERING KNOCKOUTS WILL.NOT BE 3'RAISED LETTERS OISftM� CONCRETE SMALL BE CLASS 4000, COMCRETE SHALL BE CUSS 4000. ALLOWED KOR-N-SEAL FACTORY INSTALLED BOOTS APE T.CONSTRUCT BENCH AND INVERT TO ALLOW SMOOTH / E 3,PRECAST RASES SMALL BC FURNISHED WITH CUTOUTS, S.GORE DRILLING ONLY,HAMMERING KNOCKOUTS WILL M.LOWED. DIAL NOt 01 ALLOWED.KCR-N-SEAL FACTORY INSTALLED 3.PRECAST BASES SMALL BE FURNISHED WIN CUTOUTS SEWER"pII OF FLOW FROM NEW SEWER TO EXISTING 2-$m"rYP BOOTS ARE ALLOWED. SEWER, 4.ALL BASE REITH OF G STEEL iSHALLAMID HAUL A PLACED IN T 4.ALL BASE REINFORCING STEEL SMALL HAVE A PLACED 2/11/19 YIELD STRENGTH OF 80,000 PS AMID 8E ENTICED IN THE IO MANHOLES 5'-7 DEEP MUST BE FLAT TOPS. YIELD STRENGTH OF 60.000 PS AND BE PLACED IN THE 4.µt NOTES ON SS-010 AND SS-OtS AL50 APPLY TO UPPER MALE OF THE BASE WON I"MM AQM CLEARANCE. UPPER XALF OF THE BASE WITH I•AANIMIAA CLEARANCE. THAN DETAIL. r' 14"-16• { � 5.CUTOUT HOLE SIZE IS LG. EQUAL TO PIPE OUTER f4•-18-. 3/4"RIBS '--W- DIAMETER PLUS S CUTOUT MOLE SIZE RING AND LOCKING •J 6 PLACES. MANHOLE WALL . RING AMID COVER COVER SEE SS-050 ! 1 ` THICKNESS.MAXIMUM SEE SS-030 H EQUAL M PIPE :W /2n Zz PIPE SIZE IS 12'FOR \ OUTER DIAMETER n s� y� +y3+ \ 9 / ! :ADJUSTMENT SECTION PLUS MANHOLE 3 ADJUSTMENT SECTION /� 46"MANN7LE,2i'TOR rrS"- WALL THICKNESS. (GRADE RINGS OPTIONµ) / t� MAN NANHCILE. MAXIMUM PIPE S2E NINMI>M D151ANCE +� �' 24" BETWEEN HOLES IS n 24 19 36 FOR 72' N" Y• 5-(MEASURED ON THE MANHOLE,46'FOR WSADE OF THE 96'MANHOLE MANHOLE) MINIMUM DISTANCE _ PRECAST CONE ryry U�L�� PRECAST CONE BETWEEN HOLES IS (ECCENTRIC UNLESS rWW , T- (ECCENTRIC UNLESS 12-(MEASURED ON 4..!/ OTHERWISE SPECIFIED) ai '•+•� 6.MANIHDLL S12E `I 1 OTHERWISE SPECIFIED) TIC INSIDE OF i / jT DEPENDS ON SIZES, • / L THE MANHOLE), ,H„ r.J..... LOCATION AND n - POLYPROPYLENE u NUMBERS OF HOLES POtYPROPYUNE A,MANHOLE SPEC k' STEPS PER SS-010 s M"OR 54' - 27-3/4 FOR PIPES.MANI , STEPS PER SS-D50 DEPENDS ON i DESIGN AND 512E 'F •. SEE NDtE 6 SIZES,LOCATWH + ---- ee'Qrt..44'_. SHALL BE APPROVED AND NUAABE.R OF N3TC_a '------PRECAST MILL, n \ AND WARRANTED BY ' HOLES FOR RIDES. SECTIONS A - THE MANHOLE MNVN0 F DESIGN y, &" 28-9 f4' .A. SUPPLIER, PREG54 RSEP AND SZE SHALL ^' 23-3/4- - _d SECTS BE APPROVED AND + `7, �A WARRANTED BY THE '`}l. ld MANHOLE SUPPLIER. 3/4' 3 #Wl� e� MAX.HOLE 92E S 12- �$' CR0U7 CADGER 3 �_UDOFa FOR 48 MANHOLE.24' SEE SS-040 SEE SS-040 ROPE�II2"/Ff(TIME) FOR 54'MANHOLE.(SEE ti SHAPE..1/2,/FT(1YP) a 72'GR 06- SLOPE-1/''/R(hP) CONSTRICT CHANNEL AND NOTES S k 6 ABOVE) A. GROUT SEE NOTE a SHELF TO THE CROWN OF THE 7/8" a ,CONSTRUET CHANNEL AND ///PGE 9" �'-'� 24" S" m SHELF TO THE CROWN OF 1ilE / REINFORCING STEEL(FOR PRECAST RF'E PPE CONSTRUCT CHANNEL AND BASE WITH INIEORµ RISER)0:15 SO 34" j a[NFCVRCNG STEEL(FOR PRECAST SHELF TO THE CROWN OF THE ! R/Fr N EACH DIRECTION FOR 48' ��FW��Iy�W5� %BASE WITH INTEGRAL PISEP)0.15 SO !M/FT IN EACX OkECTION FOR 4$" PIPE PNORTAP FILLETDA.019 SO w/R N EACH 1RIATf\wSIDEONECTION FOR 54'CA.MORTAR FIUET . IXA.0.19 SD IN/TT IN UCH DA REINFORCING STEEL(FOR PRECAST BASE WIN DIA.019CTION O 154"IN , A INTEGRAL RISER)0,24 SO IN/FT IN EACHINTEGRAL RISER MnRTAR FILCi , ,.• . . DIRECTION FOR 72'MR,0,29 SO IN/IT IN CRUSLEO SURFACING BASE COURSE NOTES'EACH DIREC710N FM 98"OU. 4B pA.-6' 6'MIN.DEPTH COMPACTED TO MIN.CRUSHED SURFACNG BASE COURSE 9A"C4A-e' - -.IB•_O'�+-B57f OF STANDARD DENSITY1. MANHOLE RINGS SHALL BE GRAY'IR07J CONFURMNO TO THE REWIREMENTS OF MSNTO M 105.CRAliL U48'OA.-6• 6'MIN.DEPTH COMPACTED TO MAN PRECAST BASE WITH INTEGRAL RISER 2. MANHOLE COVER TO BE DUCTILE IRON CONFORMING TO ASTM A536.OR 80-SS-06 OLYMPIC FOONDAWL54'0A.-6" a 95%OF STANDARD DENSUY 72•DA.-8"- ' --^ 06'DIA.-12" _H CRUSHED SURFACING BASE CAST w PEACE flASE NO.MH30 OR ADifROVED EOUµ. mCOURSE6"MN.DEPTH TE PRECAST BASE �I SEPARATE CAST IN PUCE BASE I FOR SEPARATE CAST SEPARATE CAST IN PLACE tl� �- TOMINT93. LOCKING COVER TO BE USED 1N ALL LOCATIONS.THE UD SHALL BE LOCKED DOWN WITH 3-5/8"5:5 OR SEPARATE PRECAST BASE ����1111I'-0' Oi STANMRO DNIN 9 G STEEL FOR SEPARATE BASE ONLv SOCKET HEAD CM SCREWS 3 IN PLACE ONLY SE PRECAST BASE ( D p.23$0 IN/Fr IN EACH OIRECTgN FOR 48'DA 4, RING AND COVER SHALL BE TESTED FOR ACCURACY OF FIT AND SHALL BE MARKED N SETS FOR bELAk"R5'REINFORCNG STEEL(FOR SEPARATE 845E OJLYt RAM` -- REINFORCING STEEL(FOR SEPARATE BASE ONLY) 0.30$0 N/FT IN EACH OIRCTIOn FOP 54'OR za 0.23 SO IN/FT AN EACH DIRECTON FOR A$`VIA 0.35 SO IN/FT'IN EACH IXRECTON FOR 72"DM 0.3p 50 IN/FT N EACH WRECION FOR S4' SE AL RJT 0 .39 SO RA/FT IN EACH DIRECTION FOR 96•DIA - ALL CASTINGS TO HAVE A BITUMOWLIS COATING. O Z R MIERL AAr UXPAR71®Fr OI PUBLIC BOM O = y e .)WOW ARM BBPARL9RXT OI PUBLIC IRWS e + I WAN NMI BBPAREB�Tor Pv6MO TORIe a "'°1°W R"T >�AIITJux7 OF PUNK oTY mn=WN4 STANDARD DETAIL IIUUDEB 5 3T s1ANwAR DrA,L �tv G MnI r STANDARD DETAIL sT NUIR+BDEMTNL W+ PYMYW. STANDARD DETAIL 5tA11 DEwL ♦ o ""•"0F 3rA7RTArro BL�MI w PnvAWA STANDARD DETAIL NUMBER -- HU 4 TTM 41FL • V an, Ss-oIo ,�� - ss-0I5 - ss-ozo ss-ova ''p n MANHOLE TYPE I _ SADDLE MANHOLE ___. MANHOLE CO','ER I� 8 CENa'C 4tFNc'Lo TdAN110LE Tl'PE H +nRa'� '<t7eoKo reI N x 000 z g sq T" 3/4'RADIUS _ ai'-' SAWCVT I �`1('♦ j ' if\� ,i"Y4 2 -AC(3 THICK) -SADDLE OR 2" - , DaLE _ AIL 9/16'a0. 1 '/ \ ,�\ OR BLOCK ROUND BAR A :. C4MACff 6D STEEL / ',lei 7' ELEVATION A. / H r jr t" � PROJECT NO. \ H N ! - � TOG#18005 %,� 'S ♦ ,.._ � ":-T. � DRAWN BY: RED REFLECTOR RED REFLECTOR PAD NUROUN02BADA ��° 12' A 1� l�B. �,\. /� CHECKED BY: OMADE 60 STEEL y � � PAD III 12"MAX ANCHOR PADS / A 4 REBAR 2-3/4" r.�^Ir �,r WITH 7/8'DO.HOLE U 3 4 ' ? ,a ' I/2'GRADE 60 STEEL PAVED TRAFFIC AREAS OUT SIDE PAVED TRAFFIC AREAS (n J o REINFCRCJNG BAR{ASTM A-615) U) J 1/2-DI A,X 3" POLVPROYLENE ASTM 04101 I.L-1 U } OM.VANIZEb n STEP MEETS ASTM C-478 e Z ! Q ANCHOR BOLTS SBMON - IV .� 3 II •1I ,,1 � � W � I+-••I-1 2 12- m J NOTES: 6. L � Z 1. STEPS SHALL BE STEEL REINFORCED COPOLYMER POLYPROPYLENE PLASTIC CONFORMING TO: SLE NOTE I AS-BUILT DRAWING APPROVAL m V (A) ASTM C 478 AND AASHTO 4-199,MINIMUM HORIZONTAL LOAD SMALL BE I500 L65 O u11Tp�•I Irp�.. THIS PLAN SET HAS BEEN RENEWED AND APPROVED W NO O a (8) ASTM AIMS ORADE 60(REINFORCING STEEL BAR), 1, CONCRETE SMALL CONFORM TO CURRENT 5,PRECAST ADJUSTMENT RING'S SHALL BE CAST WITH PER THE CONDITIONS ON THE TITLE SHEET. ~ A� STANDARDS AND SMALL BE 5.5 SACK MAX, GROOVE TO ALLOW FIELD INSTALLATION OF SAFETY m (C) POLYPROPYLENE CONFORMS TO D-4101. AA (MINIMUM 3000-PSI 28-DAY STRENGTH) STEP FF�A NF 2.MANHOLE STEPS SMALL HAVE MOLDED SAFETY HAND CROP.RED REFLECTORS ARE REOLIIRED, \ ""-\, --"- 2 WHERE DEPTH OF NECK EXCEEDS 26 INCHES, 6 CONCRETE PERIMETER SEAL SMALL EXTEND TO 12 0 N ADJUST MANHOLE TO GRADE BY INSERTING A INCH MINIMUM OR 2 INCHES BELOW THE BOTTOM OF BY: 3,ALL.FABRICATION DIMENSIONS INDICATED ARE MINIMUM. NEW MANHOLE BARREL SECTION BETWEEN THE THE ADJUSTMENT RINGS OR BLOCKS. City Engineer,CITY OF ARLINGTON 4.THE ENTIRE POLYPROPYLENE PLASTIC MATERIAL SURROUNDING THE RENFORCINO STEEL BAR SHALL BE COME AND EXISTING BARREL. 7 c,-AWCUT ONLY. NO OVERCUTTING LIMITS OF PATCH, SHEET TITLE CAST MONOUNICALLY.MINIMUM COVER SMALL BE 3/16-INCH, SIDE ELEVATM 3. ADJUSTMENT RINGS/BLOCK,TOP OF CONE DATE: SEWER 5 iTEP5 SHALLSPACED AT 12 INCHES, NOTE; SECTION,AND BOTTOM OF IRON RING,SHALL!>E 6.IN NON-TRAFFlC AREAS(LAHRJSCAPED)THE BE WET STACKED IN 3/4-GROUT,PLASTER SMOOTH CONCRETE PAD IS 4"THICK WITHOUT REINFORCEMENT. CONSTRUCTION DRAWING APPROVAL IMUDE A14D OUT. DETAILS KOOER SMALL BE INSTALLED IN ACCORDANCE WITH THE APPROVED MANUFACTURERS RECOMMENDED 1.STEPS LOCATED IN RISER SECTIONS SHAD BE 6", P I.EDURES, i, STEPS OR RANCS SHALL BE ADDED AS NEEDED THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER SS-040 AND SS-050. PER THE CONDITIONS ON THE TITLE SHEET. c3 0+ w PMnA. ST D ORD LAD ___-.-- 55�NUMBERa 1Q •c+Y o+ �N A�M -- SMa\'TA MANHOLE [ADDER[avUDARD e)R TE) 5SS�aSU W •m TWF ETAI � STAND RD DETAIL IS, Sa NUMBER070 TY AIL WM 4 T4 BY: SHEET N0. �ptP �'�t2Nn2o MANHOLE PAD AND ADJUSTMENT City Engineer, DATE: C3 .6 HIS APPROVAL VALID FOR NW 1/4 AND SW 114 OF SEC.14,T31N,RK,W.M.,CITY OFARLINGTON,SNOHOMISH COUNTY,WA YYt`4k3LYY:t.Yd'i19.WlYi[I119 ' � / m y V!I STAINLESS STEEL (t ��`TONAL CLAMP S'GAS M:ETEDCAP xld 1�31�T9 JCrcINC. ra IH rJ RI>,xN +vfn J OMF I; I aRt;Ek LABEL-DFt .IA. LABELED EWER" - Er I ! S•1FI n 14-- + E IDEWAL� W)EC1Ip4 EFpM MAIN $T 7EE �{�•_ Alr '.` VI (SEE*COTE 1) LD I , I • TL 1 !EE NI H III / ..✓ J. It �'Ot FF_ 1 T Et F MAIN APPRDN'EO WATER d A P!4�� IS EXISTING SEE NOTE 5) i Trcln vl.uc SEWER MAN t.:. , s -.Y--'Is......,�_ G i /�A� p���LOWING (�,y±p�",1�/!AND ���p v1 12"W 1 IRM LOWI G RING AND CDVER Ut,rMPn,M•ozs OR APPRweO EnDaL NOTM a t. AT it t fI,L CIE6 ­N J UA II E ,Il (NCR WAN$ /��-Ay, ANC S N .,M , N: Ir !' N. .I- IRIi J ,[ - F V 'IF: I,H A,1� 11 E FWE�I MAIN. OM: z I OM: '2. 2. P -FF -fA-F.MAP,.FR PI ST SHALL BE FA11175 WHITE M'rTH BL4CP IF`FR 'FWEP .T) 1 f. 3OE SEWER_fOR REMAINDER OF PVC SEWICE ICE =I190 I 1__ H iH Alnr M' '. WVERT FTI+'. E WL rSTHE SEWEP MAIM. U n I P-.UF. L. F TA,? J "LIFLE FF ,.i'. F,114, ...;ALL PIPE, R A•,I AP` C REF. F -_-tT C H T :PTASLE. 3. 12 P F JI RF H •,E }FI`.F ED TD.RIVE AT INJFRT AND WRAPPED AROUND MAR✓ER POST, r__ L tl w H 1,E A- E 1 AL BE AL i)CkC uKla.c >,itiii MMn. +F ".Lf FFF Mr„� L PIPE EWE it I « N C Ir,'._.©MINIM73r ChIFL.,J JNIiHeJ07HEP MT,LITIES TILT EA-M Ei,I` i_'� A. OETC R`AFE CE_ z�il SEWER MAW TO MAVn,ER POST. x, f Al f,S. �•.1 F WHEN SERVILE Tom , `_ \ 6 d a S. TES L �HA.I IMSSALLEO AT THE SEWER MAgJ WHEN A SIDE$EWER E5 CONNECTED TO AN 3w .` Ex TI. tAt VAIN. 35; 'AN,45'MAX.. (� y an e6PARlYEXT of 14p3LM i0R65 .Cy WdPARTIW,T Of RBJAC I m y .1{I.eOn l ➢ OfJC—In"I OF RP f O y DTtAtL: 1 O =_tANpAFL DC+aLL .. v.. STANDARD DETAIL NUW G .T nli..� STANDARD DETAIL NuIreER �F � «nln« STANDARD DETAIL w uacR d �,...� --STANDAFII .:np� RPM, � J uj d " spthrOt —,_.• SEWER (:I.EAirOUT 55-080 s+CtKo'zpt �. 51DE SEWER STI'D NEW SERVICE ON EXISTING MAIN 55-I00 W �+o ,:E rwER . -48"MANHOLE W W N g e T UTE.+S NC L THRU CHANNEL ✓ n Lu p"MIN Dh40ERS r 8"MIN DITADERS I., r Mt f r f 9S I.�I CIACNPiLL LL SkIE SEWER e �� �. SEE SEWER MIN COM+AC'ROFI __ ` j -__ PROJECT N0. SOX MAX DENSITY _ - - " .. : : TDG 118005 Uz DRAWN BY: {E PAD MIN CHECKED BY: a t2' .d• PAD MIN *'rP.'!,JJ[ MIN XiMF MAFN CHANNEL GI.GrA�Nr� LL m U) J o J J MINBEDOBaE' # Bc11�ATiaOIPi D�wloEas z U � 0 t Z F !L I`J VATLFYAL , uMIN I •..,, W LL FE I,,.RF: y N!N{ 1 r [J';If T L ---- coH =av J-GPE � w Soo AS-BUILT DRAWING APPROVAL m U NOTES' THIS PLAN SET HAS BEEN REVIEWED AND APPROVED W O a L BACKRiLL MATERIAL SHALL LIE PLACED IN A COMPACTK�N TESTS SHALL BE A 'tn:?ED BY THE PER THE CONDITIONS ON THE TITLE SHEET. ~ Aa•- TF LIF BOT TO EXCEED 12 NCHES BEFORE CITY ENGINEER BVT N 40 CASE LESS TII N 2 TESTS THE Gay L� v FEE- NE kc%E AT`s /L'� I✓ F L Id IL NA 1 1 THE { F A 1 I BY: IAaTFw AL"h:.l 1 E ,1•IFS,.Ih, E- I_MEFJT. ,y V 5 Ir - r1t M:�, vrer:r Hu.BE z City Engineer,CITY OF ARLINGTON F n, N Er 5-F: . I h IJ , Llta,c Mh t n .3:M SHEET TITLE HE r, ,r «-p ,fe THE DEPTH ".�. M nr 4' A FrI MA r R AL 1,2 FEET t e LAE PA_Y f XIM.N DR' N T ANG OPT.NUM {. DATE: SEWER MCL.JRE EC'..TENT WILL BE DELRMISEEI uSINC THE 7 EA I I-aLL BE Mr,AI, ALCr COMPACTED MODIFIE 11POC 0P METHOD IN arc -TANCE WITH CONSTRUCTION DRAWING APPROVAL DETAILS i i F Bill C 0VU Y F OP-L RLATIn.r, ASTM C t I.S. +�. - N; 1 Fl, F NA�;kF. MAT-HIAI. - PILM T.BE0044C MATERIAL.SHALL BE Ire*MINUS.. ta'TYPE I OR u SEWER MAN-DL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. G1 Y p+ "A011� AM IMERAKI a K'11MC 5TANDARp DC'All 1 Y O '^'°^°•_ �A 11"AmNm,T OE PNnC TOIRS •• STANDARD DETAIL NUMBER ° nI: STANDARD ➢ETAIL WRITER� _ BY: SHEET N0. TRENCH SEtT10N SS-12�) '�{ .: _�.___ MONITORING MANHOLE SS-1:30 City Engineer,CITY OF ARLINGTON �..a� P fpptC C3. 7 DATE:. THIS APPROVAL VALID FOR 18 MONTHS NW 114 AND SW 114 OF SEC.14,T31 N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA CITY OF ARLINGTON GENERAL CONSTRUCTION NOTES CITY OF ARLINGTON TESC NOTES CITY OF ARLINGTON STORM DRAINAGE NOTES CITY OF ARLINGTON SEWER CONSTRUCTION NOTES CITY OF ARLINGTON WATER CONSTRUCTION NOTES �0 0.WDeo 1.ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT 1.APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL 1.ALL STORM DRAINAGE IMPROVEMENTS HALL BE CONSTRUCTED IN 1.ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS, 1.ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS EDITION OF THE CITY OF ARUNGTON PUBLIC WORKS STANDARDS AND (TESC)PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ACCORDANCE WITH THESE APPROVED PLANS AND CITY STANDARDS AND AND CURRENT EDITION OF THE CITY OF ARLINGTON STANDARDS AND AND CURRENT EDITION OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS,AND THE CURRENT EDITION OF THE WASHINGTON ROAD OR STORM DRAINAGE DESIGN. SPECIFICATIONS.ANY DEVIATION FROM THESE PLANS WILL REQUIRE SPECIFICATIONS.ANY CHANGES TO THE DESIGN REQUIRES CITY APPROVAL. SPECIFICATIONS.ANY CHANGES TO THE DESIGN REQUIRE CITY APPROVAL. web STATE DEPARTMENT OF TRANSPORTATION(WSDOT)STANDARD PRIOR APPROVAL FROM THE OWNER,THE CITY ENGINEER,AND OTHERQjS* '0 SPECIFICATIONS FOR ROAD,BRIDGE,AND MUNICIPAL 2.A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT APPROPRIATE PUBLIC AGENCIES. 2.ALL MATERIALS SHALL CONFORM TO THE CITY OF ARLINGTON 2,ALL MATERIALS SHALL CONFORM TO THE CITY STANDARDS AND ��ONAL E ' CONSTRUCTION.A COPY OF THESE DOCUMENTS SHALL BE ON SITE MANUAL ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY STANDARDS AND SPECIFICATIONS AND THE MATERIAL SUBMITTALS SPECIFICATIONS AND SHALL BE APPROVED BY THE CITY PRIOR TO DURING CONSTRUCTION. FOR APPROVAL PRIOR TO ANY WORK ON THE SITE.AN APPROVED 2.ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE SHALL BE APPROVED BY THE CITY BEFORE SCHEDULING THE DELIVERY TO THE JOB SITE.MATERIAL SUBMITTALS ARE REQUIRED 2/11/19 COPY MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE TO CITY STANDARDS AND SPECIFICATIONS.ACCEPTABLE STORM PRECONSTRUCTION CONFERENCE AND BEFORE THE MATERIALS ARE AND MUST BE APPROVED PRIOR TO SCHEDULING A PRE-CONSTRUCTION 2.IT IS THE SOLE RESPONSIBILITY OF THE THE CITY INSPECTOR AT THEIR REQUEST. DRAINAGE PIPE MATERIALS INCLUDE CONCRETE,PVC,HOPE,AND DELIVERED TO THE JOB SITE.ONCE THE MATERIALS ARE DELIVERED CONFRERENCE. DEVELOPER/CONTRACTOR TO OBTAIN A GRADING PERMIT,RIGHT-OFWAY DUCTILE IRON.CORRUGATED METAL PIPES(GALVANIZED ALUMINUM TO THE JOB SITE THE INSPECTOR WILL DETERMINE IF THE PERMIT,AND UTILITY PERMITS,FROM THE CITY.ALL 3.THE TESC BMPS SHOWN ON THE PLAN MUST BE INSTALLED PRIOR OR STEEL)ARE NOT ACCEPTED BY THE CITY.ALL PIPE JOINTS MATERIALS WERE MANUFACTURED TO MEET THE REQUIREMENTS OF THE 3.WATER MAINS SHALL BE CEMENT-LINED DUCTILE IRON PIPE REQUIRED PERMITS FROM OTHER AGENCIES MUST ALSO BE OBTAINED TO ALL OTHER CLEARING AND GRADING ACTIVITIES,AND IN SUCH A MUST HAVE GASKETS AND SHALL BE WATER TIGHT UNLESS OTHERWISE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS BEFORE THE CLASS 52 UNLESS OTHERWISE APPROVED BY THE CITY. m BY THE DEVELOPER/CONTRACTOR. MANNER AS TO ENSURE THAT SEDIMENT-LADDEN WATER DOES NOT DIRECTED BY THE CITY. MATERIALS CAN BE INSTALLED. ENTER THE DRAINAGE SYSTEM,LEAVE THE SITE,OR VIOLATE 4.ALL SERVICE LOCATIONS SHALL BE FIELD APPROVED BY THE 3.PRIOR TO ANY CONSTRUCTION ACTIVITY,THE DEVELOPER/ APPLICABLE WATER QUALITY STANDARDS.MAINTENANCE, 3.PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED 3.ALL SEWER MAINS AND SIDE SEWER STUBS SHALL BE FIELD CITY PRIOR TO INSTALLATION. N 3 CONTRACTOR SHALL ATTEND A PRECONSTRUCTION CONFERENCE WITH REPALCEMENT,AND UPGRADING OF THE TESC PLAN IS THE GRAVEL FOR ALL PIPE TYPES,EXCEPT DUCTILE IRON.BEDDING STAKED FOR GRADES AND AUGNMENT BY A SURVEYOR PRIOR TO THE CITY.THE CONSTRACTOR SHALL SCHEDULE THE PRECONSTRUCTION RESPONSIBILITY OF THE CONTRACTOR UNTIL ALL CONSTRUCTION IS MATERIAL FOR DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS CONSTRUCTION.THE CONSTUCTION STAKES MUST SHOW THE STATION 5.IT IS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE CONFERENCE BY CALLING(360)403-3500.PRIOR TO COMPLETE AND APPROVED BY THE CITY. OF THE CITYS STANDARDS AND SPECIFICATIONS(CHAPTER 4). AND OFFSET TO THE ALIGNMENT. UNDERGROUND UTILITIES BY CALLING ONE-CALL UNDERGROUND SCHEDULING,THE CONTRACTOR MUST SUBMIT AND RECEIVE APPROVAL UTILITY LOCATOR(1-800-424-5555)48 HOURS PRIOR TO CONSTRUCTION. b. FOR THE TRAFFIC CONTROL PLAN,CITY PERMITS,TEMPORARY 4.THE BOUNDARIES OF THE CLEARING LIMITS,SHOWN ON THE TESC 4•ALL TRENCH BACKFILL IN AREAS OF PAVEMENT OR STRUCTURAL 4•THE CITY OF ARLINGTON WASTEWATER DIVISION SHALL BE PLAN,SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD PRIOR NOTIFIED A MINIMUM OF 48 HOURS IN ADVANCE OF A TAP OR EROSION AND SEDIMENT CONTROL PLAN,PERFORMANCE BOND,COPY LOADING SHALL BE COMPACTED TO AT LEAST 95R OF THE MAXIMUM 6.ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE OF OTHER AGENCY PERMITS,A COPY OF THE CONTRACTORS TO STARTING CONSTRUCTION.NO DISTURBANCE BEYOND THE FENCED DRY DENSITY.ALL OTHER AREAS HALL BE COMPACTED TO AT LEAST CONNECTION TO AN EXISTING SANITARY SEWER MAIN.THE PROVIDED BY THE CONTRACTOR AS REQUIRED BY OSHA AND W1SHA. LICENSE,AND PROOF OF INSURANCE COVERAGE. OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED.THE FENCING 90%OF MAXIMUM DRY DENSITY. INSPECTOR SHALL BE PRESENT AT THE TIME OF THE TAP OR CONNECTION. AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR 7.THE PIPE SHALL BE INSTALLED BY FOLLOWING THE FINISHED 4.A COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE ON THE THE DURATION OF THE CONSTRUCTION PROJECT. 5.ALL PIPE SHALL BE PLACED ON STABLE EARTH.IF IN THE 5.GRAVITY SEWERS,INCLUDING SIDE SEWERS,WITH 5 TO 14 FEET GRADE PROFILE WHEREVER POSSIBLE.THE DEPTH OF COVER SHALL OF COVER SHALL BE PVC ASTM D 3034 SDR 35.GRAVITY SEWER JOB SITE WHEN CONSTRUCTION IS IN PROGRESS. OPINION IO THE CITY INSPECTOR,THE EXISTING TRENCH MAINS WITH LESS THAN 5 FEET OR GREATER THAN 14 FEET OF BE TYPICALLY T INCHES V FEET),AND MAY BE UP TO 60 INCHES 5.THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM FOUNDATION IS UNSATISFACTORY,THEN IT SHALL BE EXCAVATED COVER SHALL BE DUCTILE IRON PIPE CLASS 52,OR C-900 PVC.IF (5 FEET)WITH THE APPROVAL OF THE CITY ENGINEER.WATER 5.ALL SITE WORK SHALL BE CONSTRUCTED IN ACCORDANCE'MTH REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION.DURING BELOW GRADE AND BACKFILLED WITH GRAVEL BEDDING MATERIAL TO DUCTILE IRON PIPE IS USED FOR SEWER,THE PIPE INTERIOR MAINS UNDER THE STATE(OR COUNTY)HIGHWAYS SHALL MEET THE THE APPROVED PLANS.ANY DEVIATION FROM THE APPROVED PLANS THE CONSTRUCTION PERIOD,THESE TESC FACILITIES HALL BE SUPPORT THE PIPE. MINIMUM COVER DEPTHS REQUIRED BY WSDOT(OR SNOHOMISH COUNT WILL REQUIRE PRIOR APPROVAL FROM THE OWNER,THE CITY UPGRADED AND ADDED TO AS NEEDED,FOR UNEXPECTED STORM SHALL BE EPDXY COATED(NOT CEMENT-LINED). Y)• ENGINEER,AND OTHER APPROPRIATE PUBLIC AGENCIES. EVENTS AND TO REFLECT CHANGED CONDITIONS,AS REQUIRED BY 6.LOT DRAINAGE SYSTEMS,STUB-OUTS AND ANY DRAINS BEHIND 6.PRE-CAST MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM C478. 8,PIPE JOINT DEFLECTIONS SHALL NOT EXCEED ONE-HALF OF PIPE THE CITY. THE SIDEWALK MUST BE INSTALLED AS REQUIRED PRIOR TO JOINTS SHALL BE RUBBER GASKETED AND GROUTED BOTH MANUFACTURERS RECOMMENDED MAXIMUM DEFLECTIONS.BENDS MAY 6,ALL OF THE LOCATIONS OF THE EXISTING UTILITIES SHOWN IN SIDEWALK CONSTRUCTION.STUB-OUTS SHALL BE MARKED WITH A BE REQUIRED TO MAINTAIN PROPER WATER MAIN ALIGNMENT WITHIN THE PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED 6.THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR 2'X4"WITH 3 FEET VISIBLE ABOVE GRADE AND MARKED'STORM. INSIDE AND OUTSIDE OF THE MANHOLE PER CITY OF ARLINGTON FROM AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED EMERGENCY CONTACT PHONE NUMBER OF THE CONTRACTORS LOCATION AND DEPTH OF THESE INSTALLAPONS SHALL BE SHOWN ON STANDARDS AND SPECIFICATIONS.ALL LIFT HOLES CUT THROUGH EASEMENTS OR PUBLIC RIGHT-OF-WAY. m APPROXIMATE AND NOT NECESSARILY COMPLETE.IT IS THE SOLE CERTIFIED EROSION CONTROL SUPERVISOR PRIOR TO STARTING THE AS-BUILT PLANS SUBMITTED TO THE CITY. THE WALLS OF THE MANHOLE SHALL BE GROUTED FROM THE INSIDE 9,WATER MAIN SHALL NOT BE PLACED UNDER SIDEWALK,CURBS, RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY CONSTRUCTION. AND OUTSIDE OF THE MANHOLE TO BE WATERTIGHT.ADDITIONAL THE ACCURACY OF ALL UTILITY LOCATIONS. 7.ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN WATERPROOFING MAY BE REQUIRED. GUTTERS,OR ANY PERMANENT STRUCTURES WITHOUT THE PRIOR g 7.THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE ON THE PLANS AND APPROVED BY THE CITY.THE USE AND APPROVAL OF THE CITY ENGINEER. a 7.THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED INSTALLATION OF INLETS IS DISCOURAGED. 7.SIDE SEWER SERVICES SHALL BE PVC ASTM D 3034 SDR 35 WITH UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE FUNCTION AND OPERATION. FLEXIBLE GASKETED JOINTS.SIDE SEWER CONNECTIONS SHALL BE 10.NO CONNECTION TO THE CITY WATER SYSTEM IS ALLOWED UNTIL g MADE BY A TAP TO AN EXISTING MAIN OR A TEE FROM A NEW MAIN THE NEW CONSTRUCTION PASSES PRESSURE AND PURITY TESTS,AND UNDERGROUND UTILITIES LOCATE SERVICE CONSTRUCTION. OR 8.ALL CATCH BASINS WITH A DEPTH OF 5 FEET(RIM TO INVERT) HAS BEEN APPROVED AND ACCEPTED BY THE CITY. 8.BETWEEN OCTOBER 1 AND APRIL 30,DISTURBED AREAS THAT ARE CONNECTED ABOVE THE SPRING LINE OF THE PIPE.WYES ARE NOT 811)AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. IN GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH 3/4 iR TO BE LEFT UNWORKED FOR MORE THAN TWO(2)DAYS SHALL BE INCH DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER ALLOWED ON LINES 8°OR LARGER.SIDE SEWERS CAN NOT BE 11.PRIOR TO MAKING CONNECTIONS TO THE EXISTING SYSTEM, IMMEDIATELY COVERED BY MULCH,SOD OR PLASTIC COVERING. INSTALLED UNDER DRIVEWAYS UNLESS APPROVED BY THE CITY INSPECTOR. V 8.INSPECTION AND ACCEPTANCE OF ALL WORK WILL BE CITY STANDARD DETAILS. CONTRACTOR SHALL FIELD VERIFY THE LOCATION,DEPTH AND BETWEEN MAY 1 AND SEPTEMBER 30,DISTURBED AREAS THAT ARE TO i 3 ACCOMPLISHED BY REPRESENTATIVES OF THE CITY OF ARLINGTON. 8.ALL SEWER PIPE SHALL BE INSTALLED WITH A CONTINUOUS MATERIAL OF EXISTING WATER MAINS AT THE POINT OF CONNECTION. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE BE LEFT UNWORKED FOR MORE THAN SEVEN(7)DAYS SHALL BE 9.ALL GRATES SHALL BE MARKED'OUTFAILL TO STREAM-DUMP NO IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED METHODS. POLLUTANTS".ALL SOLID COVER SHALL BE MARKED'DRAIN".ALL TRACER TAPE 24"-48° UNDER THE PROPOSED FINISHED SUBGRADE, < _ AND SCHEDULE APPROPRIATE INSPECTIONS,ALLOWING PROPER 12.ALL WATER LINES SHALL BE A MINIMUM OF 10 FEET ADVANCE NOTICE.THE INSPECTOR MAY REQUIRE REMOVAL AND CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING OR AS DIRECTED BY THE CITY INSPECTOR. THE MARKER SHALL BE HORIZONTAL CLEARANCE FROM SANITARY SEWERS.WHEN WATER LINES , REPLACEMENT OF ITEMS THAT DO NOT MEET CITY STANDARDS OR 9.SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH FRAMES AND UDS OR GRATES PER CITY STANDARD DETAILS. PLASTIC,NON-BIODEGRADABLE,METAL CORE,AND DETECTABLE, CROSS SEWER LINES,THE MINIMUM VERTICAL CLEARANCE SHALL BE O '� !a BASINS,PRE-TREATMENT/SEDIMENT POND,AND SEDIMENT TRAPS 'NTH BACKING MARKED SEWER". WERE CONSTRUCTED WITHOUT INSPECTION. / 18 INCHES. O UPON REACHING A DEPTH OF 12 INCHES. 10.ALL GRATES LOCATED IN THE GUTTER FLOW LINE(INLET AND g,SIDE SEWERS SHALL BE INSTALLED BY THE DEVELOPER AND 9.THE CONTRACTOR SHALL KEEP THE ON-SITE AND OFF-SITE CATCH BASIN)SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT COORDINATED FOR CLEARANCE WITH POWER,GAS,TELEPHONE, 13.TO FILL THE MAIN FOR FLUSHING,PRESSURE AND PURITY (� i STREETS CLEAN AT ALL TIMES BY CLEANING WITH A SWEEPING 10.ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A LEVEL. TESTS,THE CONTRACTOR IS REQUIRED TO USE AN APPROVED METER LmLj AND/OR VACUUM TRUCK.WASHING OF THESE STREETS WILL NOT BE CABLE,AND OTHER UTILITIES.SIDE SEWERS SHALL BE A MINIMUM N TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE AND DCVA.THE HYDRANT SHALL REMAIN IN THE FULL OPEN NECESSARY EROSION CONTROL MEASURES,SHALL PROVIDE ADEQUATE 11.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL OF 10 FEET BEYOND PROPERTY LINES AND 5' BEYOND ANY EASEMENT. POSITION TO PREVENT BACK-SIPHONAGE THROUGH THE DRAIN HOLE. ALLOWED WITHOUT PRIOR APPROVAL FROM THE CITY INSPECTOR. C� STORAGE CAPACITY,AND SHALL E CLEANED OUT ENTIRELY ONCE MANHOLE,INLET AND CATCH BASIN FRAMES AND GRATES/COVERS TO AFTER SUCCESSFUL TESTING,THE CONTRACTOR WILL PE INTO THE N b THE SITE IS STABILIZED.IF THE PERMANENT FACILITY IS TO 10.THE SEWER PIPE SHALL O INSTALLED STARTING FROM EXISTING SYSTEM,USING DISINFECTED SLEEVES AND SPOOL BU THE CONTRACTOR SHALL MAINTAIN TWO(2)SETS OF"AS- GRADE JUST PRIOR TO CURB INSTALLATION AND/PAVING. DOWNSTREAM OF THE POINT OF CONNECTION ON THE EXISTING SEWER ^ S BUILT"PLANS SHOWING ALL FIELD CHANGES AND MODIFICATIONS. ULTIMATELY BE USED S AN TEMPORARY SE SYSTEM,THE FACWTY PIECES. L q o fr SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. OR FROM A DESIGNATED STARTING POINT.THE SEWER PIPE SHALL C1 IMMEDIATELY AFTER COPIES OF R COMPLETION,THE CONTRACTOR AN ALL PERATION/DETENPO, FA IN COS SHALL BE INSTALLED BE INSTALLED WITH THE BELL END UPSTREAM. 14.THE CONTRACTOR SHALL CONTACT THE CITY FOR VALVE SHALL DELIVER BOTH COPIES OF RED-LINED PLANS TO THE CITY. AND IN OPERATION PRIOR TO,OR IN CONJUNCTION WITH,ALL THE CITY N1LL FORWARD ONE OF THE COPIES TO THE DESIGN 11.WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS CONSTRUCTION ACTIVITY,UNLESS OTHERWISE APPROVED BY THE OPERATION.ONLY AUTHORIZED REPRESENTATIVES OF THE CITY CAN 11 ENGINEER. REQUIRED,FAST GERMINATING GRASSES SHALL BE APPLIED AT AN CITY .ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE . OPERATE VALVES IN THE CITY WATER SYSTEM. ui APPROXIMATE RATE OF 120 LBS PER ACRE. PROVIDED BY THE CONTRACTOR AS REQUIRED BY OSHA AND WSHA. - 13.DETENTION ETENTION PONDS WITH SIDE SLOPES STEEPER THAN AN THE CONTRACTOR IS HEREBY NOTIFIED THAT,SINCE FILLING - 12.WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS � 12.TO PREVENT WATER OR DEBRIS FROM DISCHARGING INTO THE AND FLUSHING WILL BE DONE THROUGH ACROSS-CONNECTION REQUIRED,IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 3:1 OR WITH A MAXIMUM WATER DEPTH GREATER THAN 3 FEET SHALL CITYS EXISTING SEWER SYSTEM,THE CONTRACTOR SHALL INSTALL CONTROL DEVICE,LOW VELOCITY FLOWS MAY BE ENCOUNTERED, INCHES,OR 3,000 POUNDS PER ACRE. BE ENCLOSED WITH A VINYL COATED CHAIN LINK FENCE. A PLUG IN THE CONNECTION MANHOLE OR AS DIRECTED BY THE CITY THEREFORE,EVERY ATTEMPT SHALL BE MADE TO KEEP THE PIPE INSPECTOR.THE PLUG SHALL NOT BE REMOVED UNTIL THE SEWER IS CLEAN DURING INSTALLATION.THIS MAY INCLUDE SWABBING THE CITY OF ARLINGTON RIGHT-OF-WAY ADA NOTES 13.SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. 14.BIO-FILTRATION SWALES AND/OR FILTER STRIPS SHALL BE ACCEPTED BY THE CITY. PIPE WITH CHLORINATED WATER. PROJECT NO. WHEN ACTIVELY WORKING WITH THE SOIL STOCKPILE, CONSTRUCTED,BEDDED OR SEEDED AND IN OPERATION PRIOR TO,OR TDG18005 1.UNLESS OTHERWISE SPECIFIED ON THE PLANS,OR DIRECTED BY THE CITY STABILIZATION BY GROUND COVER BMPS SHALL OCCUR AT THE END SODDED IN CONJUNCTION WTH,ASPHALT PAVING,THE VEGETATION 13.ALL SEWER LINES SHALL MAINTAIN A MINIMUM OF 10 FEET 16.THE CONTRACTOR SHALL PERFORM TEMPORARY SOIL EROSION AND --- OF EACH WORK DAY. IN THE BIO-SWALE MUST BE WELL ESTABLISHED BEFORE PAVING HORIZONTAL CLEARANCE AND A MINIMUM OF 18 INCHES VERTICAL SEDIMENTATION CONTROL,DUST CONTROL,NOISE CONTROL,AND DRAWN BY: ENGINEER,CROSS SLOPES OF SIDEWALKS SHALL NOMINAL 1.5R. CROSS BEGINS. CLEARANCE FROM WATER LINES.SEE STANDARDS AND TRAFFIC CONTROL AS REQUIRED BY THE CITY OR OTHER APPLICABLE AGENCIES. PAD SLOPES SHALL NOT BE LESS THAN 1R NOR EXCEEEDD 2R. 14.STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS AND ALTERNATIVES. _-- CHECKED BY: 2.MAXIMUM SLOPES SHOWN ON THE PLANS REPRESENT THE MAXIMUM THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE 15.STORM WATER RETENTION/DETENTION FACILITIES,STORM 17.CUTTING AND PATCHING OF ROAD WAYS SHALL CONFORM TO THE ALLOWABLE SLOPES PERMITTED BY CURRENT ADA REQUIREMENTS. THE DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND CLEANED 14.PIPE BEDDING SHALL BE IN ACCORDANCE WITH THE CITY OF REQUIREMENTS OF THE RIGHT-OF-WAY PERMIT OF THE CITY OR PAD CONTRACTOR SHALL TAKE INTO CONSIDERATION CONSTRUCTION TOLERANCES REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR BY THE DEVELOPER PRIOR TO THE CITYS ACCEPTANCE OF THE ARLINGTON STANDARD AND WSDOT STANDARD SPECIFICATIONS.3/81NCH OTHER APPLICABLE AGENCY. WHEN PLACING SIDEWALKS TO INSURE MAXIMUM SLOPES ARE NOT THE DURATION OF THE PROJECT. PROJECT. MINUS BEDDING ANUFACTURED MATERIAL.ALLCLEAN PEA PIPE SHALL BEVEL LAIDS THE REQUIRED ON A PROPERLY 18.ALL IN-LINE PIPE JOINTS SHALL BE RESTRAINED WITH FIELD LOCK GASKETS. EXCEEDED. 15.MAINTENANCE AND REPAIR OF TESC FACILITIES AND 16.WHEN INFILTRATION FACILITIES ARE CONSTRUCTED, PREPARED FOUNDATION.THIS SHALL INCLUDE NECESSARY LEVELING Q 3.COMPLETED SIDEWALKS OR OTHER HARDSCAPE ELEMENTS THAT EXCEED STRUCTURES SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION COMPACTON OF SOIL IS NOT ALLOWED,AS THE DESIGN IS BASED OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIALS 19.ALL FITTINGS SHALL BE RESTRAINED JOINTS AND HAVE THRUST BLOCKING. - MAXIMUM SPECIFIED SLOPES OR ARE LESS THAN MINIMUM SPECIFIED SLOPES OF A PROBLEM OR WHEN THE TESC MEASURES BECOME DAMAGED. ON NATURAL SOIL IN THE ORIGINAL LOCATION.VEHICLES SHALL AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING J = SHALL BE REMOVED AND REPLACED BY THE CONTRACTOR AT THE NOT BE DRIVEN OVER THE INFILTRATION AREA DURING MATERIAL TO UNIFORM GRADE SO THAT THE ENTRE LENGTH OF THE Cn J CONTRACTOR'S EXPENSE, 16.UPON COMPLETION OF THE PROJECT,ALL BMPS SHALL BE CONSTRUCTION. PIPE WILL BE SUPPORTED BY A UNIFORMLY DENSE UNYIELDING BASE. C!) REMOVED FROM THE SITE AND RIGHT OF WAY. IF BMPS ARE Lu U 'Q REQUIRED TO REMAIN IN PLACE FOR FURTHER PROTECTION, 17.IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL 15.THE CONTRACTOR SHALL COMPACT TRENCH BACKFlLL WITHIN THE ARRANEMENTS FOR REMOVAL SHALL BE MADE WITH THE CITY CONDITIONS DIFFERENT FROM THAT SHOWN IN THE PLANS DURING CITY RIGHT-OF-WAY TO AT LEAST 90%MAXIMUM DRY DENSITY FROM z C 7 INSPECTOR. INFILTRATION SYSTEM INSTALLATION,THE CONTRACTOR SHALL THE BOTTOM OF THE TRENCH TO A DEPTH OF SBELOW THE cf) Z NOTIFY THE CITY INSPECTOR. SURFACE. THE TRENCH BACKFlLL MUST BE COMPACTED TO AT LEAST =D Q LL1 17.THE DUFF LAYER AND NATIVE TOPSOIL SHALL BE RETAINED IN 95%MAXIMUM DENSITY WITHIN SOF THE SURFACE. ASPHALT MUST m J AN UNDISTURBED STATE TO THE MAXIMUM EXTEND PRACTICABLE. BE COMPACTED TO MEET THE REQUIREMENTS ON THE PLANS. ALL ALL AREAS SUBJECT TO CLEARING AND GRADING THAT WILL NOT BE COMPACTION TESTS ARE AT THE DEVELOPERS EXPENSE. Q Q z CONVERED BY IMPERVIOUS SURFACE,INCORPORATED INTO A DRAINAGE FACILITY OR ENGEINEERED AS STRUCTURAL FILL OR AS-BUILT DRAWING APPROVAL 3: m U SLOPE SHALL,AT THE PROJECT COMPLETION,DEMONSTRATE THE i- REQUIREMENTS ESTABLISHED IN T5.13 OF THE 2014 SWMMWW,POST THIS PLAN SET HAS BEEN REVIEWED AND APPROVED LV O a CONSTRUCTION SOIL QUALITY AND DEPTH. PER THE CONDITONS ON THE TITLE SHEET. °«- Q 0 o BY: City Engineer,CITY OF ARLINGTON SHEET TITLE DATE: CITY CONSTRUCTION DRAWING APPROVAL STANDARD THIS PLAN PER THEET HAS BEEN ONOTIONS ON THETITLEAND SHEET.APPROVED NOTES BY: SHEET NO. City Engineer,CITY 0 A /°\/� . /1 DATE: /V--Jl SV,( THISAPPROVAL VALIDFOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 2/11/19 PLANT SCHEDULE .TREES SCIENTIFIC NAME STATE OF BCL COMMON NAME WASHINGTON REGISTERED LANDSCAPE ARCHITECT ACER CIRCINATUM NNE MAPLE ♦ ACER RUBRUM'AUTUMN FLAME' AKEMI VAE SAKAIDA AUTUMN FLAME MAPLE CEXPFlES 0 NO./16 794 20 EXPIRES OB/18/20 JUNIPER SKYROCKET OPAQUE SCREEN.TYPE A: - h._ - _,.* SKYROCKET JUNIPER '-SCREEN TO BE OPAQUE FROM THE GROUND TO A HEIGHT OF AT LEAST 6',WITH INTERMITTENT MSUAL MALES 7CHIXNOSKII CRABAPPLE w _ OBSTRUCTIONS FROM FROM THE OPAQUE PORTION TO A HEIGHT OF AT LEAST 20' MALES OSKII CRABAPPLE 3 -MINIMUM WIDTH 5'-THE OPAQUE PORTION OF THE SCREEN MUST BE OPAQUE IN ALL SEASONS OF -.._ - �;-..... ..._- -__. ..__.._. ,. _ ,. ',._ __ _ __ ., _ _... _ _ _ THE YEAR, -� MAGNOLIA GRANDIRORA'DTRE GEM' --INTERMITTENT VISUAL DESTRUCTIONS SHOULD NOT CONTAIN ANY COMPLETELY UNOBSTRUCTED SHOULD ..._-.. T V LITTLE GEM EVERGREEN MAGNOLIA NOT CONTAIN ANY COMPLETELY UNOBSTRUCTED OPENINGS MORE THAN 10'WIDE c^ __._. ____... _...._ ___.___ ______ ___._ (OR) -- 1288.35' ---_ - -- - - -PIXRTION OF INTERMITTENT MSUAL OBSTRUCTIONS MAY CONTAIN DECIDUOUS PLANTS - --- - _--'=——"- _._-_ - _. _ __- FRA%INUS OXYCARPA'RAYWOOD' NO MORE THAN 10'GAP BETWEEN TREE CANOPY WHEN MATURE 67TH AVENUE NE � �l 1288,36 RAYWDOD ASH _— WALL AND 1RELU5 REFER TO ARCH.FOR DETAILS __EXISTING PLANTER BED -- EKISTNG - - STEET TREES MEASURED 6"ABOVE GROUND AND ARE 2 rMINIMUM CAUPER. i y�,,r ,,s ., _ e ALL OTHER DEDICUOUS TREES MEASURED 4.5 FEET ABOVE ROOT BALL TO ...�. y. i i"./ i ?'+r _ s .,, s.• SIDEWALK- � Z WIRED. 8.02' T `Q {1: ;6,g u. ,,. m` b', - - — -- --- - VALL ERIFY EVERGREEN TREES MEASURED FROM THE TOP OF GROUND TO UPPER BRANCHES. r '' g� y `:-✓ ®' - - - ALL TREES TO PEET AMERICAN ASSOCIATION OF NURSERYMEN STANDARDS '4' O r v -' %} - _ m © F _ ® _ Q _ ALL TREES TO AVE SINGLE TRUNK AND MATCHING FORM. SHRUBS SYMBOL COMMON NAMES - - ? � � � � � � Wlcs 6eTrsr IU:umul¢To wamwnTE wtx rencNc II ^�� � EUONYMUS'EMERALD N GOLD' a ® ® `r'y' ♦ e4 - ^ '��,?\. �� EMERALD IN GOLD WINTERCREEPER / • N u _ _ \ . �o MAHONIA AOUIFODUM \ If� ® -�® '� I TALL ORE WN GRAPE ��® .... NANDINA COMPACTA � ® ...... ... ® _ �I .0 - : -1 COMPACT HEAVENLY BAMBOO �v EMS JAPONICA'FOREST E' FOREST FLAME ANDROMEDA o _+ PJ REST FLAME' z PINUS MUONO PUMILIO DWARF MUGHO PINE ii® I Q POTENTILLA ABBOTSWOOD U rR o i ABBOTSWOOD CINQUEFOIL (� I. ® • PRUNUS LAUROCFRASUS'DEED LUYHEN' Z 3 GRAVEL OR RIVER ROCK ® 0 OTTO LUYKEN LAUREL F. RHODODENDRON PJM ELITE RHODODENDRON PJM ELITE MEDIUM SIZE a I, p RIDES CURRANT O T RED FLOWERING CURRANT "1 OMENT PASVEMENTEROSE(WHITE) I` PARKING LOT TREE COVERAGE ® SW, PIREA'LITTLE PRINCESS' I; UTTLE PRINCESS SPIREA O ur PROPOSED PARKING AREA 6,,,6 6� BUILDING C NNE LNIA'WINE N ROSES' .Ili REQUIRED SHADE AREA(20%MIN)=3,224 IF WINE N ROSES CARDINAL SHRUB W Cn S g W II. � PROVIDED SHADE AREA= 3,514 IF /-� ,1� GROUNDCOVER/GRA SSE S/PERENNIALS/VINES Q FIXN SCIENTIFIC NAME TREE SHADE TALCS) SYMBOL COMMON NAME \ ., ( 0Q HELIOTROCHIN SERMPERMRENS '— Y` ..gy�pp BLUE OAT GRASS / PARKNG STALL -4d _ SHIRE AREA MISCANTHUS'YAKU JIMA'w % DWARF MAIDEN CRASS LAVANDULA ANGUSTIFOUA ENGLISH LAVENDER PROJECT NO. ' © CLEMATIS ARMANDII'SNOWDRIFY I. ® Pwrt vureawr. ' J ui EVERGREEN CLEMATIS TDG18OOS Qv LONICERA HENRr DRAWN BY: "`FFF I HONEYSUCKLE ARS CHECKED BY F. I FRAGARIA'LIPSTICK' I'� ® BUILDING B DPGTIDK BARREN STRAWBERRY ARS ® _ Y -NII 1 f GERANIUM'ALBA' f WHITE HARDY GERANIUM Qa I .-.. �� ( Y ', �'�, MAHONIA RIPENS 3 1 -11� z ��� ' CREEPING OREGON GRAPE F Cn J z I'�'/ /,/� /, NNCA MAJOR U Ll l IFGG�� �, / /�, �/,'. PERIWINKLE Z `^ a HYDRLL 0 OSEED N V EROSION CONTROL MIX Z m LU ` —7-« t - 7183Oq• SHEET TITLE LANDSCAPE PLANTING PLAN LANDSCAPE CONSTRUCTION DRAWING APPROVAL GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PLANTING ING a1 1 5 3 1 0 1 1. 120 PER THE CONDITIONS ON THE TITLE SHEET. PLAN .. (IN FEET) BY: SHEET N0. 1 mh= 30 ft. City Engineer,CITY OF ARLINGTON DATE: THIS APPROVAL VALID FOR 18 MONTHS L 1 ■1 1 NW 1/4 AND SW 1/4 OF SEC.14,T31 N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 2/11/19 PLANT SCHEDULE DECIDUOUS TREES ' SCIENTFlC NAME STALE OF 2'.6'WOOD STAKES,LOCATED DEM E OF YMBOL COMMON NAME 0IANTITY SIZE(MIN.) SPACING(MA%.) NOTES REGISTEREDIINGTO R001BALL.FASTEN NTH CHAIN LOK TREE TES. STAKE MAY NOT TOUCH MEE LANDSCAPE ARCHITECT TRUNK. STAKE HEIGHT MUST BE AT LEAST WL4.4 5'FROM FINISHED GRADE. NINE MAPLE M J 1 1/2'CAL(MIN.) AS SHOWN MATCHING FORM,SINGLE TRUNK TO 18'MIN. SET TREE STRAIGHT AND PLACE NNE MAPLE OROON COMPACTED BAACKRLL MATCHING FORM.SINGLE TRUNK, AKEMI♦ AUTU RUBRUM'AUTUMN FLAME' 17 i 7/2'CAL(MIN.) AS SI10NN LOWEST BRANCHES MIN.5'OFF GROUND CERTIFICATE AE SAKA79 AUTUMN ME MAPLE CERTIFlCATE N0.784 PLACE 2'OF BARK MULCH IN SAUCER TO EXPIRES 06/15/20 Al THIN 3'OF THE TRUNK. NO PLANTING SACKFUL.PLANTING HOLE 1/2 JUNIPER SKYROCKET 6 W-6'TALL AS SHOWN FULL,STRONGLY UPRIGHT 3'DAMETER MIN. POLL NTH NATIVE SOIL REMOVED SKYROCKET JUNIPER OF DEEPS.TAMP SOIL TO REMOVE CONTAINER OR PULL BACK TOP STABLE ROOTBALL.WATER MALLS TCHONOSKII CRABAPPLE 2 1 1/27M AS SHOWN NLL,STRONGLY UPRIGHT PORTION OF SURLAN FROM RODIBALL THDROU(HLY.CUT AWAY STRING TSCHONOSKII CRABAPPLE PRIM TO PLACEMENT IN PLANTING PIT. ANO BURLAP. IF IN MIRE SET SHRUB STRAIGHT AND PLACE FOOTBALL ON SOLID BASKET AEMM COMPI£TELY. GROUND OR ON COMPACTED BACKFlLL. + MAGNOLIA GRANDIFLORA LITTLE GEM' 5 1 1/2'CAL(MIN.) AS SHOWN MATCHING FOAM,SINGLE TRUNK, S BE CA BELLAC NOT TO DAMAGE U111E GEM EVERGREEN MAGNOLIA LOWEST BRANCHES MIN.5'OFF GROUND FOOTS.BACKFILL REMAINING TAL%(RLL TO'TA XDLE I/2 NLL WIN NATIVE SOIL, FORM 5'HT.WATER DN.1 OFAPNG HOLE NTI A MIXTURE DO SOIL TO RB FOOTBALL O T R OUNLESAUL. FOCFA THOROUGHLY. (OR) HOLD TIREE NTH OIL i0� NA aPPM. AMEND AND Do NOTRL DISTURB G PLANT UNLESS ROOTBOUND. FRAATNUS OXYCARPA'RAYWOOD' NGO WAIEA. NATIVE SOIL. AMEND SACKFUL B4CKFlLL REMAINING PLANING HOLE NTi 1/2 RAYWOOD ASH AS NOTED IN LANDSCAPE NOTES APPROVED TOPSOIL AND NATVE SOA. AMEND BACKFILL FlNISH GRADE. AS NOTED IN TIRE INSTALLATION NI NOTE NLLCH DEEP ALL - SHEET TREES MEASURED 6'ABOVE GROUND AND ARE 2}MINIMUM CALIPER. PUNTINGG BEDS ALL OTHER DEDICUOUS TREES MEASURED 45 FEET ABOVE ROOT BALL TO I�FINISH GRADE, VERIFY MIN.CALIPER OF 1 A REOUIRED SOARI SIDES OF PLANTING _ - - ALL EVERGREEN TREES MEASURED FROM THE TOP OF GROUND TO UPPER BRANCHES. HOLE. MAKE SURE HOLE HAS iI - - ALL TREES TO MEET AMERICAN ASSOCIATION OF NURSERYMEN STANDARDS. GOOD ORNNAGE. �� �\".,f ., L J; HOLE XAS GOOD DRAINAGE. ALL TREES 10 HAVE SINGE TRUNK AND MATCHING FORM. 7 ILI.I IL _ 1=i,T SHRUBS XI SOIL D Y - EXISTING NATIVE SOIL EXISTING NATIVE A NEWL � _ -Mill __ --T-= COMMON NAME �I I i I I PLACED TOPSOIL '- � - I-I I _- -LI� SYMBOL COMMON NAME WANRtt SIRE(MIN.) SPACING(MAX.) NOTES III I.. .W-�- , n I.I I Ili 3 TIMES ROOT BALL DIAMETER O EUONYMUS'EMERALD N GAD' 28 2 GALLON AS SHOWN FULL WELL SHAPED EMERALD IN GOLD NNTERCRFEPER 2 TIMES O ANTONIA AQUIFCUUM 8 I GALLON AS SHOWN FULL,WELL SHAPED TREE PLANTING DETAIL n CMXMAT%HRUB PLANTING DETAIL TALL OREGON GRAPE G L1.2 NANDINA COMPACTA 63 2 CA110N AS SHOWN FULL,HELL SHAPED m SCALE: N.T.S. L1.2 SCALE: N.T,S. ® CAN HEAVENLY BAMBOO F, pJ PENIS JAPONICA'FOREST FLAME' 9 2 GALLON AS SHOWN MULTI-STEM,FULL � •`.::4,;N;t^Fly'"'"i"'J,';'i.irt"'R' "'^'" FORESr FLAME ANDROMEDA ¢¢ME PINESM PUMIUO 51 2 GALLON AS SHOWN MULR-STEM,FULL DWARF a "'-••-'•' NOTE DWARF MUCHUCHO PINE PUNT gDUNDCOVERS 1' THE LOCATION Oi ALL EXISTING UNDERGROUND UTUTES IS ;;';q. m POTENTILU ABBOTSNOOU I 2 GALLON AS SHOWN MULTI-STEM,FULL BANK MULCH --m- 'r.•.. �� f ANO\E FlNISH GRADE SHALL N ER INE THE EXACT WAY ONLY. F A CONTRACTOR R .Jb : MULCH 2'DEEP ALL PRIOR 10 SPREADING SHALL DETERMINE THE EXACT LOC.Ai1011 M ALL FASTING ABBOISNOOD CINQUEFOIL/ / PLANTNG BED MULCH UTILITIES BEFORE COMMmDING WDRK. O PRUNUS LAUROCERASUS'OTTO WYKDH' 60 2 GALLON AS SHOWN FULL•HEALTHY FOUAGE,STRONG AREAS. EDGE OF am / O1T0 WYKEN LAUREL w / FINISH GARDE TOPSOIL:SEE LANDSCAPE EM WING GRADE INFORMATION IS APNRONMATE THE CONTRACTOR Ili Z____ ___ NOTES FOR SHALL FIELD VERIFY EMSINC GRAMS AND NOTIFY ENGINEER OF O RHODODENDRON PA1 ELITE 24 5 GALLON AS SHOWN NICE FOLIAGE,MULTI STEMS VOCIRCATON ANY DISCREPANCIES MROM COMMENCING wauc. RHODODENDRON PJN WTE(MEDIUM SIZE) (, 1%SPADING CONTRACTOR AGREES TO BE ALLY RESPONSIBLE FOR ANY AND EXISTING NATIVE SOIL OR ALL DAMAGES NIICH MIGHT M OCCASIONED BY HIS FAILURE 10 ® RISES SAND INEUN 3 5 GALLON AS SHOWN BUSHY,FULL " ; , NEWLY PLACID TOPSOIL CONFIRM E%ISTNG UTUtt AND GRADE INFORMATION. RED FLOWERING CURRANT < 3 CURB OR 'ri ''-" - -� - CALL AT LEAST 2 WORKING O ROSA PAVEMENT 16 3 GALLON AS SHOWN FULL,BUSHY,WELL SHAPED STRUCTURE PAVEMENT ROSE(WHITE) NOTE: SPACING TO BE TRIANGULAR PER DAYS BEFORE YOU DIG ®- SPIREA LITTLE PRINCESS' 56 2 GALLDN AS SHOWN FULL,BUSHY O DISTANCE SHOWN CN PLANT SCHEDULE CALL'81V LITRE PRINCESS SPIREA r 1 O � tt• WEIGEUA'WINE N ROSES' 26 2 GALLON AS SHOWN FULL,NICE SHAPE,UNIFORM 1 r� GROUNDCOVER SPACING GROUNDCOVER PLANTING DETAIL NNE N ROSES CARDINAL SHRUB LT.2 SCALE: N.T.S. L1.2 SCALE: N.T.S. /'A/ I--� - a�• GROUNDCOVER/GRASSES/PERENNIALS/VINES ►►{{ G SCIEN nnC NAME N SYMBOL COMMON NAME QUANTTY OR SF SIZE(MIN.) SPACING(MI NOTES LANDSCAPENOTES o HEUOTROCHIN SERMPERNRENS 57 1 GALLON 21VTRIANGULAR NOT TRIMMED DOWN n a BLUE OAT GRASS GENERAL: ® MISCANTHUS'YAKU JIMA' 49 1 CALLOW 24'TRIANGULAR FULL NOT TRIMMED DOWN DWARF MAIDEN GRASS W UTILITY LOCATION: DETERMINE ALL ABOVE GRADE AND UNDERGROUND UTILITIES p- LAVANOULA ANGJSTIFOLIA 18 1 GALLON 24'TRIANGULAR FULL:NOT TRIMMED DOWN ., BEFORE COMMENCING WORK. ALL WORK TO BE COMPLETED TO AVOID ANY DAMAGE. ENUusH LAVENDER THIS IS THE RESPONSIBILITY OF THE CONTRACTOR. Q CLEMATS ARMANDII'SNOWDRIFY 14 2 GALLON To' WELL ROOTED.MULTI STEMS, '- EVERGREEN CLEMATS CONTRACTOR TO TRAIN TO TREWS _ 1. ALL EXISTING VEGETATION AREAS TO RECEIVE NEW LANDSCAPE SHALL BE CLEARED LONICERA HENRYI 12 2 GALLON TO' WELL ROOTED.MULTI STEALS. AND GRUBBED FROM THE SITE PRIOR TO COMMENCEMENT OF LANDSCAPE WORK. HONEYSUCKLE CONTRACTOR TO TRAIN TO TREWS 2.SUBGRADES FOR ALL PLANTING BED AREAS SHALL BE 6"MINIMUM BELOW FINISH FRAGARIA'UPSTICK' 300 a POTS 18"TRIANGULAR FULL MULTI STEMMED,HEALTHY PROJECT NO. ELEVATION. ALL PLANTING BEDS TO HAVE POSITIVE DRAINAGE.MINIMUM 3X LIPSTICK BARREN STRAWBERRY uj TDG#18005 3.ALL PLANTING BEDS TO BE NON-COMPACTED TO A DEPTH OF 18"PRIOR TO GERANIUM'ALBA' 275 1 GALLON 2e TRIANGULAR FULL BUSHY,MULTI-STEM DRAWN BY: PLANTING. rH �rsr�� � �y� WHILE HARDY GERANIUM AIRS 4.EXISTING CLAY OR SANDY SOILS SHALL BE AUGMENTED WITH ORGANIC SUPPLEMENTS. MAHONIA REEKS 175 1 GALLON 30"TRIANGULAR FULL.NICE FOUACE L.L. CHECKED BY: SOIL ANALYSIS MAY BE REQUIRED. CREEPING OREGON GRAPE ARS 5.CONTRACTOR SHALL GUARANTEE PLANTS AND GRASS FOR A MINIMUM OF ONE YEAR MNCA MAJOR 150 SF 1 GALLON 24 TRIANGULAR FULL,MOLT STEMMED,HEALTHY AFTER APPROVED COMPLETION. PERIWINKLE �e n AMMEND SOIL WITH 2'COMPOST OR PROVIDE NEW TOPSOIL INSTALL WrAl 100 6.IMMEDIATELY NOTIFY TERRAFORMA DESIGN GROUP OF ANY ADVERSE CONDITIONS OR HYDROSEED S,000 SF MULCH.TACKIFlER AND FERTZER,MAINTAIN UNTIL ESTABLISHED. w CONFLICTS WHICH MAY AFFECT HEALTH OF PLANT MATERIAL EROSION CONTROL MIX REFER TO CIVIL FOR GRADES AND EROSION CONTROL =Tsr9 3 U - Cn J o PLANTING BEDS: J NOTE CID SC9UDN TREWS PETER TO STE GROUNDCOVER CALOULATIONS ARE APPROXIMATE ONLY. li IS THE w PUN/ARCH.FOR DETAILS RESPONSIBILITY OF THE CONTRACTOR TO VERIFY SQUARE FOOTAGE AND Y } 1. PLANTING BEDS TO HAVE A MINIMUM OF 6'OF APPROVED THREE WAY QUANntt. /1� MNESPLA�10'ALONG SCREEN. TOPSOIL.12"AT AREAS WITH TREES.DEPTH OF SOIL IS DETERMINED AFTER -GROUNDCOVER IS NOT REQUIRED IN TREE HELLS OR UNDERNEATH SHRUBS. z `! sCOONTRACro TO PRi OEE WOOD TRELLIS SETTLING HAS OCCURED.BEDS TO BE NONCOMPACTED TO A DEPTH OF 18". L1 � z TIE STAKES D TO SAKES AND TREWS FOR PLANTING BEDS TO HAVE MORE SOIL IF NECESSARY TO BE FLUSH WITH CURB, Q L u SUPPORT. SIDEWALK OR OTHER PAVED SURFACE. ALL PLANTING BEDS TO HAVE POSITIVE co J DRAINAGE. �-- CONCRETE WALLRE r0 SITE Z PLAN/ARCHITECT MR DETAILS 2. CONTRACTOR TO VERIFY PLANT QUANTITIES AND SQUARE FOOTAGE.NOTIFY Q IRRIGATION: w TERRAFORMA DESIGN GROUP IF THERE IS A DISCREPANCY. co C7 3. ALL PLANT MATERIAL TO BE WELL BRANCHED,FREE FROM DISEASE OR 1.IRRIGATION SYSTEM REQUIRED, TERRAFORMA WILL PROVIDE AN IRRIGATION DESIGN,UNLESS NOTED OTHERWISE. L1J L w O a PEST,AND HAVE A WELL DEVELOPED ROOT SYSTEM. ALL MATERIAL TO MEET AMERICAN ASSOCIATION OF NURSERYMEN STANDARDS. 2.IRRIGATION IS TO CONFORM WITH AGENCY STANDARDS. m 4. FERTILIZE ALL PLANT MATERIAL WITH SLOW RELEASE FERTIZER PER 3,FOLLOW WRITTEN SPECIFICA710NS FOR WIRE SIZE,HEAD TYPE,CONTROLLER, Q o SIDEWALK MANUFACTURER'S RATES. RAIN SENSOR,ETC. A SEPARATE IRRIGATION METER IS TO BE PROVIDED. 0 PARKING 5.PLANT MATERIAL PLANTED TO BE SAME AS OR NO MORE THAN i"HIGHER CONTROLLER TO BE IN SPRINKLER RISER AREA. I-IL- -r IIl-� jIIm - II m_ IDIQ=iII=IQ THAN CURRENT GROWTH RATE AT FINISH GRADE, SHEET TITLE I➢-III-[II-yl�l-I¶IIl�-I1-T-m1�-RAN-Q-Q-I_ _ III-II-III_III I-IIi-II-IZI- - �IIIm�m--II _ II_I-II_I-II_I-III-IIJ- 6.WATER PLANTS THOROUGHLY DURING PLANTING AND IMMEDIATELY FOLLOWING. SITE CONSTRUCTION: T IDIII�JT� m -II_ -ITT�IIj�IIj�m -m-jII�jII���jIIMIfl�lllII WATER HEAVILY AT FIRST,3 TIMES PER WEEK,AND LESS ONCE ESTABLISHED. 1. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY AND LANDSCAPE J�n'r-�m-�m�-m LOCATE AND EXISTING OR PROPOSED UTWTIES. ANY DAMAGE CONSTRUCTION DRAWING APPROVAL 7. ORGANIC MEDIUM MULCH TO BE A MINIMUM OF 2"DEPTH IN ALL PLANTING DONE BY NOT LOCATING,IS THE RESPONSIBILITY OF THE LEGEND BEDS. CONTRACTOR. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED 8.STAKES TO BE COMPLETELY REMOVED BY CONTRACTOR PRIOR TO 1 YEAR. 2.REFER TO CIVIL ENGINEERING DRAWINGS FOR GRADING,DRAINAGE, PER THE CONDITIONS ON THE TITLE SHEET. &NOTES 5 SCREENING CHECK QUARTERLY FOR DAMAGE OR ADJUSTMENTS NEEDED. AND UTILITY DESIGN. UTILITIES SHOWN ON DRAWING ARE SCALE: N.T.S. 9.APPLY PREEMERGENT TO MULCH IN PLANTING BEDS.IF WEEDS OCCUR WITHIN 1 SCHEMATIC ONLY. BY: City Engineer, ARLINGTON SHEET NO. YEAR,LANDSCAPER SHALL RETURN TO REMOVE WEEDS AT NO COST. 3.EROSION CONTROL SHALL BE PROVIDED DURING CONSTRUCTION L 1 .2 PER CIVIL PLANS. DATE: IS APPROVAL FOR i M N LEGAL PE5GRIPTION: HIGHLAND DR. A_1 SR 530 �O BEGINNING AT THE NORTHNlE5T CORNER OF SECTION 14,TOWNSHIP 31 NORTH, " RANGE 5 EAST,W.M.,RECORDS OF SNOHOM15H COUNTY,WASHIWTON; p� THENCE SOUTH 0'20' WEST ALONG THE WEST LINE OF 9JWIVI510N -158 FEET TO THE TRUE POINT OF BEOINNIN6; THENCE EAST 500 FEET; 204TH STREET THENCE SOUTH 260 FEET; w THEME WEST 300 FEET TO THE NEST LINE OF SAID SUBDIVISION; z THENCE NORTH 0'20' EAST ALONG SAID WEST LINE 260 FEET TO THE 198TH PL NE �+ POINT OF a BE6INNIN6; J+ EXCEPT PORTION LYING WITHIN COUNTY ROAD ON THE WEST. 1971H ST SITE n y A-2 G T06ETHER WITH THAT PORTION OF THE 50UTHWE5T QUARTER OF THE z NORTHWE5T QUARTER OF SECTION 14,TOWNSHIP 31 NORTH,RANGE 5 EAST, W.M.,IN SNOHOM15H COUNTY,WA5HIN6TON,DESCRIBED A5 FOLLOW5: a BEGINNING AT THE SOUTHWEST CORNER OF SAID SOUTHWEST QUARTER OF z THE NORTHWEST QUARTER; THENCE NORTH 0"05'33"EAST ALON6 THE I-E5T LINE THEREOF FOR 1020 w iO a FEET TO THE TRUE POINT OF BE&INNIN6; z F THENCE CONTINUE NORTH 0"05'33"EAST ALONG THE NEST LINE THEREOF ARLINGTON w 188TH ST F 268.36 FEET TO THE NORTHWE5T CORNER OF SAID 5OUTHNE5T QUARTER MUNICIPAL ¢ o OF THE NORTHWESTAIRPORT is QUARTER; r THENCE SOUTH 811"12'34"EAST ALONG THE NORTH LINE OF SAID 5OUTH•IE5T QUARTER OF THE NORTHWEST QUARTER 384.3 FEET, MORE OR LESS, TO a THE WEST LINE OF THE NORTHERN PACIFIC RAILROAD RI6HT-OF-WAY; z THENCE SOUTH 10"04'13"WEST ALONG WE5T LINE OF SAID RAILROAD RIGHT-OF-WAY 2T1.68 FEET,MORE OR LESS,TO A POINT OF INTERSECTION OF SAID WEST LINE WITH A LINE EXTENDED AT A QO"ANGLE WITH THE WEST LINE OF SAID 5OUTHNE5T QUARTER OF THE NORTHWE5T QUARTER 112ND IT, NE (SR 531) FROM THE TRUE POINT OF BE6INNIN6; THENCE WEST 546 FEET,MORE OR LESS,ALONG SAID EXTENDED LINE TO VICINITY MAP THE TRUE POINT OF BE6INNIN6. SCALE 1'=2ODCr A3 T06ETHER WITH BE&INNIN6 AT A POINT 15& FEET SOUTH OF THE Wilk. NORTHWEST CORNER OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER OF SECTION 14, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., RECORDS OF 5NOHOM15H COUNTY,WA5HIN6TON; THENCE EAST 230 FEET; THENCE NORTH 251 FEET; THENCE EAST TO THE WEST LINE OF THE NORTHERN PACIFIC RAILWAY R164T-OF-WAY; THENCE SOUTHERLY ALONG SAID WEST LINE OF RAILWAY RIGHT-OF-WAY TO THE SOUTH LINE OF THE SAID NORTHI-E5T QUARTER OF THE NORTHWE5T QUARTER; THENCE WEST TO THE 500TWE-ST CORNER OF SAID NORTHWEST QUARTER OF THE NORTHWEST QUARTER; THENCE NORTH TO THE POINT OF BEGINNING; EXCEPT THE NORTH 260 FEET OF THE WEST 300 FEET THEREOF, SAID EXCEPTION MORE PARTICULARLY DESCRIBED AS FOLLOWS: 51�ADDS BE&INNIN6 AT A POINT-158 FEET SOUTH OF THE NORTHWEST CORNER OF 20015 b"ITH AVE NE SECTION 14,TOWNSHIP 31 NORTH,RANGE 5 EAST,W.M.; ARLIN6TON,WA Q8223-6-756 THENCE EAST 300 FEET, THENCE SOUTH 260 FEET, TAX AQWUNT NUMBER THENCE WEST 500 FEET; THENCE NORTH 260 FEET TO THE POINT OF BE6INNIN6 EXISTIN6 ; Q7 OOToo 2CI5TI ZONING AL50 EXCEPT COUNTY ROAD. 61-GENERAL INDUSTRIAL A-4 urnunm T06ETHER WITH THE NORTH 10.0 FEET OF THE SOUTH 1020 FEET OF THAT SEWER-CITY OF ARLIN6TON PORTION OF THE 5OUTHNE5T QUARTER OF THE NORTHWEST QUARTER OF WATER-CITY OF ARLIN6TON SECTION 14,TOWN5HIP 31 NORTH,RANGE 5 EAST,KM.,LYIN6 WEST OF THE NORTHERN PACIFIC RAILROAD R16HT-OF-WAY; POWER-5NOHCM15H COUNTY P.DD.NUEXCEPT COUNTY ROAD. 1. SUBDIVISION AND BOUNDARY 50LUTION PER RECORD OF SURVEY A.F.N.201504085001 2. SANITARY SEWER INFORMATION PER CITY,OF ARLIN9TON AS-BUILTS. 0 LL REV.03 JSM 5/1-1/15 oNE R. 1523 TENTH ST, SITE MAP A ANDES MARYSVILLE, WA 98270 FOR LAND SURVEYING,P.S. PHONE 360-659-6639 GAYTEWAY BUSINESS PARK BUILDING G LQQ DRAWN BY: J5M JOB DATA: 3105-14D9 A PORTION OF N.H.I/4 t S.W.I/4 201805 SECTION 14,TOWNSHIP 31 NORTH,RANGE 05 EAST,W.M.JRA 3105 4.09FIELD�5 I?-IL 5NOHOM15H COUNTY,STATE OF WA5HINOTON SV .1 DATE: 4/2�/18 MATCH LINE �fil .� MATCH LINE - - - -- - - + I a - - - - - - - - - - - - - - - - - - - - - - - - - - - - - �-- - - - - -MATCH LINE_ ` f rf RIM ,32..,1' r" PARGEL A2 { ,! I I 31 A- r - -- ) _ 1 r '. .. .. r U r 1 , w 1 Ico I 'r 5.. 0 20 O 20 !; z I �J 1 f. r- Scale 1II = 20 MANHOLE E ONTOUR INTERVAL = I FOOT RIM=13a...z' l J _SMN 1 2 BA5(5 OF BEARING R.M-+ 4 4- �, I I` t ~---- "-•- NORTH LINE OF THE N.W.I/4 NA.I/4 SECTION 14 i T— —- — — —/— — — — _ —�-� Pt�2 RECORD OF SURVEY 201504085001 j - -�_ - - - - _ - - _ _ t I IIf , ��, SSMH I6-13 AS SHOWN HEREON PER CITY OF CP29-02;MGAWA I r' -,_ .„ < ARLt"TON SANITARY SEt^4ER AS-BUILTS. N 431881.686 E 1321454.696 In ELEV: 133.97 naEASEMENT '� v3 1 � �" f Hd2120NTAL DATUM-NADH3/QI MIC— Wa. — RECORD OF SURVEY'201504085001 N 431875.196 \ j \ E 1321479.151 L� ( I /) b: GATE POST S ELEV: 133.69 FOUND 1 3/4" BRASS CAP W/PUNCH -_ ``0.5' BELOW GRADE, IN CASE(4/2018) AsPNALf ELEV=133.69' pARGEL A4 \ M1 Ahl eR -LCT Bswiti .6 3 �'• �,� I �I .. /� �. CP27-0 ;CNWA HUEY RAILROAD z f I f / SIGiNAL N 4318 .543 E )- 7 34 . E 1321889.342 ELEV: 136.30r FLOWS 'v Rx A: , DWAY�4- f.N.ROL DOX IF I r - P,Ck .S.EMEN" --- - ,.3 A.f ,.1&'t7691 as R 4i-1.34.6N' _ �-- 297.06' "'-----"�-•t. -.� 1 --N87-56'54" W a1 Rrcas I ` {[ . t UOLD 3' WNEWER 2 WIDE L ONE— EGO-BL OCK WALL -BLOCK A( W'�.•-•— MANHOLE ECO - r / ITREE DRIP LINE. I (INCLUDES 5- CEDARS (8-0-15"0) / 5D.01 _GAS LINE MARKER I FND MON IN CASE RECORD SURVEY REV.03 JSM 5A7/18 _ A.F.N. 2015 1504085001 $R. yy UNDERGROUND UTILITY NOTE �4�.°'TA. A N D E S 1523 TENTH ST, 51 TE MAF 114 UNDER6ROUND UTILITY LOCATIONS 5H01^A�1 HEREON ARE BASED UPON MARYSVILLE, WA 98270 FOR SURFACE INDICATORS.NO UNDERGROUND LOCATE SERVICE WAS UTILIZED LAND SURVEYING,P.S. PHONE: 360-659-6639 GA'T TEWAY BU5INE55 PARK FOR THEIR LOCATION.THE USE OF TH15 MAP FOR THEIR EXACT LOCATION +1736z o IS NOT WARRANTED. PRIOR TO CONSTRUCTION OR FURTHER 51T'E DE516N �a,esso� BUILDING G USER SHOULD GALL THE UTILITY LOCATE SERVICE AT 1-&00-424-5555 �GrAt,Ltae JOB DATA: 3105-14.09 48 HOURS BEFORE CONSTRUCTION. DRAW BY: JSM 20005 A PORTION 1 N.NORTH, <S.E 0 CHECKED: JRA [65PI6201 FIELD 500K.FILE ` TION H TOWNSHIP 31 NORTH,RANGE HI EAST,W.M. SNOHOMISH COUNTY,STATE OF WASHIN6TON L+`,� 7-5-1 g DATE: 4/2?/18 3105-14.09 6ayteway 5-I1-18 G7 V - - - -- - - - - - - - - - - - - - - - - - - - f - - — 3p\ UNKNOWN UTILITY �— - - - - MATCH LINE UI �' ,I 30.0' ± MATCH LINE :: MATCH LINE 4, VC PIPE 4 5"VERTICAL 1., i I � I / \ & ELBOW i / `\P OF PIPE=130.81' I j- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � jCB S j I (NO CASTING OR GRATE) I / TOP OF STRUCTURE-131..2' \ / CP CNWA HUEY E(N)-13OJ'(8"PVC) N 432449.175 E 1322022.572 ELEV: 131.56 CB BROKEN, NO i.ID I I + I''OP OF STPUCTUR[.='128.25 ^ I / \ Ca � I \ W . -= 30.38' 1 RIM 1 '! 1 CB-- Lu RIM.-131.23' ��•r,.� .r-„ I CONfROI_VALV: Q0.0• 8" CI PIPE \ FDCui- �, II 'i FARGEL A3 l I j 1 W I OB CP29-01;MGA A RIM=13r38' �i N 432267.E 1321987.9 ELEV: 133.67 RIM-13142' H01—' BIB CB ai 1 RIM ,3z.3s' 5cale1" = 20' CONTOUR INTERVAL = I FOOT CB RIM 130.91' W — o. SSMH 1671 RIM 1324fi' IE(N)=124 26'(12") FLOWS NORTH MATCH LINE 5 I- MATCH LINE --MATCH LINE REV.03 J5M 5/11UI65 4� E R. ° •BA 10 A N D E S 1523 TENTH ST, S 1 TE MAP UNDERGROUND UTILITY NOTE mow: WA 98270 UNDERGROUND UTILITY LOCATIONS SHOWN HEREON ARE BASED UPON MARYSVILLE, FOR SURFACE INDICATORS.NO UNDERGROUND LOCATE SERVICE WA5 UTILIZED LAND SURVEYING,P.S. PHONE 360-659-6639 FOR THEIR LOCATION.THE USE OF THIS MAP FOR THEIR EXACT LOCATION j GAYTEWAY BU51NE55 PARK IS NOT WARRANTED. PRIOR TO CONSTRUCTION OR FURTHER SITE DESIGN ,@•o�e•esset BUILDING G USER SHOULD GALL THE UTILITY LOCATE SERVICE AT 1-600-424-5555 A JSM JOB DATA: 3105-14.09 A PORTION OF N.W.1/4 4 5A.1/4 48 HOURS BEFORE CONSTRUCTION. C K JRA [65Pp16201 FIELD BOOK.FILE SEG SNOHOMISH COUNTY,NORTH, S ATE OF WASHINGTON�M �+ —✓— DATE: 4/2-7/18 5105-14.09"tawag 5-IT-IB SV3 0 1i _ BASIS OF BEARING 15 4 — — — — _— _ —IN 88'37'33"W_2670.71' RECORD OF SURVEY A.F.N. 201504085001 SNOHOMISH COUNTY3105J17 (WCCS 3335) 13 I HELD FOR NAD83/91 POSITION I RECORD OF SURVEY SNOHOMISH COUNTY 3105J19 A.F.N.201504085001 (WCCS 03352) 5J19 HELD FOR NAD83/91 POSITION I RECORD OF SURVEY A.F.N.201504085001 I I .BUILDING �I CC RIM .22 58' v PQ ___-- f r i 8"o GA IF Puri o { 1zJ l ECO BLOCK WALL M=12,7G' / ECd BLOCK w I 4..M. _5 29 WALL d N 88'1W12"W + w4p 4 , —' f J AShAL 'IV CP29-03;MAGAWA N 432679.401 f E 1321528.249 ELEV: 124.41 % I i SSMH 1669— 5 - I y PARGEL A3 �.., } � � ' 1 zs / RIM_126.00' FLOWS NORTHI �s CB 51, c8 LLI 84' RIM=125. POCK 34' II SSMH 1689 t� �" RIM=125.82' ABANDONED `SMH 1670 I �...jl I' .., \`� f I 17 RIM=126.89• �. ,// - I Rr } ` y Ll IE(S)=119.94'(12") �• � _ ��� I,�'�._ — -- IE(N)=119.84'(12") ,` s -.;...._ /,y .. \, i `�.4j' / f I� FLOWS NW f UNKNOWN'F3 it I s NU trtt' 0 STEEL.,TRUf;TllEEE REMOVE v r� y J - RLMOVEU \� l 'ON,RO VALVE PARGEL Al " E ! ( ' I 4. aeoti_ Itnn I 6 _ IJ _ / .l \� -c UNKNOWN T U r w 1 TOP OF 72 0 SIDE S RUCJURE 1 L100 r j t; Q \ I I \ CP45-01;RBC �r ff n� so I i �N 432514.815 vN-----^__ I t JN KN.NN Il I�: F--.� �p n�1N RUL Box -- w _ ,� _ v E EV2200750 ' �� TO' OF 48"D TEF, STRUC 0E --.f L UNKNOWN ufl!Ty 1V I 1GP OF /0 I2 P STEM aii2.Gi;,;RE CS 4' WIDE CONCRETE r� 1 RAILWAY STOP - - - - - - - - - - - - - - - - - - - - - - - - - - —r/ — - - — - - - MATCH LIN I � MATCH LINE — - ' MATCH LINE REV.05 J5M 5/1-fA8 E UNDERGROUND UTILITY NOTE 20 0 20 ysv4pt�E R"B A N D E S 1523 TENTH sr, SITE MAP UNDERGROUND UTILITY LOCATIONS SHOWN HEREON ARE BASED UPON MARYSVILLE, WA 98270 FOR SURFACE INDICATORS.NO UNDERGROUND LOCATE SERVICE HAS UTILIZED m LAND SURVEYING,P.S. PHONE 360-659-6639 CAYTEWAY BUSINESS PARK FOR THEIR LOCATION.THE U5E OF THIS MAP FOR THEIR EXACT LOCATION 15 NOT WARRANTED..PRIOR TO C.UNSTRUGTION OR WRTHER SITE DESIGN CJGQ I Pi. I = 20 '�,+-0 8fis•° BUILDING r- USER SHOULD GALL THE UTILITY LOCATE SERVICE AT I-800-424-5555 - CONTOUR INTERVAL= I FOOT rq Lo D JSM JOB DATA: 5105-14.09 A PORTION OF N.H.I/4 E S.W.1/4 45 HOURS BEFORE OONSTRUGTION. 201805 — • JRA [65PI6201 FIELD BOOK.FILE TS 14,NNOHOM1H S CODUNTY,STATE IN6TON 1 �KM. —S— DATE: 4/27/18 5105-14.09 6a6teway 5-1-1-18 SV4 GENERAL NOTES: 1. ALL PARKING STALLS ARE 9'-0"x 19'-0"U.O.N. �/'�' ,A,/��/ /'� 2. ALL SIDEWALKS ARE 5'-0'WIDE CONCRETE WITH BROOM FINISH&5'-C"O.C. GA I I EWA 1 LLI�° SCORING PATTERN WITH MAX 1:20 SLOPE&1:48 CROSS SLOPE,U.O.N. 3. SEE CIVIL DRAWINGS FOR LOCATIONS OF CAST-IN-PLACE CURBS AND EXTRUDED CURBS. 4. SEE CIVIL DRAWINGS FOR AREAS OF STANDARD AND HEAVY PAVING SECTIONS. 5. ALL CONCRETE MONUMENT SIGNAGE IS UNDER SEPARATE SIGNAGE PERMIT, 6. SEE ARCHITECTURAL SHEET AO.3 FOR SITE DETAILS. 7. PROVIDE DETECTABLE WARNING TEXTURE PER CODE ON ALL SIDEWALK RAMPS AND CURB RAMPS, 8. COMPLY WITH IBC CHAPTER 11 BARRIER FREE REQUIREMENTS. NELSON Nelco Architecture,Inc. L G a licensed affiliate of Nelson Worldwide,LLC I 40'-0"NO-BUILD EASEMENT O Q Q O O Arr c h I t e c t s 1200 Fifth Avenue - 395'-0" OVERALL Suite 1300 +r Seattle,WA 98101 501-0° 5 I- 50'-0" L 5� 5 5 45'-0' KEYNOTES: ® 206.408.8500 phone BUILDING B ' 1. CONCRETE CURB,SEE CIVIL DRAWINGS w NELSONonline.com ��� 2. CONCRETE ENTRY W/BROOM FINISH,MAX 1:20 SLOPE&MAX 1:48 CROSS NOT IN SCOP� _ _ SLOPE.ALIGN SCORING PATTERN WITH WINDOW MULLIONS 3. CONCRETE SIDEWALK W/BROOM FINISH,MAX 1:20 SLOPE&MAX 1:48 INO-BUILD EASEMENT 1 CROSS SLOPE 4. 5'-O' WIDE CONCRETE LANDING W/5'-0" WIDE SIDEWALK AT EXIT/FIRE �• DEPARTMENT ACCESS DOORS,TYP.SEE DETAIL 3/AO.3 b 5. 5'-O' WIDE STRIPED DRIVE AISLE CROSSING,ttP. I t i �.� ', 6. PRE ENGINEERED MTL.EXIT STAIR&LANDING,ttP.SEE DETAIL 2/A0.3 ❑❑ 7. BOLLARD ttP. PAINT SAFETY YELLOW.SEE CML _ 8. LANDSCAPING,ttP. 9. ASPHALT DRIVE-AISLE&STRIPED PARKING PER CML w 10. CONCRETE DRIVE-UP RAMP 0 MAX 5%SLOPE,SEE DETAIL 9/A0.3 U Z Q 1El 11. CONCRETE TRUCK APRON W/CONTROL JOINTS PER STRUCTURAL DETAILS.SEE 22 G, __ 1 CIVIL FOR PAVEMENT SECTION DETAIL Q w 8 t. 1'I 12. ADA ACCESSIBLE STALL W/WHEELCHAIR SYMBOL,ACCESS AISLE AND SIGNAGE, ttP.SEE CIVIL a in _ C L I J e 13. ADA ACCESSIBLE SIGNAGE,ttR.SEE CML - A 14. WHEEL STOP,.ttP.SEE CIVIL w O I 17 b " 1 I 15. ADA COMPLIANT CURB RAMP W/TACTILE WARNING PER T1.2 Q 16. ADA COMPLIANT FLUSH TRANSITION WITH DETECTABLE WARNING PER T1.2 17. LOCATION OF GAS METER,SEE CIVIL FOR CONTINUATION 1 ' 5 O g 18. LOCATION OF WATER METER, SEE CIVIL FOR CONTINUATION (0 Z -1 • 1 I 19. LOCATON OF IRRIGATION METER,SEE LANDSCAPE U-) J 4 20. LOCATION OF UNDERSLAB SANITARY SEWER LINE INTO BUILDING,SEE CIVIL FOR SIZE&CONTINUATION M 21. LOCATION OF FIRE HYDRANT,SEE CIVIL W O Q 1 22. LOCATION OF ELECTRICAL TRANSFORMER ON CONCRETE PAD,PER ELECTRICAL N 1 - 1 DESIGN/BUILD o b t I b 23. NOT USED 24. FUTURE LOT LINE 25. TILT-UP CONCRETE TRASH ENCLOSURE/RECYCLABLE STORAGE&FIXED 6 1 LOWER METAL GATE,SEE DETAIL 15/AO.3 1 _1 _ 26. 6'TALL GREENSCREEN WITH CLIMBING PLANTS(TYPE A OPAQUE SCREENING) _.-_. -- r -.. _ .---`- 31 T IJ 26'-0" 1 I O ATOP A 2'-6" CONCRETE BARRIER,SEE LANDSCAPING FOR PLANTING ----- © SCHEDULE BETWEEN SCREENS, p1 III DIAII� b 4 i 2Z BIKE RACK,SEE CIVIL ;BUILDING DU L NG � 1 b � 1 29. 3-HOUR WALL ADJACENT TO NO BUILD EASEMENT,UL RATING NO.U919.SEE 29 66,625 SF p I b DETAIL 4/A6.1. 30 OPENING N. NING I THE EXTERIOR WALLS FACING THE REDUCED WIDTH(NO BUILD b. CONSULTANT 1 - ttP b I N EASEMENT)SHELL HAVE OPENING PROTECTIVES WITH A FIRE PROTECTION o t'133.0 o : I RATING OF NOT LESS THAN 3 HOURS PER IBC 507.2.1.3. 40'-0' w } I O 31. THE PUBLIC WAY OF 60'SHALL BE PERMITTED TO BE REDUCED TO NOT LESS + 1 -- - - --- D THAN 40'PER IBC 507.2.1. 126'411 I b 26'-p' 395 0" _--_- ---_-- g ..... _ ....... t. O 0 I 29 3 g R194------� A0.2 --,---- -� I 2 O'�6037_0„ , 30 `------ Submittals/Revisions: 2 1 `------ ------------J 2 -----------� I . 124 © AQ•z SIM.OPP. 9'-o b s e 7 i 02/13/19 BUILDING PERMIT 21 Y ACCESS 03 22 19 PERMIT CORRECTIONS 30'_0•' O 3 O O, 8O 3Lf ACCESS I CENTENNIAL TRAIL 0 18 67TH AVENUE NE _-- Sheet Title: ARCHITECTURAL SITE PLAN Date: 03 22 2019 �1 Design: Drawn: Project No: 16-056 Approved: Building No: N 1 ARCHITECTURAL SITE PLAN AO.1 Sheet No: COPYRIGHT CRAFT ARCHITECTS 2018 GENERAL NOTES: 1. ALL PARKING STALLS ARE 9'-0"x 19'-O"U.O.N. 2. ALL SIDEWALKS ARE 5'-0'WIDE CONCRETE WITH BROOM FINISH&5'-0"O.C. A�` SCORING PATTERN WITH MAX 1:20 SLOPE&1:48 CROSS SLOPE,U.O.N. G T I,�E`,,�`,W T LL^. 3. SEE CIVIL DRAWINGS FOR LOCATIONS OF CAST-IN-PLACE CURBS AND EXTRUDED CURBS. 4. SEE CIVIL DRAWINGS FOR AREAS OF STANDARD AND HEAVY PAVING SECTIONS. 5. ALL CONCRETE MONUMENT SIGNAGE IS UNDER SEPARATE SIGNAGE PERMIT. 6. SEE ARCHITECTURAL SHEET AO.3 FOR SITE DETAILS 7. PROVIDE DETECTABLE WARNING TEXTURE PER CODE ON ALL SIDEWALK RAMPS AND CdRD RAMPS. 8. COYPLY WITH IBC CHAPTER 11 BARRIER FREE REQUIREMENTS. ■NELSON Nelco Architecture,Inc LEGEND: a licensed`a^ffiiate of Nelson Worldwide,LLC F71O S s �,� 40'-0"NO-BUILD EASEMENTa r c h ii r' C *c t 3 50'-Or . . 50'-0 . " _ 1200 Fifth Avenue Suite 1300 Seattle,WA 98101 KEYNOTES: O 206.408.8500 phone 1. CONCRETE CURB,SEE CIVIL DRAWINGS -NELSONonline-om 2. CONCRETE ENTRY W BROOM FINISH,MAX 1:20 SLOPE&MAX 1:48 CROSS SLOPE.ALIGN SCORING PATTERN WITH WINDOW MULLIONS 3. CONCRETE SIDEWALK W/BROOM FINISH,MAX 1:20 SLOPE&MAX 1:48 9 b. 1 CROSS SLOPE 4. 5'-0"WIDE CONCRETE LANDING W/5'-Q'WIDE SIDEWALK AT EXIT/FIRE DEPARTMENT ACCESS DOORS,TYP.SEE DETAIL 3/AO.3 O 16 1fi O -- - -- - 16 16 5. 5'-0'WIDE STRIPED DRIVE AISLE CROSSING,TYP. O O O ! O 15 _ ! 6. PRE ENGINEERED MTL EXIT STAIR&LANDING,TYP.SEE DETAIL 2/AO.3 3 15 15 _ UP .UP 7. BOLLARD TYP.,PAINT SAFETY YELLOW.SEE CIVIL !! UP UP _ - „ --.-. 8. LANDSCAPING,TYP. ! - - -- 9. ASPHALT DRIVE-AISLE&STRIPED PARKING PER CIVIL W 14 14 ' 14 14 10. CONCRETE DRIVE-UP RAMP 0 MAX 5%SLOPE,SEE DETAIL 9/AO.3 U Z Q O 11. CONCRETE TRUCK APRON W/CONTROL JOINTS PER STRUCTURAL DETAILS.SEE ! !! .. ! �j - CIVIL FOR PAVEMENT SECTION DETAIL w �!RR] 12. ADA ACCESSIBLE STALL W/WHEELCHAIR SYMBOL,ACCESS AISLE AND SIGNAGE, V 5 �'Y TYP.SEE CIVIL Q Z Z 13. ADA ACCESSIBLE SIGNAGE TYP.SEE CML I' 14. WHEEL STOP TYP.SEE CIVIL W O 15. ADA COMPANT CURB RAMP W/TACTILE WARNING PER Q � I- 16. ADA COMPLILIANT FLUSH TRANSITION WITH DETECTABLE WARNING PER T1.2 8 1 17. LOCATION OF GAS METER,SEE CIVIL FOR CONTINUATION 18. LOCATION OF WATER METER. SEE CIVIL FOR CONTINUATION J (D Z VAN 19. LOCATION OF IRRIGATION METER,SEE LANDSCAPE J 20. LOCATION OF UNDERSLAB SANITARY SEWER LINE INTO BUILDING,SEE CIVILFOR SIZE& r 1 21.LOCATION OF CONTINUATION HYDRANT,SEE CIVIL m O Q 9,-Cr 9 0" 6-0" 9 0" �^ 13'-0" 6'-0" 9'-(r 22. LOCATION OF ELECTRICAL TRANSFORMER ON CONCRETE PAD,PER ELECTRICAL N ��YY orrYYY xlll"` 'U DESIGN/BUILD 23. NOT USED 24. FUTURE LOT LINE 25. TILT-UP CONCRETE TRASH ENCLOSURE/RECYCLABLE STORAGE&FIXED LOUVER METAL GATE,SEE DETAIL 15/AO.3 26. 6'TALL GREENSCREEN WITH CLIMBING PLANTS(TYPE A OPAQUE SCREENING) ATOP A 2'-B"CONCRETE BARRIER,SEE LANDSCAPING FOR PLANTING SCHEDULE BETWEEN SCREENS. 27. BIKE RACK,SEE CML / O 1 ENLARGED SITE PLAN 28. ILLUMINATED BOLLARD,TYP.SPEC TBD. CONSULTANT O O /5500',-C UP 7 10194 REC�'E-D,- " AlG,11 TFCT/! B 9 A 45 � „I! '._ r 1°1{l1�1��SEGIALL STATE OF WAS Ni - - Submittals/Revisions: 02 13 19 BUILDING PERMIT , 24' T r --.- 1 � ! b a 6 F77- Sheet Title: ENLARGED SITE - - PLANS Date: 02 13 2019 "gl Design: x y Drawn: Project No: 16-056 O Approved: I Building No: E n ENLARGED SITE PLAN n ENLARGED SITE PLAN N L _ N Sheet No: A0a2 COPYRIGHT CRAFT ARCHITECTS 2018 EXTERIOR METAL FINISH SPECS: ALL EXTERIOR METALS:.STRINGERS,PANS,SIGN PIPES,TREAD/RISERS,PIPE RAUNGS, FIXED LOUVER METAL GATE ANGLES,BOLLARDS,ETC.TO BE GALVANIZED(ALUMINUM WINDOWS SYSTEMS SPECIFIED ELSEWHERE)STAIRS: GALVANIZED GAYTCAA/ LLC. �\ .RAILINGS: GALVANIZED of f ■NELSON F I _.GRADE Etc Architecture,Inc. ELEVATION u u a licensed affiliate of Nelson Woddw'ide,LLC CAeNE BOLT W/SLEEVE �■�^(�/�u,�,■ NOTE: ^. ar<nIs' sccs ALL TILT-UP CONCRETE PANELS TO BE PAINTED PNT-1. 1200 Fifth Avenue 15C .CONCRETE TILT-UP Suite 1300Seattle,WA 98101 CONCRETE TILT-UP A0.3 VERTICAL JOINT PANEL PANEL 15'-11" 206.408.8500 Phone —.NELSONonline.c 71 < a 4> .. � � a a a iv TILT UP CONCRETE RECYCLE BINS DEMPSTER ElP/A1ION PANEL PER STRUCTURAL G a ,r G B w Z_ � Ida a � U a a W3: ALIGN WITH EDGE OF PANEL 'G Q ZO 5' 0" T CONCRETE TILT-UP PANEL ACONCRETE T DOORS LANDING Z FIXED LOUVER MET DENCE&LOCKING BOLT&PAD LOCK \\ I HASP / Q r o M O — � N GRADE ELEVATION TRASH ENCLOSURE 3 15 PLAN ATDOOR LANDING 1/4" - 1'-0" NOTE: .LANDING SUPPORT ANGLES SEE EXTERIOR METAL FINISH CONSULTANT SPECIFICATIONS. STEEL CLIP ANGLE ,-g^ � CUR STEEL STRINGER HANDRAIL RETURN b ill i1, 2"0 GALVANIZED STEEL PIPE COLUMN®CORNER OF LANDING 1-1/2"0 ROUND STEEL HANDRAIL ll WELD&GRIND SMOOTH �j GUARDRAIL AT 42" it ci OPEN STEEL GRATE TREADS �.° HANDRAIL AT 35 TIERE AND LANDING B ® rI ` 10194 TE .I 1/47 x 12"AND A0.3 �. 1,_0,� AR HI ECTO 1/4" STEEL RISERS �I n, b L E'0 x 4'-0" HT. O STATE OF WAS TON - o rCONC.FILLED x bGAEV.PIPE BOLLARD, 4'-0° HT. J I 6°0 SEE DETAIL 14/AO.3 4'-5" CONC.FILLED GALV.PIPE CUR BOLLARD,SEE DETAIL 14/AO.3 G Submittals/Revisions: w .LEADING EDGE ELEVATION RADIUS®STNR: 1/2" PLAN u u PER IBC 1009.3.2 02 13 19 BUILDING PERMIT PRE—ENG. METAL STAIR n PRE—ENG. METAL STAIR lu- CONC PANEL / BUILDING BUILDING INTERIOR EXTERIOR CONCRETE LANDING ICONCRETE RETAINING WALL BEYOND Sheet Title: SITE DETAILS ` lil CONCRETE RAMP PIPE BOLLAR w a y INTERIOR FIN RR I�� __..._. .� .Dote: 02 13 2019 — -- Design: m, MAX SLOPE:5% I e 2'-0" I � �� _ Drown: a _( ) o - — Project No: 16-056 T.O.GRADE TO DOCK PANEL Approved: JOINT,PER STRUCTURAL. _D, Building No: s WEEP HOLE TYP.AT 4'-O" O.C. �48n HIGH DRIVE UP RAMPHIGH DRIVE UP RAMP sheet No: A0.3 COPYRIGHT CRAFT ARCHITECTS 2018 GENERAL NOTES: 1. ALL WALLS TO BE TILT-UP CONC PANEL,J.O.N. 2. DOOR SYMBOL KEY:O SEE A6.1 FOR DOOR SCHEDULE GAYTEWAY LLC. „ 3. ELECTRICAL DESIGN BUILD TO MEET WSEC 1513 4. Pi=PANEL JOINT,SEE DETAIL 1/A8.1 5. PARTITION TYPE❑X SEE SHEET A6.1 LEGEND: ■NELSON LOCATION OF UNDERSLAB VAPOR BARRIER Nelm Architecture,Inc. a licensed affiliate of Nelsen Worldwwide,LLC O O O 0 s e O O 9 KEY NOTES: O a r c'Y c t 1. PAINTED TILT-UP CONCRETE PANEL,PAINT EXTERIOR PER EXTERIOR ELEVATIONS, 1200 Fifth Avenue 395'-0" TYP.PAINT INTERIOR OF PANELS WHITE. Suite e,W 50'-O' 50'-0" 50'-O' 50'-0" OVERALL 50'-0" 50'-O' 50'-0" 45'-0" 2. REINFORCED CONCRETE SLAB,UM SEE STRUCTURAL. Seattle,WA 9810'I 3, GRAY PRIMED TUBE STEEL COLUMN,TYP.SEE STRUCTRAL.PAINT COLUMN SAFETY YELLOW TO 12'AFF. 206.408.8500 phone i 4. NOT USED 5. SCUPPER WITH DOWNSPOUT PER EXTERIOR ELEVATIONS 6. UNDER-SLAB SANITARY SEWER LINE,SEE CIVIL FOR SIZE AND CONTINUATION.CAP w .NELSONonline.com j AS REQUIRED 7. LINE OF ROOF ABOVE,SEE ROOF PLAN 8. ANODIZED ALUMINUM STOREFRONT SYSTEM PER EXTERIOR ELEVATIONS 9. ELECTRICAL PANELS PER DESIGN/BUILD ELECTRICAL ! 10. FIRE SPRINKLER RISER LOCATION INTO BUILDING,SEE CIVIL 11. ROOF ACCESS LADDER TO PLATFORM ABOVE,SEE DETAIL 17/A8.1 - 12. ROOF ACCESS LADDER ABOVE,SEE DETAIL 17/A8.1 f1 13. ROOF ACCESS HATCH ABOVE,SEE ROOF PLAN AND DETAIL 16/A8.1 PJ 109 110 PJ 111 Pi 112 EQ _.... ...... ...EQ. EQ.. .. . ____ E4. ._ -- EO ---_....,.. ._........Ea _._..._26_4. -._..21.'=s .....F... ..- 23'-5" - -- .......24._� .............. _. ..._. _ 014. SLOPE CONCRETE FLOOR AT 1/4" PER FOOT TO FLOOR DRAIN,COORDINATE WITH DESIGN BUILD CONTRACTOR FOR LOCATION. 1 9" 3-6 15. NOT USED Z 16. FUTURE KNOCKOUT,PER STRUCTURAL,TYP. R.O. 17. UNE OF CANOPY ABOVE,SEE ROOF PUN > Q 202 ._. I -1 .0.1 \j , 18, FLOOR DRAIN,COORDINATE LOCATION WITH DESIGN BUILD CONTRACTOR FIRE PUMP ROO _ - b Q (� > ELECTRICAL _ ,' „o RJ .............. L W 0 201 .". ,1 ........_... �, Pi .............. P� P J I 128 129 130 131 cc i 0 W o I a I3, 4, a 4 R.O. 3 10" o " . R "� W g O O O O O O PJ O O PJ O O O O PJ O O 1 U2 OMMLTANT 4 113 114 I 115 116 I 117 11e 119 120 121 122 123 124 125 126 16 _ M 107 I CC, W I — _ — — — � — � — — — _ — WAREHOUSE — 100 a 1 A23 1 10194 TIERED A HITECT EG LA STATE OF WAS N/9TON I6 � I 106 a. b 2 Submittals/Revisions: g 1 I 02 13 19 BUILDING PERMIT AT2 6 133 n — _ O - - - - ,, 8 Wg ➢5 04 I o1 ao 6 W Sheet Title: FLOOR PLAN " Pi Pi PJ O PJ O PJ PJ LL P PJ R O S 6 PJ P 8 8 J P _ 0 ._ PJ P O O PJ Pi PJ 18' 6 s PJ Pi PJ 103 PJ 102 PJ 9 e I8 I O PJ _. Ig I a 6 n ate: u D 02 13 2019 EQ.... 1 0 1-O' 21'-" Design: E2'-�" 6'-0 I Drawn: Project No: 16-056 Approved: Building No: FLOOR PLAN N 1 Sheet No: Al COPYRIGHT CRAFT ARCHITECTS 2018 GENERAL NOTES: 1. ALL WALLS TO BE TILT-UP CONC PANEL,U.O.N. 2. DOOR SYMBOL KEY:O SEE A6.1 FOR DOOR SCHEDULE GAYTEWAY LLC. 3. ELECTRICAL DESIGN BUILD TO MEET WSEC 1513 4. PJ=PANEL JOINT,SEE DETAIL 1/AB.1 5. PARTITION TYPE F SEE SHEET A6.1 LEGEND N E L$OK �. LOCATION OF ONDERSLAB VAPOR BARRIER Nelm Architecture,Inc. a licensed afflia�e of Nelson Worldwide,LLC KEY NOTES O <<'Yt Q c t s t. PAINTED TILT-UP CONCRETE PANEL,PAINT EXTERIOR PER EXTERIOR ELEVATIONS, 1200 Fifth Avenue TYP.PAINT INTERIOR OF PANELS WHITE. Suite�300 2. REINFORCED CONCRETE SLAB,TYP.SEE STRUCTURAL. Seattle,00 98101 3. GRAY PRIMED TUBE STEEL COLUMN,TYP.SEE STRUCTURAL.PAINT COLUMN SAFETY YELLOW TO 12'AFF. 4. NOT USED 208.408.8500 Phone 5. SCUPPER WITH DOWNSPOUT PER EXTERIOR ELEVATIONS - - - - 6. UNDER-SLAB SANITARY SEWER LINE,SEE CIVIL FOR SIZE AND CONTINUATION.CAP w .NELSONonline.com AS REQUIRED 7. LINE OF ROOF ABOVE,BEE ROOF PLAN 8. ANODIZED ALUMINUM STOREFRONT SYSTEM PER EXTERIOR ELEVATIONS 9. ELECTRICAL PANELS PER DESIGN/BUILD ELECTRICAL 10. FIRE SPRINKLER RISER LOCATION INTO BUILDING,SEE CIVIL 11. ROOF ACCESS LADDER TO PLATFORM ABOVE,SEE DETAIL 17/A8.1 12. ROOF ACCESS LADDER ABOVE,SEE DETAIL 17/A8.1 13. ROOF ACCESS HATCH ABOVE,SEE ROOF PLAN AND DETAIL 16/A8.1 14. SLOPE CONCRETE FLOOR AT 1/4" PER FOOT TO FLOOR DRAIN,COORDINATE WITH DESIGN BUILD CONTRACTOR FOR LOCATION. 1 . NOT USED W 16. FUTURE KNOCKOUT,PER STRUCTURAL,TYP. z 17. LINE OF CANOPY ABOVE,SEE ROOF PLAN 18. FLOOR DRAIN,COORDINATE LOCATION WITH DESIGN BUILD CONTRACTOR W Q Z O Q O Q CO w z = o o K �50'-0" 50'-0' 50'-O, 50'-0" � � Z I Q � o � � m0a 4 I M I I N _ I I N 7777777 77- "` 0- - <. .-.- ,�, r ,�tas - AT T CONSULTANT d s PJ I F k I # PJ 1 5 n '( 6 1 l RE TEHITEC r ' PJ ., WAREHOUSE '�.. ' b 10184 v . TOO RE 1 8 STATE OF WAS TON " m !C - C r Submittals/Revisions: Pi 0 - PJ P 02/13/19 BUILDING PERMIT pJ " is =�i 03 22 19 PERMIT CORRECTIONS Pi PJ ., 8 .: ;.;n n 1 PJ PJ 7 PJ EQ. EQ. EQ. EQ.. EI .._._ ,,--- -_--� _ -_. EQ EQ.' ED; - EQ. EQ. EQ 6 0' R.O. EQ. EQ. 6'-0" R0. EQ. 3,_4" '. j _...._ _ 25'-0" 3� 2P_R.O. 3 6" 3'-8'!, 12'.-0° R.O. 3'-E 32' 6" 3'-6" 1IV 6" R.O.' 3'-6" 3'-6" R.O. 3'=G-- 18'-0" R.O. 3`-6" 7' 6 ' .3'-6' 3'-6" 18' 6 R.O. 3'-6" 3' 6" 3'-6° 14 9" I 21' f" 15'-0' 25'-O" 2-8. g" ' 20-9" 1-g" -9" 20"-9" r I l g f Sheet Title: ENLARGED FLOOR PLANS 5 Date: i III _ 03 22 2019 I i I Design: 6 Drawn: Project No: 16-056 Approved: Building No: rr�� ENLARGED PLAN AL.2 N 1 Sheet No: COPYRIGHT CRAFT ARCHITECTS 2018 GENERAL NOTES: t. ALL WALLS TO BE TILT-UP CONIC PANEL,U.O.N. 2. DOOR SYMBOL KEY:O SEE A6.1 FOR DOOR SCHEDULE GAYTEWAY LLC. 3. ELECTRICAL DESIGN BUILD TO MEET WSEC 1513 4. PJ=PANEL JOINT,SEE DETAIL 1/A8.1 5. PARTITION TYPE X❑SEE SHEET A6.1 LEGEND' N E LSOK LOCATION OF UNDERSLAB VAPOR BARRIER Nelco Architecture,Inc. a licensed affiliate of Nelson Worldwide,LLC O O Q O KEY NOTES: a r I h) \'C t r C t C t i 50'-0" 50'-B' 50'-O" �✓ 1. PAINTED TILT-UP CONCRETE PANEL,PAINT EXTERIOR PER EXTERIOR ELEVATIONS, 1200 Fifth Avenue 24'-5' 25'-0' 25'-0"' ( \ NP.PAINT INTERIOR OF PANELS WHITE. Suite 1300 2. REINFORCED CONCRETE SLAB,NP.SEE STRUCTURAL. Seattle,WA 98101 25 0" 45 0" �I.--- -- _-! 3. GRAY PRIMED TUBE STEEL COLUMN,TYP.SEE STRUCTURAL, PAINT COLUMN SAFETY _ct 3'-6" 6'-4" 4'-9" 6'-4. 3'-8' 3'-6 3'-4" -- _.._.._.._ 18'-2" - 3.-4 3'-6'"I YELLOW TO 12'AFFOW 206.408.8500 phone 7 1/4" 4. NOT USED -- 5. SCUPPER WITH DOWNSPOUT PER EXTERIOR ELEVATIONS �. ' 6. UNDER-SLAB SANITARY SEWER LINE,SEE CIVIL FOR SIZE AND CONTINUATION.CAP www.NELSONonline.com R.O. c. R.O. AS REQUIRED 5 7. LINE OF ROOF ABOVE,SEE ROOF PLAN 1 8. ANODIZED ALUMINUM STOREFRONT SYSTEM PER EXTERIOR ELEVATIONS a ""'-""'" """"" """ "" O 9. ELECTRICAL PANELS PER DESIGN/BUILD ELECTRICAL Pi PJ Pi 10. FIRE SPRINKLER RISER LOCATION INTO BUILDING,SEE CIVIL 11. ROOF ACCESS LADDER TO PLATFORM ABOVE,SEE DETAIL 17/A8.1 ELECTRICAL FIRE PUMP 12. ROOF ACCESS LADDER ABOVE,SEE DETAIL 17/AB.t mw $4QM 13. ROOF ACCESS HATCH ABOVE,SEE ROOF PLAN AND DETAIL 16/A8.1 201 202 3 14. SLOPE CONCRETE FLOOR AT 1/9 PER FOOT TO FLOOR DRAIN,COORDINATE n WITH DESIGN BUILD CONTRACTOR FOR LOCATION. b O v 15. NOT USED w 16. FUTURE KNOCKOUT,PER STRUCTURAL,TYP. 14 U Z IB 'b 17. LINE OF CANOPY ABOVE,SEE ROOF PLAN Q 2 18. FLOOR DRAIN,COORDINATE LOCATION WITH DESIGN BUILD CONTRACTOR w N Q Z 9 w 1 ._..... _j (0 Z n J b , f i b WAREHOUSE b CONSULTANT 100 o - I ^ 1 KOFTON TIERED 6 LO e n 3 „ 5 PA^ I i _O Submittals/Revisions: 3'-7' 3'-4" T-11" 9'-0' R.O. 9'-0' R.O. 3 8" 9'-T R.O. 02/13/19 BUILDING PERMIT R.O. 25,_y, r -r9 5- TYPICAL PANEL WITH DOCK DOME 03 22 19 PERMIT CORRECTIONS b a I Sheet Title: ENLARGED FLOOR PLANS Date: 032/2019 Design: c Drawn: Project No: 16-056 Approved: Building No: IN ENLARGED PLAN A''.3 O Sheet No: COPYRIGHT CRAFT ARCHITECTS 2018 Q GENERAL NOTES 5 1. NO CONDUIT ON ROOF 2 ALL COMPONENTS FOR THE ROOF DRAINAGE SYSTEM SHALL BE SIZED BASED b 9 -.__.. L O ON A STORM OF 60 MINUTES DURATION AND 100 YEAR RETURN PERIOD PER GAYTEWAY LLC. IPC 1101.11 0 3. ALL ROOF MATERIALS SHALL COMPLY W/THE STANDARDS AS SPECIFIED IN ? 1 TABLE 1507.10.2 OF THE 2015 IBC AND SHALL HAVE A FIRE CLASSIFICATION "C" PER TABLE 1505.1 OF THE 2009 IBC 6'4" 10 23'-3" 4. ALL ROOF DRAINS SHALL COMPLY WITH UPC 1101.11. ALL STORM DRAINS ----- ----- SHALL PROVIDE CLEAN OUTS IN CONFORMANCE WITH UPC 1101.12. 4'-7 1/2" ■NELSON N ENLARGED ROOF PLAN KEY NOTES' O NeIcensed 1eCGRe,II C G % a licensed abate of Neilson Worldwide,LLC 1. TPO ROOFING MEMBRANE,45 MIL.,COLOR:WHITE,TYP, 2. W X 96" SKYLIGHT,PROVIDE CRICKETS AS REQUIRED,TYP.,SEE DETAIL 11/A8.1. arch teces 3. PARAPET WITH METAL COPING,PER EXTERIOR ELEVATIONS,SEE DETAIL 12/A8.1. 4. METAL COPING PER EXTERIOR ELEVATIONS,TYP, 1200 Fifth Avenue O O O O O 5. SCUPPER WITH DOWNSPOUT,TYP.,SEE EXTERIOR ELEVATIONS Suite 6. 48" X 48' ROOF ACCESS HATCH PER DETAIL 16/A8.1 Seatteatt le,e,WA 98101 395'-0" OVERALL 7. PRE-PRIMED STEEL CANOPY WITH TIE RODS,PER STRUCTURAL,SEE EXTERIOR ELEVATIONS FOR PAINT COLOR. 206.408.8500 phone 8. STEEL DECK PER STRUCTURAL,PAINT TO MATCH.SEE EXTERIOR ELEVATIONS 50'-0" 50,4 50-0" 50'-T 50'-0" 50'-C" 50'-0" 45'-T FOR PAINT COLOR.SLOPE AT j PER 1'-T TOWARD GUTTER. w .NELSONonline.com 9. SHEET METAL GUTTER,PAINT TO MATCH ADJACENT WALL,SLOPE TOWARD DOWNSPOUT. 10. 3" DIAMETER DOWNSPOUT,SEE ELEVATIONS. .,...._......-_ ' ............. .............. II ..... .......:-- _.__. .. ..--- - ----- -- .. .........- ------. .... .. ._,,......... "If _--: _... _. ......-_.... - ----__..- - ---- - ---- - __- CE MOUNTED,LED LIGHT FIXTURE, 11 SURFACE E,CENTER IN CANOPY. R A _ I 30'-8" 23'-4^ II w �II b Q 0 z � b Q z ' b W :]zT_jO I kk I J co z Q LO _j 1 (3 m o a 1 b N I 1 Er> <1 I g kk 1 1 b y�22'-6" to 27,-2" "I ._......_. ............ .. _._.._.. _ __._..._...�. .._ __.. ... .. _.__ ....... ... ._ _..... _.___ - .. ..... .. ------ I i � CONSULTANT � m I 1 i �• b I I I � m _...._.- ' --- - .....,_..— ..... .. .........._ .....�I. _.. ___.. _ .... ... ..... ..-.......... .. .._ _ __.- _ _._. _ _..... .. ..... ..... ..... _........ .... _.... ... .... ..- -- ...... ... _._..-... .............._._ ....... _ ... ... .... _ ...........0 gOF .N _..._ , RIDQ,ELINE e a b 1 I 1 25'-0" 15'-0" b EQ. EQ. Submittals/Revisions 02 13 19 BUILDING PERMIT -- - -- - ...........- - - - b I a 3 4 b 315'-0" g 25'-or 15'-O" — Sheet Title: � � I ROOF PLAN 3 5 7 Date: 02 13 2019 SIM.OPP. Design: I I Drawn: Project No: 16-056 z Approved: Building No: n ROOF PLAN N Sheet No: A2.5 COPYRIGHT CRAFT ARCHITECTS 2018 GENERAL NOTES: 1, r INDICATES TEMPERED,INSULATED GLAZING,TYR. 1/�,p�/ 2. ALL FIXED INSULATED GLAZING SHALL.BE CERTIFIED&LABELED WITH ITS MAX.U-FACTOR OF&SOLAR AGENCY /'�/�YTE YY A I LLC. O O O O O O O O O 3. LICENSED BY THE JOINTNFRC,IN COMPLIANCE WITH T GAIN NTHEYVALUES LI AN STED ON SHEET CS. vl/1 2 3 4. PROVIDE AND COORDINATE"KNOXBOX:LOCATION WITH FIRE DEPARTMENT AND 395'-0"OVERALL A4.1 ARCHITECT PRIOR TO INSTALL 45'-U' 50-O" 50'-0" 50-0" 50'-0" 50-0" 50'-0' 50'-0' 5. ALL VERTICAL DIMENSIONS ARE FROM FINISHED FLOOR,U.N.O. -�---- 6. CHANGE IN.PAINT COLOR OCCURS AT BACK OF REVEAL,TYR.U.N.G. ' L l Pi Pi PJ P., PI Pi 10 FJ PJ Pi F. Pi 6 T.O. PARAPET A ■NELSON _ .. :... - (- ) Nelco Architecture,Inc. J J 7 3 EC 26'-3" 161.25' EXTERIOR MATERIALS LEGEND licensed affiliate of Nelson Worldwide,LLC 7 2 7 ... ,.. � ._s ,-...._ PAINT-PT ..A r 1 .,_. o , a ,:,,.. :.� ro s=. .. ,. .., MOO'e , } ice, " :e� � -?*;,. & _ MATERIAL:CONCRETE TILT-UP PANEL ",. -..'�rsz. .._.,._..-, `�r... �s.'�e,v�k... .. �'� .__ #A.• z SPEC:FINISH: PAINT " � BENJAMIN MOORE-BALTIC GREY#1467 a r e h,e e r s a ' ; 16 : 15 6 I6 16 .., _,.. ;� _ A, PAINT-PT2 Suite 1300 '. I MATERNL:CONCRETE TILT-UP PANEL 1200 Fifth A enue ., :e „s. T.O.FlNISHED FLOORFINISH Seattle,WA�98101 6 ;,- , - '% ,. e4a ,ri,ti :;.F11 ,T. a+ i .._ y>L .. - EL:0'-0 (133.1 SPEC:: BENJAMIN MOORE-GUNMETAL#1602 2 , PANT ""- T 206 408 8500 Phone 21 T.0 GRADE TO DOCK EL: -4'-0"j129.0' PALM-PT3 -- -- _- L- - - MATERIAL:CONCRETE TILT-UP PANEL www.NELSONonline.com 8 EAST ELEVATION FINISH: PAINT SPEC: BENJAMIN MOORE-CHEATING HEART#1617 CMU-CMU1 MATERIAL:CONCRETE TILT-UP PANEL FINISH: CONCRETE MASONRY VENEER SPEC: MUTUAL MATERIALS-COAL CREEK O Q O 2 Q Q O 0 0 KEY NOTES O }- U Z a " .395-0" OVERALL _... .. .. A4.2 Q w 1 2 3 4 5 8 7 50'-0 - 50 0 50-0" 50-0" 50-T 50-0 50'-0" 45'-C" 1. TILT UP CONCRETE PANEL(PAINT FINISH),TYR. 2. PANEL REVEAL,TYR. SEE DETAILS 3/A8.1 AND 4/A8.1 Z Q Z T.O.PARAPET AFF 3. ANODIZED ALUMINUM STOREFRONT SYSTEM,COLOR:CLEAR,SEE EXTERIOR O _ MATERIALS ON SHEET 1/A9.1. 2 1 Pi 1 10 PJ 10 Pi 2 5' 4. DOOR i0 MATCH STOREFRONT SYSTEM, .SEE DOOR Pi R 10 Pi ,0, L'3 �16 25' ALUMINUM D EM TYP Pi Pi ,] Pi s - :. =`:..• r ,'s :" ,:. P,i Pi 10 PJ � T.O. PARAPET AFF SCHEDULE <._, _ - 7 5. HOLLOW METAL DOOR&FRAME,TYR.,PAINT TO MATCH EXISTING ADJACENT L:28'-3" (161.25') WALLS - .=• - t .>.. 8 7 �,,. _ 6. LINE OF ROOF BEYOND LN er..,. <3 ik3 7. EXTERIOR"WALL PA U HT �- _:_ .: ` -:F`. „p+xia��h:, .;"�'-.„.. „�:.,,'? - :xh'�•� 5a.,, �z ,�"` -._.,._: `"' -«:, _ PACK'WALL MOUNTED LIGHT FIXTURE:TYR. 8. EXTERIOR"SHOE BOX".WALL MOUNTED LIGHT RXNRE,IYP. O - Q ,�., .: -,: • r. -- a.T:., ,.. �, ..H i--- ,. = = .. _ 9. SURFACE MOUNTED EMERGENCY LIGHT FIXTURE A, EXIT DOOR,TYP.:--` 0. PRE-FINISHED METAL COPING,COLOR:PT-2z ;.° :;,�f � T 1IN 1. PRE-FAB METAL STAIR AT TRUCK COURT,SEE SITE PLAN -- - _ ` '` � •� a _ � ' :-: 3 -.= R 3 � 3 - 13. PRE-FINISHED MEfA1 SCUPPER:COLOR:PT-1 &PAINTED PVC DOWNSPOUT ,, PER LEGEND,SEE DETAIL 11/A8.1,TYR.TIGHT-LINE DOWNSPOUT TO STORM * _5:� s `N•` -_� T.O.FINISHED FLOOR LINE REFER TO CIVIL DRAWINGS.PROVIDE DOWNSPOUTPROTECTORS AT EL 0' 0" (133.0' _ -_-- 23 _ -_ _- - - _-- j -- �_L7 __ _ _-_-- p3 __ :,'-; TRUCK COURT LOCATIONS ONLY,SEE DETAIL 8/A8.1 - F 74 EXTERIOR WALL MOUNTED SIGNAGE 4 18 1,_ ` 15. SECTIONAL OVERHEAD DRIVE-IN DOOR(INSULATED),PRE-PRIMED,PAINT PER `A' LEGEND,TYR O WEST ELEVATION 16. SECTIONAL OVERHEAD DOCK HIGH DOOR(INSULATED)WITH BUMPERS AND 5 DOCK SEAL,PRE-PRIMED,PAINT PER LEGEND,TYR. 1/16" - 1' 0' 17. RESERVED 18. FOOTINGS PER STRUCTURAL $LJ�TANT 19. FUTURE KNOCK-OUT,PER STRUCTURAL,TYP.. 20. NOT USED 21. CONCRETE TILT UP RETAINING WALL,SEE SITE PLAN 22. FORM LINER:MO O O O O O O O O 23. SURFACE MOUNTEDFACTURER LIGHT FIXTURE CENTERED UNDERSIDE OF CANOPY. 1 180'-0'OVERALL _ A42 210'-0"OVERALL 32" II. 40'-0" 40'-0 1 / � 40'-0" 40'-0' 40'-0" - 50'-0" / 40'-� '.i T.O.PARAPET ARE 1n Pi Il L:32'- �65.25' 10 6 J _ T.O. P AFF ARAPET 'J t;" n' PJ 6 ,J PJ PI 10 PJ T.O. PARAPET AFF 70794 _ _. _ - J J P EL 28'-3" (161.2 1 ;+ "- - EL:28'-3" (161.25') qWTON 7 STA y 2 - x I w,, _ T.O.FINISHED FLOOR, r T.O.FINISHED FLOOR Submittals/Revisions: EL:0'-0' (133.0') .� EL:O'-O" (133.0') T.O GRADE TO DOCK - - s a - - - - 6 - - - -- -- 02 13 19 BUILDING PERMIT e SOUTH ELEVATION EL:-4'-O'�i29.D') SOUTH ELEVATION O Q O O Q 40 Q O Q 180'-0"OVERALL A4.1 210'-0'OVERALL 40'_O" 40'-0" 40'-0" 40'-0" 50'_O. 40'_n' 4 - - - o T.O.PARAPET AFF Pi EL:32'-3 �1ss.zs' Sheet Title: EXTERIOR ELEVATIONS w o - '3 EL 28'-3" (1611 )5 T.O. PARAPET AF� °J PJ 10 Pi �J Pi /�% PH PJ "` EL 28'-3" (161.25') " , :.;, � T.O. PARAPET AFF 7 Date 2 02 13 2019 Design: r ,2 2 9 8 13� N` 9. 13 '.. • .Drawn: T.O.FINISHED FLOG '' r t f. n. .13 + m ..:_--,�'L _ q Project No: 5 ,j J 16-056 „ EL 0'-0" (133.0') T.O.FINISHED FLOOR A- T.0 GRADE TO D - :0'- (133.07)Y Approved: , •. ,.,.,, ,. OCK --P _ EL 0" Building No: \> 2 NORTH ELEVATION 1 NORTH ELEVATION sheet No: A3.1 o O 1/16 = 1'-0" O 1/16 1-0" COPYRIGHT CRAFT ARCHITECTS 2018 GENERAL NOTES: 1. ALL INSULATION SHALL BE PER THE INSULATION AN AND THE WSEC. ^A VTEW p Y LLC. 2. ANY FUTURE INSTALLED EXPOSED INSULATION AND FACING SHALL \.,7/1 I I CYY/-1 CONFORM TO IBC SECTION 720 - --_ A8.1 P - — KEY NOTES: 0 ■NELSON STRUCTURAL FILL PER GEOTECHNICAL REPORT AND STRUCTURAL DRAWINGS. Nelco Architecture,Inc. 6 2. CONCRETE FOOTING PER STRUCTURAL. a licensed afAllate of Nelson Woddwide,LLC — 3. CONCRETE WALK,SLOPE AWAY FROM BUILDING AT 1:48 AT LANDINGS. 4. CONCRETE SLAB PER STRUCTURAL. C,(�, , 5. CONCRETE TILT UP WALL PANELS.PER STRUCTURAL,PANT PER EXTERIOR j ELEVATIONS. • 6. EXTEND TPO ROOFING UP OVER PANEL AND UNDER METAL COPING,AT a`C n, t•c t e 12 6 PARAPETS PER MANUFACTURERS RECOMMENDATIONS,WHERE PARAPET EXCEEDS RECOMMENDED HEIGHT,INSTALL TERMINATION BAR AS REQUIRED. 1200 Fifth Avenue A8.1 P 7. REVEAL,TYP.SEE DETAIL 3A8.1 1 / Suite 1300 1 1 1 1 I 13 12 13 8. 2X WOOD NAILER,PER STRUCTURAL. Seattle,WA 98101 14 8 14 8 14 8 14 9 ALUMINUM STOREFRONT SYSTEM-SEE EXTERIOR ELEVATIONS, 10. STEEL JOIST PER STRUCTURAL 11, META.COPING,PER EXTERIOR ELEVATIONS. 208.408.8500 phone ... ...I� ... ..... -'�%' 12 WOOD DECK PER STRU CTURAL. 13, RIGID INSULATION,PER COVERSHEET, vwvw.NEL.SONoniine.com // - 14. TPO ROOFNG SYSTEM PER ROOF PLAN 16 16 I6 I I6 �, 15. VAPOR HARRIER WITH 4"SAND AT FUTURE OFFICE AREAS ONLY,AS NOTED ON FLOOR 16. CON NU USSSTEEL ANGLE LEDGER PER STRUCTURAL b 17. OVERFLOW SCUPPER BEYOND,SEE EXTERIOR ELEVATIONS. e 18. CONCRETE FORM LINER. ° -- 19. CONCRETE TRUCK COURT. 20. CONCRETE PAD PER STRUCTURAL 21. BRICK VENEER. 22. SECTIONAL INSULATED O/H DOOR a 23. 31T BUMPER Z Q 24 3 8"BENT PLATE"Z"GUARD,TO 3'-5'AFF. 4'-0" 6'- 25. STEEL 7 6 7 7 26 HM FRAME ANDODOOR,PANT PER ELEVATIONS W \ - 27 2X WOOD PURUN PER STRUCTURAL 28. DOCK SEALS. 29. STEEL CANOPY,PER STRUCTURAL-PANT PER EXTERIOR ELEVATIONS z Q z \. W Z 0 z_ b b b In I ry� 0 Q W � � N a 1 , z I CONSULTANT ffi b g b 22 I 22 m 21 bi I I , it b I MOFM-8 FIE ISubmittals/Revisions: I b I 9 o w 02/13/19 BUILDING PERMIT z 24 4 3 4 4 0 4 3 Sheet Title: WALL SECTIONS .. .. 2 i Dote: 02 13 2019 ra' 19 Design: Drawn: Project No: 16-056 2 Approved: Building No: - WALL SECTION AT ENTRY WALL SECTION AT DOCK DR WALL SECTION_AT OVERHEAD DR WALL SECTION AT ENTRY Sheet No: . �U 1/2" = 1'-0" O 1/2" - 1'-D° O 1/2" - 1'-O' O A41 1/2" = 1'-0 COPYRIGHT CRAFT ARCHITECTS 2018 GENERAL NOTES: 1. ALL INSULATION SHALL BE PER THE INSULATION AN AND THE WSEC. GATE •'A" LLC° 2. ANY FUTURE INSTALLED EXPOSED INSULATION AND FACING SHALL `� I wHT CONFORM TO IBC SECTION 720 O 14 O O P 8 KEY NOTES: 0 ■NELSON 11 I 11 1. STRUCTURAL FILL PER GEOTECHNICAL REPORT AND STRUCTURAL DRAWINGS, IN Ico Architecture,Inc. I 6 2. CONCRETE FOOTING PER STRUCTURAL. a Ilcensed affiliate of Nelson Worldwide,LLC 3. CONCRETE WALK,SLOPE AWAY FROM BUILDING AT 1:48 AT LANDINGS, 1 4. CONCRETE SLAB PER STRUCTURAL. 5. CONCRETE TILT UP WALL PANELS.PER STRUCTURAL,PAINT PER EXTERIOR ■` 6 ELEVATIONS. RAM 13 6. EXTEND TPO ROOFING UP OVER PANEL AND UNDER METAL COPING,AT a r c e I t.c t. A8.1 12 PARAPETS PER MANUFACTURERS RECOMMENDATIONS,WHERE PARAPET EXCEEDS 6-0' RECOMMENDED HEIGHT,INSTALL TERMINATION BAR AS REQUIRED. 1200 Fifth Avenue AB•1 7, REVEAL,TYP.SEE DETAIL 3/A8.1 Suites 1300 13 I i P 73 I 8. 2X WOOD NAILER,PER STRUCTURAL. Seattle,WA 98101 iq 12 I 14 1 f I 1q 9. ALUMINUM STOREFRONT SYSTEM-SEE EXTERIOR ELEVATIONS. 11 10. STEEL JOIST PER STRUCTURAL. £ 208.408.8500 phone I `" 11. METAL COPING,PER EXTERIOR ELEVATIONS. 1. WOOD DECK,PER STRUCTURAL 13. RIGID INSULATION,PER COVERSHEET. vwvw.NELSONonline.com 16 ------__ x •"; 74. TPO ROOFING SYSTEM,PER ROOF PLAN. 16 J I 15. VAPOR BARRIER WITH 4"SAND AT FUTURE OFFICE AREAS ONLY,AS NOTED ON FLOOR PLANS. P1 i6. CONTINUOUS STEEL ANGLE LEDGER PER STRUCTURAL. 17 OVERFLOW SCUPPER BEYOND,SEE EXTERIOR ELEVATIONS. ' CONCRETE FORM LINER. _ -.� --- 18 19. CONCRETE TRUCK COURT. 20. CONCRETE PAD PER STRUCTURAL. 13 -m...10 5 21. BRICK VENEER. 22 SECTIONAL INSULATED O/H DOOR A6.2 TYP 23 DOCK BUMPER W 5 a 6 25. STEELB PLATEENT ANGLE T GUARD, O 4'0 AFF SEE STRUCTURAL. w 7 26. HM FRAME AND DOOR,PAINT PER ELEVATIONS. 27. 2X WOOD PURLIN,PER STRUCTURAL 28.29. STTEEL CANOPY,PER STRUCTURAL-K SEALS. PAINT PER EXTERIOR ELEVATIONS � 7 a O L_ r_ 0 J Uj a J /� T V m O Q 0 0 N z z b it TYP A6.2 o CONSULTANT o 9 © TYP A8.1 - - - 29_ b I nOFTON S w IS o I � O ^ Og Submittals/Revisions: El b a a 5 02/13/19 BUILDING PERMIT ' I p 4 3 4 " 4 WALL SECTIONS _ 0 Sheet Title: Date: 02 13L/2019 Design: Drawn: Project No: 16-056 Approved: d Building No: WALL SECTION AT STOREFRONT WALL SECTION AT WINDOWS WALL SECTION AT STOREFRONT sheet Na A4.2 1/2" = 1'-0' COPYRIGHT CRAFT ARCHITECTS 2018 FRAME TYPES DOOR SCHEDULE NOTES DOOR SCHEDULE 1. ALL DOOR HARDWARE SHALL BE FULLY ACCESSIBLE PER THE PROVISIONS Of ANSI A117.1 SECTION 404/T1.2. PER SCHEDULE PER SCHEDULE 2. AT THE MAIN EXTERIOR DOOR,LOCKS&LATCHES SHALL BE PERMITTED If THE LOCKING DEVICE IS READILY DISTINGUISHABLE OPENINGS FRAMES DETAILS „ „ AND A READILY VISIBLE DURABLE SIGN IS POSTED ON THE EGRESS SIDE ON OR ADJACENT TO THE DOOR STATING: "THIS 'II 'If DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED'. THE SIGN SHALL BE IN LETTERS 1° HIGH ON A CONTRASTING GAYTEWAY LLC. BACKGROUND&MEET REQUIREMENTS OF IBC LOCKS&LATCHES. NO. TYPE W x H TH.K MATL GL INSUL HDW FIN TYPE MATL FIN HD JAMB SILL REMARKS 3. EXTERIOR DOORS TO BE STEEL,20 GAUGE,FULLLL FLUSH WITH FIBROUS HONEYCOMB CORE,BAKED ON PRIMER.EXTERIOR DOOR FRAMES TO BE STEEL, 18 GAUGE WITH 2"FACES AND 5/F STOPS FORMED INTERNAL CORNERS MITERED,WELDED AND _ > > GROUND SMOOTH,BAKED ON PRIMER,U.N.O.. o o 100 FG PAIR 3'-0" X T-0" 1 3/4" ALUM TIG A CLEAR ANOD. - - CLEAR ANOD. 1D/A6.2 9/A6.2 8/A6.2 w w 4. ALL STOREFRONT ENTRY DOORS SHALL BE CERTIFIED&LABELED WITH ITS MAX.U-FACTOR&SOLAR HEAT GAIN COEFFICIENT --- - 2-. - -- - ------ - --- --- - --- - --- ---A6.2 - --- ------- - --- --- cz.1 v BY AN INDEPENDENT AGENCY LICENSED BY THE NFRC,IN COMPLIANCE WITH THE VALUES LISTED ON SHEET CS, 101 F 3'-0" X 7'-0" 1 3/4" HM _ - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 ---- - 0 N 5. DOORS OPENING INTO SEMI-HEATED SPACE,UNCONDITIONED SPACE OR TO THE EXTERIOR TO COMPLY WITH VALUES LISTED ON "- --" -- - ----- _"'- ""-- SHEET CS. 102 FG PAIR 3'-0" X 7' T 1 3/4" ALUM TIG - A CLEAR ANOD. 2 CLEAR ANOD. 1O/A62 9/A6.2 8/A6.2 -_ _ NELSON d 103 FG PAIR 3'-0" X T-0" 1 3/4" ALUM TIG _ -- - A CLEAR ANOD. 2 - CLEAR ANOD. 10/A6 2 9/A6.2 8/A6.2 104 F 3'-0" X 7'-0" 1 3/4' HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 ...... .... -_ ._. ._._._ -_.... .-. Nelm Architecture,Inc. 105 FG PAIR 3' 0" X 7' D 1 3/4" ALUM TIG - A CLEAR ANOD. 2 - CLEAR ANOD. 1O/A6.2 9/A6.2 8/A6 2 1 2 106 ... F._.. 3 0 XT-O" ._...�..3/4„ HM .._.. ,......Y ____._..C;..- PAINT ._�.... HM_. _....- PAINT 7/A6.2 ...... 6/A6.2 ._._._.-_.5/A6.z .............. ..._. ....... ._.. .......... a licensed affiliate of Nelson Worldwide,LLC DOOR TYPES 107 S 12 0" X 14'-0" - Y B PAINT - - - 4/A6.2 3/A6.2 2/A6.2 PADLOCK CLASP 04'-0"AFF r PER DOOR SCHEDULE IDS F 3' 0" X 7'-0" 1 3/4" HM Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 _.... .. .___._.. _ ......... ..... ..... _ ........ _. .............. PO a r c hl t.c t s 109 F PAIR 3'-0" X 7'-0" 1 3/4' HIM _ - Y C PANT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 PER DOOR SCHEDULE PER DOOR SCHEDULE 110 F PAIR 3'-0" X 7'-0' 1 3/4" HM Y C ,PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 '1200 Fifth Avenue y y 111 F _. 3 0' X T-p„ 1 3 4 HM Y _ ____ - - w -- _ /" C PANT 1 HM PAINT 7/A6.2 6/A6.2 5/A6 2 Suite e300 98'10'I w 2 __._F __ _. 3' C X 7'-p„ 1 3/4" HM .._. . -.. -.-Y- --C_ PAINT- _I- _.... HM PAINT ...._ 7/A6. _- ......_ _._. _......_ .. , J ... - _B.. _._. .. PAINT_ ... ......._ _ 4/A62 6/A6.2 5/A62 - _._.. .. ..... ..... ....... ......_...... ...... 206.408.8500 phone F - 3' 0' X T-0' 1 3/4" HM Y C PANT 1 HM PAINT 7/A6 2 6/A6.2 5/A6.2 x 114 S 914, X 10'-0' Y .2 3/A6.2 1/A6.2 PADLOCK CLASP 04-0"AFF www.NELSONonline.co- rU / N ..,,_,. 5 S 9'-0" X 10'-0" - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP 04'-0'AFF -..-.- -.-.... tr o 1 iF S 9-0" X 10-0". - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP 04'-0"AFF 117 S 9'-0" X 10'-0' - - - Y 'B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP 04'-0"AFF - -- -- CL TIG 118 S 9 0" X 10'-0' - Y B. PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP 04'-0"AFF CL \ d 119 __-$- ....9 0" X 10,-0" _......_ - ..:.....,.. - ..........Y _._..B.. .-.PAIN _... _..._ - 4/A6.2 _ 3/A6.2 1/A6.2 PADLOCK CLASP 04'-0'AFF _ F(FLUSH) FG(FULL GLASS) S 120 F 3'-U' X 7'4" 1 3/4" HIM - Y C PANT 1 HM PANT 7/A6.2 6/A6.2 5/A6,2 SECTIONAL 121 S 9 T X 10'-O" - Y B PANT - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP 04'-0"AFF 122 S 9 0 X 10'-0" - -- --- Y B PANT - 4/A62 3/A6.2 1/A6.2 PADLOCK CLASP 04' 0'AFF Z Q 123 S 9' 0 X 10' 0' Y B 4/A62 3/A6.2 1/A6.2 PADLOCK CLASP 04 U'AFF DOOR HARDWARE NOTES - - _... _. __ PANT - _ W TYPE A: EXTERIOR PUSH/PULL BARS,CLOSER,DEAD BOLT WITH ADA 124 _..., S 9' 0 X 10' 0" - Y B. PANT - - 4/A62 3/A6.2 1/A6.2 PADLOCK CLASP 04'-U'AFF LEVER AND BUILDING SIGNAGE'THIS DOOR TO REMAIN OPEN 125 S 12'-0"X 14'-0" - _ _ - Y 8 PAINT - - - 4/A6.2 3/A6.2 2/A6.2 PADLOCK CLASP 04'-G"AFF Q O DURING BUSINESS HOURS',WEATHER STRIPPING,&DROP SEAL 126 F 3 0' X 7'-0' 1 3/4 HIM Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 W TYPE B: SECTIONAL OVERHEAD DOOR HARDWARE,LATCH ABOVE TRACK ,PAL 3070 1 3/4 _., HM - .Y C- PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 � (C) v GUARD 1Y6 F 3 0" X 7' 0" - Z U.)TYPE C: STOREROOM LOCKSET,CLOSER,WEATHER STRIPING,DROP SEAL, 130 S --16' 0' X 14'-0' - -_- YB_ _- PAINT - . - . ---- . ._-..._„ , PADLOCK CLASP 04'-p qFF J LATCH GUARD&DRIP --- 4/A62 3/A62 2/A62 "AFF cr 131 __- F -. 3 O" X 7'-U' 1._3/4" .... HIM Y.._ _C _. PAINT 2 HIM__ PAINT 7/A6.2 6/A6.2 /462 _._ O Q 132 F 3'-0" X 7'-0" 1 3/4" HIM - Y C PAINT 1 HIM PAINT 7/A6.2 6/A6.2 5/Ab 2 (V 133 F......,. 3'-U' X 7'-O" 1 3/4" -- HM-- .... .Y ..,.,..0 PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/862 CONWLTANT 14194 RE TERED \�nl�(U�/, A HITECT L -CEILING PER GA FILE NUMBER 4503 GUARDRAIL -CEILING PER GA FILE NUMBER 4503 STATE OF VM3 TON -WALL PER GA FILE NUMBER 1072 -WALL PER GA FILE NUMBER 1072 -- 6- COMPENSATION CHANNEL 0 ROOF DECK IV FIRE RATED 3/4" PLYWOOD DECKING 0/6" 16 GA.MTL.STUDS 0 16" O.C.MAX COMPENSATION CHANNEL 0 ROOF DECK Submittals/Revisions: 1/2 MIN.GAP DEFLECTION(L/240) LOAD BEARING WALL RATING-4 HR,UL DESIGN ARE-RATED 3/4" PLYWOOD DECKING 0/6° 16 1/2 MIN.GAP 02/13 19 BUILDING'PERMIT NO.U919 GA.MTL.STUDS 0 16' O.C.MAX DEFLECTION (L/240) PANTED 5/8' GWB,OVER 8'x 1-5/8, 18 GA.MTL.STUDS 0 24" O.C.MAX 0 03 22 19 PERMIT CORRECTIONS PAINTED 5/8'TYPE"X' GWB,OVER 8'x DEFLECTION(L/240)TO MEET SSMA .CONCRETE" 1-5/8'.18 GA.MTL.STUDS 0 24" O.C.MAX b INTERIOR NON-STRUCTURAL COMPOSITE TILT-UP DEFLECTION(L/240)TO MEET SSMA INTERIOR < TABLE PANEL^' WHSE. NON-STRUCTURAL COMPOSITE TABLE PAINTED 5/8"TYPE X' GWB CEILING, MAINTAIN 111R.FIRE RATING AT PUMP RM. - WAREHOUSE b PANTED 5/8'TYPE"k' GWB,OVER 5 ° � MTL.STUDS 0 24" O.C.MAX a PAINTED 5/8'TYPE"X" GWB CEILING, ELEC FIRE PUMP DEFLECTION(1/240)BRACED 0 l l'-7" ELEC WAREHOUSE MAINTAIN 111R.FIRE RATING AT PUMP AFF PER STEEL STUD MANUFACTURERS &o ROOM ASSOCIATIONS(SSMA) MTL STUD RUNNER ATTACHED TO TOP OF TILT UP MTL STUD RUNNER ATTACHED TO CONC. MTL STUD RUNNER ATTACHED TO CONC.SLAB FIRE PUMP CONCRETE PANEL W/ /32" DIA:LOW-VELOCITY 5 SLAB W/5/32' DIA.LOW-VELOCITY W/5/32' DIA.LOW-VELOCITY POWER-DRIVEN POWER-DRNEN FASTENER W 1 1 4" FASTENER W 1 1 4" PENETRATION MIN.PER POWER-DRNEN FASTENER W/1 1/9 PENETRATION MIN.PER STUD / STUD MANUFACTURER'S RECOMMENDATIONS. Sheet Title: :DOOR SCHEDULE PENETRATION MIN.PER STUD MANUFACTURER'S MANUFACTURER'S RECOMMENDATIONS. RECOMMENDATIONS W/FIRESAFING.. 4 HR CONCRETE TILT-UP WALL 4 1 HR RATED PARTITION 3 WALL/CEILING PARTITION 2 FULL HEIGHT PARTITION 1 Dote: 03 22 2019 Drawn: Project No: 16-056 Approved: Building No: Sheet No: A6.1 COPYRIGHT CRAFT ARCHITECTS 2018 c ° DOCK SEAL,WHERE OCCUR BACKER ROD AND SEALANT FRAME BEYOND II'� " GAYTEWAY LLC. BOTH SIDES AL ENTRANCE .�. < CONCRETE TILT-UP ..... �.. „a WALL PANEL KAWNEER 451-T OR EQUAL STOREFRONT SYSTEM ----- - GLAZING PER ELEVATIONS AL THRESHOLD SET IN BED'OF _ DOOR SWEEP MASTIC-BEVEL EDGES 0 1 DRIP )( ^WALL TYPE AS SCHEDULED z RI HEIGHT TFOF 114" ■NELSON b VERT:2 HORIZ W/MAX EDGE i NT STEEL RUNNER 1"TYP METAL ANGLE Nelco Architecture,Inc. BACKER ROD AND SEALANT 2 E/4" a licensed affiliate of Nelson Worldwide,LLC BOTH SIDES _ INSULATED SECTIONAL DOOR ON TIMELY STEEL FRAME ° 3' HEAVY-DUTY TRACK AT DRIVE `^ CONC TILT-UP WALL PANEL ^ IN DOORS AND Y TRACK AT -..__ DOCK DOORS a r c h t I DOOR SILENCERS a � �'' OR SMOKE SEAL 'I 1200 Fifth Avenue DOOR TRACK DOOR AS SCHEDULED - -" ill Suite 1300 Seattle,WA 98101 206.408.8500 phone INT. DOOR HEAD 12 _WINDOW JAMB *ALUMINUM STOREFRONT SILL ®SECTIONAL DOOR HEAD w .NELSONonline corn RI ° CONIC TILT-UP WALL PANEL DOCK SEAL,WHERE ° OCCUR � U Z Q CONC TILT-UP WALL PANEL GLAZING PER ELEVATIONS z RAIN DRIP a R^ j 5/8" LEAD EXP BOLT U _ I.TYP Q Z KAWNEER 451-T OR E UAL X WALL TYPE AS SCHEDULED O STOREFRONT SYSTEM STR ANGLE PER = O STRUCTURAL Q I- 20 GA.STEEL STUD DIM HM DOOR FRAME CASE INTO PANEL V JAMB ANCHOR CLIP ^ SUBSILL AND END DAM IN BED POINT li FILL VOID 0 CHAMFER W/ J Z SEALANT J TIMELY STEEL FRAME OF MASTIC HM DOOR 3/8" BENT PLATE.PAINT O DOOR SILENCERS - SAFETY YELLOW C� 00 o Q OR SMOKE SEAL - �CONC TILT-UP WALL PANEL N WEATHER SEAL INSULATED SECTIONAL DOOR DOOR AS SCHEDULED V LI, ON 3" HEAVY DUTY TRACK 4 2 3/4" TRACK I AT VE IN DOORSD 2 n INT. DOOR JAMB O WINDOW SILL TYP. HM DOOR HEAD O SECTIONAL DOOR JAMB W 3„ _ 1,_0" 11 , ,/2„_,,_0" 7 1 1/2"=1' 0 DOOR CONSULTANT O - FLOOR FINISH MATL SAME ON BOTH SIDES CARPET OVER PAD.IF CARPET TILE TRACK BEYOND OF OPENING GLAZING (1/4")OR WALK-OFF MAT(5/B') - -FLOAT FLOOR AS REQUIRED FOR ° Q DOOR AND TRIM CONCRETE TILT-UP WALL PANEL LEVEL TRANSITION-REFER ALSO " TO GENERAL NOTES AL WINDOW SECTIONAL DOOR (PAINTED) DOOR RESILIENT FLOOR MATERIAL DOOR _ _SYSTEM_ DIM POINT I' --WALL BEYOND 3 8"0-1 2" BRUSHED ALUM. I TRANSITION STRIP / / UM AL.DOOR TO MATCH t� ANGLE SECURED TO SLAB B I WINDOW SYSTEM ��I � I � CPT REDUCER STRIP D lii ° O - TO MATCH RUBBER BASE O ¢DOOR AND TRIM—�I ^ III TILE 10194 -�J HM DOOR FRAME,CAST INTO CONCRETE RE TERED R °D00 AND TRIM CARPET CARPET TILE Q I / PANEL ° 1 Y HITECT —CONCRETE SLAB OR CONCRETE SLAB RESILIENT FLOOR MATERIAL n" DOOR DOOR TRANSITION STRIP CPT TRANSITION STRIP HM DOOR O - STATE OF WAS TON Cj REDUCER STRIP ;I _O r_ TO MATCH RUBBER BASE O i - I DOOR THRESHOLD BELOW �� Submittals Revisions. DOOR AND TRIM CARPET CARPET TILE DOOR AND TRIM —J TILE 3 4" 02 13 19 BUILDING PERMIT SILLLFLOOR TRANSITION O ALUM. STOREFRONT HEAD ( TYP. HM DOOR JAMB O SILL a O.H. DOOR 1g — — 10 1 1/2„_1,_a„ , ,/z-_,,_D„ , 1/2„�,,_Q„ RI HM DOOR ALUM ENTRANCE DOOR THRESHOLD SECTIONAL DOOR KAWNEER 451-T WINDOW SYSTEM n OR EQUAL t� 4 GLAZING PER ELEVATIONS ° a HM DOOR FRAME BEYOND DOOR SWEEP a m 1/2' GALV.ANGLE W/ " CONC WALL " 1/7 ANCHORS AT c BACKER ROD AND SEALANT BOTH DETAILS - _ AL THRESHOLD SET IN BED OF ` " 4'-0"OC FULL WIDTH Sheet Title: ° OF OPENING DOOR AND WINDOW 71 DIM r � SIDES II aoier Date: 02 13 2019 STANDARD DOCK BUMPER Design: KAWNEER STOREFRONT 1SYS SYSTEM EQUAL SEALANT AND BACKER ROD BOTH .,_ ._, _ ° 17 t I TYP o SIDES Drawn: : - ° -- _ Project No: i GLAZING PER ELEVATIONS JOINT FILLER T I IT-, �I - ° CONCRETE PANEL � iB-OS8 -- - ^ Approved: - - Building No: OWINDOW HEAD ALUM. STOREFRONT JAMB TYP. HM DOOR SILL CONCRETE DOCK EDGE 13 9 5 1 Sheet No: /46.G 1 1/2"=1'-0" O 1 1/2„=1'-0" O 1 1/2„=1'-0" O 1 1/2"=1'-0" COPYRIGHT CRAFT ARCHITECTS 2018 _.._ _-_.. PVC DOWN SPOUT FROM TPO ROOF T`✓ ROOF,PAINTED FINISH HIGH POINT OF ROOF BEYOND 2 1/4" TPO ROOF,EXTEND DOWN FULL HEIGHT OF PLYWOOD, b EXPANSION ANCHOR INTO PC III FASTEN PER MANUFACTURER'S f DOING PANEL TYP 0 14" OC N .CURB W INTEGRAL RECOMMENDATIONS, T.O.DOCK a CONIC TILT-UP -—- GAYTEWAY LLC. CAP FLASHING MINIMUM 12" O.C. J v .--. 0'-0"AFF WALL PANEL 4' HEMMED DRIP EDGE b METAL COPING,24 GA / — 1 4 STL PLATE ALIGN W ;d a EXTENDABLE SAFETY NSULTERFAATED HIND - -- - --- '^ \\1 SPANS MINIMUM,AS REQUIRED FOR b V OF LADDERH SIDES - ------- _--I f r ASSEMMBLY,FASTENED S io �j• PLYWOOD CONTINUOUS US PT n DOCPRE-PRIMED,BBUMPER TO ` ° 4 ROOF HATCH PERPER 1Iff RECOMMENDATIONS �' ��— L DTL. 16/A8.1 RIGID INSULATION, MATCH ADJACENT BUILDING _, N C I C o K - - - 2X BLOCKING,PT STAGGERED JOINTS COLOR G`J TPO ROOFING ✓� -,•- MEMIINSULATIONRAE OVER RIGID •�� CONTINUOUS 2X NAILER Nelco Architecture,Inc L[ a licensed affiliate of Nelson Nor deride,LLC WOOD SHEATHING _... HORIZ REVEAL Iia N• PT BLOCKING ELEVATION V 3/4" 3/4" CRC -- - - -- CONTINUOUWOOD TOP S GALVANIZED PER STRUCTURALi/////// PVC DOWN SPOUT FROM ,`P u , 2X PURUN CLEAT ROOF v �z architects a / 1200 Fifth Avenue TILT-UP CONCRETE Suite 1300 d PANELSeattle,WA 98101 1/2' NOTE ROOF ACCESS HATCH MEETS THE REQUIREMENTS OF IBC 1011.12.2. 1 B PLAN 8" 206.408.8500 phone IVERSHE-7 SIGN BASIS: e i 1 — — ROO H O/� TYP. ROOF SECTION �ATON�°NFIRM RIGID ENERGYO DOWN SPOUT PROTECTOR O TYP. VERTICAL REVEAL �.NEESONon,;ne.com 12 1 1/2"=1•-O" DE COMPLIANCE TABLE ON 8 1 1/2"=1'-O'• 3"=1'-O" ROOF JOISTS.. BEYOND - FIXED SKYLIGHT 2X WOOD CURB WITH FLASHING LADDER CAGE RIGID INSULATION ° ROOF ASSEMBLY w Q SIMPSON LTP4 OR EQUIVALENT a i d CONCRETE WALL W F PLATE d R G WOOD BLOCKING Z.-.. C R) 'A FRAYING PANEL V Q _ `a PAINTED STEEL C o O i T 1 RIGID INSULATION,STAGGER JOINTS ' ' t 2 LADDER /e� W Q REVEAL V d \ SEESEE ELEVATIONS "I U.) _I O cc d �`.� 4 d 3/4" W Q i v 04 TYP. FIXED SKYLIGHT CURB TYP. HORIZONTAL REVEAL 2'-r 15 36=,._0.. O 3"=,,_06 ;I. METAL COPING COVER CONSULTANT (12'-0" LENGTHS,MIN.) LOW POINT OF ROOF 4 WOOD NAILER FINISH PER EXTERIOR a ELEVATIONS },, - ,b TPO MEMBRANE 12"WIDE 20 GA GLAV. b ° z m _ EXTEND PARTITION FASTENERS - ANCHOR CLIPS 4'-O".O.C. - - CREATE > TO GUARDRAIL 8"WIDE CONCEALED SPLICE 4 ° PLATE AT EACH JOINT CONCRETE WALL AT PLATFORM METAL COPING d a PANEL ;o METAL CONDUCTOR HEAD v T -- -- - - SEALANT& ; _ - ° BACKER M LADDER TO MEET ALL i " a d 70794 RE- TERED/ CURRENT OSHA SAFETY a: v ° AR HITECT/ '. REQUIREMENTS s ----_ - -- I SE6AL PAINTED STEEL " MASONRY FASTENERS 6' DIA.PVC DOWNSPOUT, v PINT FINISH \ LADDER C I ACTUAL WALL WIDTH _ "� 1/2 - PLYWD DECK PROVIDED FOR (VARIES) 3 3 3/4" 3/4'• STATE OF TON 3/8"x 2 1/4" FB FLOOR OVER METAL .WALL VARIATIONS SIDE RAILS JOISTS BEYOND, CONC TILT-UP WALL PANEL - SEE PARTITION TYPES:SHEET A6.1 1" SUPPORT STRAP, 2" Submi{{aS/Revisions: 8'-0" OC,PNT FINISH 3/4" ROUND02 13 19 BUILDING PERMIT RUNG RAILSTH U TYP. COPING DETAIL TYP MTL.CONDUCTOR HEAD PLAN TYP. OUTSIDE CORNER o D3 22 ,9 PERMIT CORRECTIONS PARTITION, 14 10 O PER PLAN 09 MTL. FLASHHNG a GRID -STEEL CHANNEL BEYOND, PER STRUCTURAL w SURFACE MOUNTED LIGHT CAULK,FILL TO TOP OF REGLET FIXTURE,CENTER IN CANOPY 3'-6" ° METAL ANCHOR 22 GA METAL ROOFING, 'i CANT PER PLAN SLOPE AT 1/4" PER 1' CONCRETE WALL PANEL `• -~ �' 8"x3'x1/4"x3" LG 18" X 3/4" CONTINUOUS — _ __ __--- -� d Sheet Title: ANGLE BRACKETS PLYWOOD FASCIA - a a 4 EXTERIOR DETAILS w o TOP&BOTTOM 0 - 4'-O' OC MAX c I - SEALANBACKET& w - __ _-., —-d —- — Date: 03/22/2019 - — v �i STEEL CHANNEL PER Design: v r PRE-PRIMED METAL COPING STRUCTURAL n CANOPY DOWNSPOUT 1/2" Drawn: BEYOND 3/4" 3/4" HORIZ.REVEAL STEEL ANGLE PER. Project No: 16-D56 - l TILT-UP CONCRETE PANEL,TYR STRUCTURAL 2 c TUBE STEEL HEADER,PER Approved: STRUCTURAL NOTE:ROOF ACCESS LADDER MEETS REQUIREMENTS OF IMC 306.5. BUIIdin NO: 1 ALUMINUM STOREFRONT W/ 9 LADDER TO ROOF COPING PANEL OFFSET CANOPY DETAIL PAS A a No T�aE STEEL TYP. PANEL JOINT 1 RR1 17 9 O 3=,,_0,. Sheet.No: A V a� (*COPING *CANOPY COPYRIGHT CRAFT ARCHITECTS 2018 1L NOTES WHERE LIVE LOADS OF A COMMERCIAL OR INDUSTRIAL BUILDINGS EXCEED 50 1.8.8 FOR PIPES,CONDUITS,DUCTS AND MECHANICAL EQUIPMENT 3.102 RESHORING FOR EARLY REMOVAL OF ORIGINAL SUPPORTS WILL NOT 3.20 ADHESIVE EXPANSIVE WATERSTOPS PSF,SUCH DESIGN LOADS SHALL BE POSTED IN THAT PART OF EACH STORY IN SUPPORTED OR BRACED FROM STRUCTURE:CONFORM TO SHEET BE PERMITTED. DISCREPANCY FOUND AMONG THE DRAWINGS,SPECIFICATIONS,THESE WHICHTHEYAPPLY METAL AND AIR CONDITIONING CONTRACTORS NATIONAL 3.10.3 WHILE RESHORING OPERATIONS ARE UNDERWAY,NO CONSTRUCTION ADHESIVE EXPANSIVE WATERSTOP SHALL BE VOLCLAY WATERSTOP-RX(AS ^` ES,AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT ASSOCIATION,INC.,PUBLICATION'APPENDIX E:SEISMIC RESTRAINT LOADS WILL BE PERMITTED ON THE NEW CONSTRUCTION. MANUFACTURED BY CETCO),SWELLSTOP OR HYOROTIGHT(GREENSTREAK),OR Gl'1 1 THE STRUCTURAL ENGINEER,WHO SHALL CORRECT SUCH DISCREPANCY IN MANUAL GUIDELINES FOR MECHANICAL SYSTEMS."ALL BRACING AND APPROVED EQUIVALENT.INSTALL PER MANUFACTURERS RECOMMENDATIONS, TING,ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH 1.5.4 CONCENTRATED LOADS:ALL MANUFACTURERS OF PRE-ENGINEERED SUPPORTS SHALL BE DESIGNED FOR SEISMIC HAZARD LEVEL(SHL)B. 3.10.4 ALL SHORING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. REPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK.THE CONTRACTOR COMPONENTS OR SYSTEMS SHALL LOCATE,COORDINATE,VERIFY SPRINKLER LINE ATTACHMENTS SHALL CONFORM TO NFPA PAMPHLET FORMWORK SUPPORTS AND SHORING SHALL BE DESIGNED A 4. MASONRY .L VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS PRIOR WEIGHTS,ETC.,OF MECHANICAL UNITS OR OTHER CONCENTRATED 13. FORMWERNISHEDRTS AN SHORING SHALLES AT ALLESIGNED FACES TO 'ROCEEDING WITH ANY WORK OR FABRICATION.THE CONTRACTOR IS LOADS AND DESIGN THEIR SYSTEM FOR THESE LOADS. PROVIDPLUMB AND TRUE TO THE DIMENSIONS AND ELEVATIONS SHOWN. 4.1 MORTAR °ONSIBLE FOR ALL ERECTION BRACING,FORMWORK AND TEMPORARY 117 THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE REQUIRED TOLERANCES AND VARIATIONS SHALL BE AS SPECIFIED. STRUCTION SHORING. 1.5.6 WIND LOADS(PER IBC SECTION IWO AND ASCE 7 CHAPTERS 26 THRU VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALL BRICKVENEER: 30). STRUCTURAL ELEMENTS HAS BEEN COMPLETED.STABILITY OF THE 3.11 REINFORCING STEEL: ■� HE ACT OF SUBMITTING A BID FOR THE PROPOSED CONTRACT,THE STRUCTURE PRIOR TO COMPLETION IS THE SOLE RESPONSIBILITY OF ASTM C•270,TYPE N,1'c=750 PSI AT 28 DAYS. TRACTOR WARRANTS THAT: ULTIMATE DESIGN WIND SPEED(V„N): 110 MPH THE GENERAL CONTRACTOR.THIS RESPONSIBILITY INCLUDES BUT IS 3.11,1 DETAIL,FABRICATE,AND PLACE PER ACI315 AND ACI-318.SUPPORT NOT LIMITED TO JOB SITE SAFETY:ERECTION MEANS,METHODS,AND REINFORCEMENT WITH APPROVED CHAIRS,SPACERS,OR TIES. 4.9 ANCHORED MASONRY VENEER(BRICK,CMU OR STONE UNITS) THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE RISK CATEGORY 11 SEQUENCES;TEMPORARY SHORING,FORMWORK,AND BRACING;USE (INCLUDING AGENTS AND SUPPLIERS)HAVE CAREFULLY AND OF EQUIPMENT AND CONSTRUCTION PROCEDURES. 3.11.2 DEFORMED BAR REINFORCEMENT;ASTM A815 OR 80 4.9.1 MATERIALS:SEE ARCHITECTURAL DRAWINGS AND PROJECT THOROUGHLY REVIEWED THE DRAWINGS AND STRUCTURAL NOTES WIND EXPOSURE; C SPECIFICATIONS, AND HAVE FOUND THEM COMPLETE AND FREE FROM AMBIGUITIES 2. SITE PREPARATION/SOIL REMEDIATION AND SUFFICIENT FOR THE PURPOSE INTENDED. APPLICABLE INTERNAL 3.11.3 WELDABLE DEFORMED BAR REINFORCEMENT:ASTM A706 GR 60 4.9.2 INSTALL PER IBC SECTION 1406 AND ACI 530,ANCHORS,SUPPORTS PRESSURE COEFFICIENT: +1•0.18 2.1 SOIL DATA WHERE NOTED ON STRUCTURAL DRAWINGS AND TIES SHALL BE NONCOMBUSTIBLE AND CORROSION RESISTANT 120C THE CONTRACTOR HAS CAREFULLY EXAMINED THE SITE OF THE 3ulte WORK AND THAT FROM HIS OWN INVESTIGATIONS,HE HAS SATISFIED TOPOGRAPHIC FACTOR%) 1.0 3,11.4 LONGITUDINAL(VERTICAL)REINFORCEMENT RESISTING SEISMIC ANDSHALLBEDESIGNEDTORESIST AHORIZONTAL FORCE EQUAL TO Seat FROM WIND OR SEISMIC ORIGIN. SEE GEOTECHNICA HIMSELF AS TO THE NATURE AND LOCATION OF THE WORK,AS TO THE ALLOWABLE SOIL PRESSURE I PSF.ALLOW %INCREASE FOR LOADS AT LEAST TWICE THE WEIGHT OF THE VENEER. . ICAL ENGINEERING REPORT BY AXIAL FORCES IN STRUCTURAL WALL BOUNDARY ELEMENTS SHALL BE CHARACTER QUALITY,AND QUANTITIES OF MATERIAL AND COMPONENTS AND CLADDING:ULTIMATE DESIGN WIND PRESSURES ASTM A706 GR 60,ASTM A816 GR 60 MAYBE USED IF: 4.9.3 MASONRY VENEER AND TIES )SONDERGARRDRT FOR ALLS9,PUL GRDATED FEB PA9 2018 TIONANDDEC1ENTS SEE (5'MAXIMUM IN THICKNESS 206. DIFFICULTIES TO BE ENCOUNTERED,AS TO THE EXTENT OF TO BE USED FOR THE DESIGN OF EXTERIOR COMPONENT AND GEOTECH REPORT FOR ALL SUBGRADE PREPARATION REQUIREMENTS AS WELL EQUIPMENT AND OTHER FACILITIES NEEDED FOR THE PERFORMANCE CLADDING MATERIALS IS AS FOLLOWS: AS CAPILLARY BREAK AND VAPOR BARRIER RECOMMENDATIONS. A. THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT A.MASONRY AND STONE VENEER NOT EXCEEDING 5'IN THICKNESS OF THE WORK AND AS TO THE GENERAL AND LOCAL CONDITIONS,AND EXCEED THE SPECIFIED YIELD BY MORE THAN 18 KSI;AND SHALL BE ANCHORED DIRECTLY TO STRUCTURAL MASONRY, OTHER ITEMS WHICH MAY IN ANY WAY AFFECT THE WORK OR ITS ZONEA +16,01-31.0 PSF(10 SO FT) PERFORMANCE. ZONE:2 -28.41.62.1 PSF(10 SQ FT) 22 EXCAVATION B. THE RATIO OF THE ACTUAL ULTIMATE TENSILE STRENGTH TO THE CONCRETE OR STUDS, ZONE:3 +28.41-52.1 PSF(10 SOFT) EXCAVATE TO DEPTH SHOWN AND TO FIRM UNDISTURBED MATERIAL. ACTUAL YIELD STRENGTH IS NOT LESS THAN 1.25,AND S. WALL TIES SHALL BE SPACED SO AS TO SUPPORT NOT MORE THAN THE CONTRACTOR AND ALL WORKERS HE INTENDS TO USE ARE ZONEA +2"-30.8 PSF(10 SO FT) OVER-EXCAVATIONS SHALL BE BACKFILLED WITH LEAN CONCRETE(Tc=500.1200 2 SQUARE FEET OF WALL AREA BUT SHALL NOT BE MORE THAN 24 SKILLED AND EXPERIENCED IN THE TYPE OF CONSTRUCTION ZONES +28.V-37.9 PSF(10 SO FT) PSI)OR STRUCTURAL FILL AT THE CONTRACTOR'S EXPENSE.EXERCISE C.MINIMUM ELONGATION IN 12%F SHALL BE AT LEAST,AN FOR#3 INCHES ON CENTER HORIZONTALLY. REPRESENTED BY THE DRAWINGS AND DOCUMENTS BID UPON. EXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES, THRU#6 BARS,AT LEAST 12%FOR#7 THRU#11 BARS,AND AT 1.5.7 SEISMIC LOADS(PER IBC SECTION 161SAND ASCE7CHAPTER511 LEAST 10%FOR#14 THRU#18. NEITHER THE CONTRACTOR NOR ANY OF HIS EMPLOYEES,AGENTS, THRU 13: TANKS,AND OTHER CONCEALED ITEMS.UPON DISCOVERY,DO NOT PROCEED C.CORRUGATED SHEET METAL TIES SHALL NOT BE PERMITTED FOR INTENDED SUPPLIERS,OR SUBCONTRACTORS HAVE RELIED UPON ) WITH WORK UNTIL RECEIVING WRITTEN INSTRUCTIONS FROM THE ARCHITECT,A 3.11.5 WELDED WIRE FABRIC:ASTM A-185&ASTM AB2 Fy=65 KSI VENEER TALLER THAN 8 FEET.FOR VENEER TALLER THAN 8 FEET, COMPETENT REPRESENTATIVE OF THE OWNER SHALL INSPECT ALL FOOTING ADJUSTABLE ANCHORS WITH MINIMUM CLEARANCE BETWEEN ANY VERBAL REPRESENTATIONS ALLEGEDLY AUTHORIZED OR RISK CATEGORY: II EXCAVATIONS FOR SUITABILITY OF BEARING SURFACES PRIOR TO PLACEMENT 3.11.E EXCEPT AS NOTED SPECIFICALLY ON THE DRAWINGS,ALL CONCRETE PARTS OFYe INCH AND DETAILED TO PREVENT DISENGAGEMENT UNAUTHORIZED FROM THE OWNER OR HIS EMPLOYEES OR AGENTS, OF REINFORCING STEEL.PROVIDE DRAINAGE AS NECESSARY TO AVOID SHALL BE USED.WALL TIES SHALL BE CORROSION RESISTANT. INCLUDING THE ARCHITECT OR ENGINEERS,IN ASSEMBLING THE BID SEISMIC IMPORTANCE FACTOR(1.): 1.0 WATER-SOFTENED SUBGRADE. REINFORCEMENT SHALL BE LAPSPLICED AS FOLLOWS: FIGURES. D. CORRUGATED SHEET METAL ANCHORS SHALL BE AT LEAST 34" S,: 1.062 #BAND SMALLER 48 X BAR DIAMETER THE REQUIREMENTS CONTAINED WITHIN THIS SECTION SUPERSEDE 2.3 FILL,BACKFILL AND COMPACTION WIDE CORRUGWITH A ATIONSSE WITHAWAL NESENGTHS OF OF 0.3-0.51NCHE3 REQUIREMENTS AND/OR RECOMMENDATIONS CONTAINED IN THE AISC SI: 0.413 BACKFILL AGAINST WALLS SHALL NOT BE PLACED UNTIL AFTER THE REMOVAL OF NO MORE THAN 5D%HORIZONTAL OR VERTICAL BARS SHALL BE AND AN AMPLITUDE OF 0.06-0.10INCHES. CODE OF STANDARD PRACTICE FOR STEEL BUILDING AND BRIDGES", ALL MATERIAL SUBJECT TO ROT OR CORROSION.ALL FILL PLACED AGAINST SPLICED ATONE LOCATION AS WELL AS CASE DOCUMENT 962-D"A GUIDELINE ADDRESSING SITE CLASS: D(ASSUMED) RETAINING WALLS OR BASEMENT WALLS SHALL BE FREE DRAINING GRANULAR E. SHEET METAL ANCHORS SHALL BE AT LEAST V WIDE WITH A SASE COORDINATION AND COMPLETENESS OF STRUCTURAL MATERIAL.STRUCTURAL FILL OTHER THAN PEA GRAVEL SHALL BE GRANULAR 3.11.10 EXCEPT AS NOTED SPECIFICALLY ON THE DRAWINGS,PROVIDE METAL THICKNESS OF 0.06 INCHES AND SHALL BE BENT,NOTCHED, .0 CONSTRUCTION DOCUMENTS" Scs: 0.761 PLACED IN 8-INCH LIFTS AND COMPACTED TO AT LEAST 95%OF ITS MAXIMUM OR PUNCHED TO PROVIDE ADEQUATE PULL-OUT OR i DRY DENSIIYAS DETERMINED BYASTM 0-1557(MOD PROCTOR).PEAGRAVEL CORNER BARSMATCHQ ITHHYIZONTA AND REINFETERORCEMENT OF HORIZONTAL PUSH-THROUGH PERFORMANCE. 1 1 THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE Soy: 0.437 FILL SHALL HAVE A MAXIMUM PARTICLE SIZE OF 318"DIAMETER. REINFORCEMENT AND LAP WITH HORIZONTAL REINFORCEMENT AS u ARE AWARE OF AND ACKNOWLEDGE THAT CLOSE COORDINATION FOLLOWS: F. WIRE ANCHORS SHALL BEAT LEAST WIRE SIZE WI.7(0.1461NCH AMONG ARCHITECTURAL,STRUCTURAL,MECHANICAL,ELECTRICAL SEISMIC DESIGN CATEGORY: D DIAMETER)AND SHALL HAVE ENDS BENT TO FORM AN EXTENSION AND OTHER TRADE DRAWINGS IS REQUIRED. 3. STRUCTURAL CONCRETE #6 AND SMALLER 48 X BAR DIAMETER FROM THE BEND OF AT LEAST 2 INCHES. DESIGN BASE SHEAR: CB z W #7 AND LARGER 56 X BAR DIAMETER THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE 3.1 GENERAL G.PINTLE ANCHORS SHALL HAVE ONE OR MORE PINTLE LEGS OF G SHALL RECOGNIZE THAT THE PROJECT CONTRACT DOCUMENTS SEISMIC RESPONSE COEFFICIENT(Ca):0.152 THESE CORNER BARS SHALL BE PLACED AT ALL CORNERS AND WIRE SIZE W2S(0.189 INCH DIAMETER)AND AN OFFSET NOT INCLUDE THE ARCHITECTURAL,STRUCTURAL,MECHANICAL AND ALL CONCRETE SHALL BE HARD ROCK CONCRETE MEETING THE REQUIREMENTS INTERSECTIONS IN CONCRETE FOOTINGS AND WALLS. ELECTRICAL AND OTHER TRADE DRAWINGS AND SPECIFICATIONS. ANALYSIS PROCEDURE USED: EQUIVALENT OF ACI-301,"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS.' EXCEEDING LATERAL FORCE PROPORTIONING OF INGREDIENTS FOR EACH CONCRETE MIX SHALL BE BY 3.11.12 LAP WELDED WIRE FABRIC 12'OR ONE SPACING PLUS 2",WHICHEVER H.WIRE COMPONENTS OF ANCHORS OR JOINT REINFORCING SHALL THE CONTRACTOR AND ALL SUBCONTRACTORS ACKNOWLEDGE THAT PROCEDURE METHOD 2 OR THE ALTERNATE PROCEDURE GIVEN IN ACW01.PLACE IS MORE, NOT HAVE DRIP BENDS. CLOSE COORDINATION BETWEEN DISCIPLINES INCLUDED WITHIN THE CONCRETE PER ACI-304 AND CONFORM TO ACI-604(306)FOR WINTER 3.12 CONCRETE COVER ON REINFORCING SHALL BE AS FOLLOWS(UNLESS SHOWN CONTRACT DOCUMENTS IS NECESSARY.ELEMENTS THAT WILL CONCRETING AND ACI.605(305)FOR HOT WEATHER CONCRETING.USE I. WALL TIES SHALL HAVE A LIP OR HOOK ON THE EXTENDED LEG REQUIRE CLOSE COORDINATION BY THE CONTRACTOR INCLUDE(BUT SEISMIC FORCE- RESPONSE OVERSTRENGTH INTERIOR MECHANICAL VIBRATORS WITH 7,000 RPM MINIMUM FREQUENCY.DO OTHERWISE ARE NOT LIMITED TO): RESISTING SYSTEM MODIFICATION FACTOR,Du NOT OVER-VIBRATE.CONCRETE SHALL BE PLACED MONOLITHICALLY BETWEEN THAT WILL ENGAGE OR ENCLOSE A HORIZONTAL W1.4(0.148 INCH COEFFICIENT,R CONSTRUCTION OR CONTROL JOINTS,PROTECT ALL CONCRETE FROM BOTTOM OF FOOTINGS 3" DIAMETER)JOINT REINFORCEMENT WIRE,THE JOINT A.VERIFICATION OF ALL DIMENSIONS INDICATED ON THE PREMATURE DRYING,EXCESSIVE HOT OR COLD TEMPERATURE FOR SEVEN FORMED EARTH FACE AND SLAB ON GRADE 2' REINFORCEMENT SHALL BE CONTINUOUS WITH BUTT SPLICES ARCHITECTURAL AND STRUCTURAL DRAWINGS DAYS AFTER PLACING, WALLS,WEATHER FACE 1-112' BETWEEN TIES PERMITTED. A.BEARING WALL SYSTEMS: COLUMNS TIO STIRRUPS 1-112, J. WALL TIE ASSEMBLIES SHALL BE BY HOHMANN BARNARD OR B. DETERMINATION OF ALL COLUMN LOCATIONS 3.2 STRENGTH APPROVED EQUIVALENT.CONTRACTOR SHALL SUBMIT TO 1.SPECIAL REINFORCED BEAMS TO STIRRUPS 1-112'C. DETERMINATION OF TOP OF FLOOR,TOP OF STEEL,WALL PLATE CONCRETE SHEAR WALLS 5 2 TWENTY-EIGHT DAY COMPRESSIVE STRENGTHS SHALL BE AS FOLLOWS: BOTTOM OF ELEVATED STRUCTURAL SLAB 314" ENGINEER FOR APPROVAL OF PROPOSED WALL TIE SYSTEM (INCLUDING ANCHORAGE DETAILS). _ AND/OR TOP OF BEAM ELEVATIONS NOTE:TABULATED OVERSTRENGTH FACTOR HAS BEEN REDUCED IN SLABS ON GRADE 4000 P51 3.15 CONSTRUCTION AND CONTROL JOINTS COI D. DETERMINATION OF TOP OF FOOTING ELEVATIONS AND FOOTING ACCORDANCE WITH ASCE 7 TABLE 12.2-1 FOOTNOTE G FOR STRUCTURES WITH FOOTINGS 3000 PSI 4.9.4 AT OPENINGS IN MASONRY VENEER,THE GENERAL CONTRACTOR STEP LOCATIONS FLEXIBLE DIAPHRAGMS. VERTICALLY FORMED WALLS 4000 PSI 3.13.1 UNLESS NOTED OTHERWISE,LOCATION OF THE CONSTRUCTION OR HALL PROVIDE GALVANIZED ON D LINTEL ANGLES OR GALVANIZED RELIEF A CONTROL JOINTS IN SLAB ON GRADE SHALL NOT EXCEED THE ANGLES AS INDICATED ON STRUCTURAL DRAWINGS, TILT UP WALL PANELS 4000 PSI DISTANCES NOTED BELOW.JOINTS SHALL BE LOCATED ON COLUMN E. MECHANICAVELECTRICAL EQUIPMENT LOCATIONS AND WEIGHTS 1.8 STATEMENT OF SPECIAL INSPECTIONS CONCRETE SUPPLIER TO PROVIDE TEST RECORDS PER SECTION 5.3 OF ACI 318. GRIDS OR UNDER PERMANENT PARTITIONS TO THE GREATEST 5. METALS F. LOCATION AND SIZE OF ALL MECHANICAL/ELECTRICAL WHEN NO PRIOR EXPERIENCE OR TRIAL MIXTURE DATA ARE AVAILABLE,THE EXTENT POSSIBLE.ADDITIONAL JOINTS SHALL BE REWIRED AT 5.1 STRUCTURAL STEEL GENERAL REQUIREMENTS PENETRATIONS THROUGH WALLS AND FLOORS/ROOFS SEE STATEMENT OF SPECIAL INSPECTION AND TESTING SHEET 50.4 AND 50.5. WATERICEMENT RATIO FROM THE TABLE BELOW MAY BE USED,BUT ONLY WHEN REENTRANT CORNERS AND CORNERS OF SLAB DEPRESSIONS OR SPECIAL PERMISSION IS GIVEN BY ENGINEER. PENETRATIONS,SEE ARCHITECTURAL DRAWINGS FOR JOINT LAYOUT 5.1.1 ALL DETAILING,FABRICATION,AND ERECTION SHALL CONFORM TO G.COORDINATION WITH DESIGNERS/SUPPLIERS OF 1.7 SHOP DRAWINGS AT EXPOSED CONCRETE CONDITIONS.PROVIDE JOINT SEALANT PER ALLDET DETAILING,10 AND RUCTION SHALL TAB PRE-ENGINEERED COMPONENTS(JOISTS,TRUSSES,STAIRS,ETC.) MAXIMUM ABSOLUTE WATERICEMENT RATIO BY WEIGHT FOR CONCRETE MIXES SPECIFICATIONS-INSTALL PER MANUFACTURER RECOMMENDATIONS. AISC 3ISC 60-10"SEISMICATION IORSTRUCTURA STEEL BULL 1.7.1 SUBMIT SHOP DRAWINGS TO THE ARCHITECT/ENGINEER FOR THE WITHOUT TEST RECORDS SHALL BE AS FOLLOWS: AISC 34GS'AND AISC 30OVISI OS OFOR STRUCTURALANDARD STEEL FOR 221 THE CONTRACTOR ACKNOWLEDGES THAT TEMPORARY SHORING FOLLOWING: 4"SLAB ON GRADE 12'-0"O.C, BUILSTEEL BUILDINGS AND BRIDGES'EXCEPTAS AMENDED BY SECTION AND/OR BRACING MAY BE REQUIRED TO COMPLETE THE PROJECT. 5"SLAB ON GRADE 15'4'O.C. 1.1 OF THESE STRUCTURAL NOTES, DESIGN AND IMPLEMENTATION OF TEMPORARY SHORING ANDIOR A.CONCRETE MIX DESIGN SUBMITTALS SPECIFIED NON-AIR AIR- 6'SLAB ON GRADE 181-0'O.C. BRACING DURING CONSTRUCTION IS THE SOLE RESPONSIBILITY OF COMPRESSIVE ENTRAINED ENTRAINED 5.2 STRUCTURAL STEEL THE CONTRACTOR. B. REINFORCING STEEL STRENGTH CONCRETE CONCRETE 3.13.2 CONSTRUCTION JOINT SPACING IN WALLS SHALL NOT EXCEED 50'ON THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE C.STRUCTURAL AND MISCELLANEOUS STEEL INCLUDING WELD CENTER EXCEPT AS DIRECTED BY THE ARCHITECT/ENGINEER. 5.2.1 STEEL W SHAPES SHALL BE ASTM A992 FY-50 KSI,OTHER SHAPES AND SHALL MAKE CONSIDERATION FOR,AND INCLUDE MONIES FOR THE INSERTS AND ANCHORS 3000 PSI 0.58 0.48 3d PLATES SHALL BE ASTM A36 F-6 KSI.4 CONDUIT PIPING EMBEDDED IN CONCRETE � ABOVE IN THE PREPARATION OF THEIR BIDS, 4000 PSI 0.44 0.35 5.2.2 STEEL PIPE SECTIONS(PIPE)SHALL BE ASTM A53 TYPE E OR S,GRADE D.PRE-ENGINEERED STEEL JOISTS AND JOIST GIRDERS' 3.14.1 ELECTRICAL CONDUIT SHALL NOT BE PLACED WITHINASLAB ON THE CONTRACTOR SHALL NOT SCALE THE ARCHITECTURAL AND GRADE,BUT PLACED BELOW THE SLAB IN THE SUBBASE. B,Fy=35 KSI. STRUCTURAL DRAWINGS FOR LOCATIONS OF ELEMENTS NOTED E. TILT UP WALLS 3,3 MATERIALS ABOVE. 3.15 GROUT FOR BEARING PLATES 5.2.3 RECTANGULAR AND ROUND HOLLOW STEEL SECTIONS(HSS)OR TUBE STEEL SECTIONS((IS)SHALL BE ASTM A500,GRADE 8,FY�6 K51(FY=42 'DEFERRED SUBMITTALS:PRE-ENGINEERED AFTER ITEMS SHALL BE 3.3.1 CEMENT:ASTM E OF TYPE I OR TYPE II.ENGINEER'S APPROVAL IS KSI FOR ROUND SECTIONS ELECTRONIC COPIES OF THE STRUCTURAL DRAWINGS(PDF'3,CAD SUBMITTED TO THE BUILDING OFFICIAL AFTER REVIEW BY THE NEEDED FOR USE OF TYPE III CEMENT. THE NON-SHRINK GROUT SHALL MEET ASTM C7f07 GRADE BOR EQUIVALENT ) Sul DRAWINGS OR BIM MODELS)MAY BE PROVIDED TO THE CONTRACTOR ENGINEER OR RECORD AS A DEFERRED SUBMITTAL. (MASTERFLOW 928 BY BASF OR APPROVED EQUIVALENT).GROUT SHALL BE A 514 MACHINE BOLTS FOR THEIR USE,THESE FILES MAY BE PROVIDED AT THE REQUEST OF 3.3.2 COARSE AND FINE AGGREGATE:ASTM C33, PRE-PACKAGED HYDRAULIC CEMENT BASED MINERAL AGGREGATE GROUT, THE CONTRACTOR FOR THEIR CONVENIENCE ONLY.THE 1.7.3 SHOP DRAWING REVIEW NOTES MIXED,PLACED AND CURED AS RECOMMENDED BY THE MANUFACTURER. PEF CONTRACTOR AGREES THAT THESE FILES SHALL NOT SUPERCEDE 3.3.3 WATER SHALL BE CLEAN AND POTABLE. COMPRESSIVE STRENGTH SHALL EXCEED B000 PSI AT 28 DAYS, A. MACHINE BOLTS NOT SPECIFIED AS HIGH STRENGTH SHALL BE INFORMATION SHOWN ON THE ORIGINAL BID/CONSTRUCTION A.ENGINEER OF RECORD SHALL REVIEW SHOP DRAWINGS FOR ASTM A307. DOCUMENTS.THE CONTRACTOR AGREES TO HOLD THE STRUCTURAL GENERAL CONFORMANCE WITH THE PROJECT CONSTRUCTION 314 FLYASH:ASTM C618 CLASS C(CLASS F SHALL BE ALLOWED IF 3.18 TILT-UP CONCRETE WALLS B. HIGH STRENGTH BOLTS SHALL BE ASTM A325 AND ASTM A-090 A3 ENGINEER HARMLESS FOR ANY ERRORS OR DISCREPANCIES DOCUMENTS(PLANS AND SPECIFICATIONS). PERMITTED BY THE STRUCTURAL ENGINEER) INDICATED G STRUCTURAL DRAWINGS,ALL BOLTS SHALL 90 _ CONTAINED WITHIN THESE ELECTRONIC FILES, 3,18.1 TYPICAL AND SPECIAL REINFORCEMENT SHOWN ON PANEL CONSIDERED BEARING TYPEDRAWIN WITH S,AL(BOLTS SHALUDED IN BE S. ENGINEER OF RECORD REVIEW OF SHOP DRAWINGS SHALL NOT 3.3.6 GROUND GRANULATED BLAST FURNACE SLAG(GGBFS):ASTM C989 ELEVATIONS IS DESIGNED FOR FORCES OCCURRING AFTER PANEL IS PLANE(CONNECTION TYPE N UNLESS NOTED OTHERWISE.ALL THE BID FIGURE IS BASED SOLELY UPON THE CONSTRUCTION RELIEVE THE GENERAL CONTRACTOR OF THEIR RESPONSIBILITY GRADE 100 OR 120.GGBFS SHALL NOT BE PERMITTED UNLESS IN PLACE AND TIED TO ROOF AND FLOOR DIAPHRAGMS.USE SHALL BE INSTALLED HIGH STRENGTH BOLTED CONNECTIONS CONTRACT DOCUMENTS AND PROPERLY ISSUED WRITTEN OR VERBAL FOR REVIEW OF THE SHOP DRAWINGS FOR COMPLIANCE WITH REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER.MIX STRONGBACKS AND EXTRA REINFORCEMENT AS REQUIRED AND WITH NUTS CONFORMING TO ASTM IONSA563 AND HARDENED REPRESENTATIONS. THE PROJECT REQUIREMENTS. DESIGNS SUBMITTED INCLUDING GGBFS SHALL INCLUDE SHRINKAGE DIRECTED BY PANEL LIFT INSERT MANUFACTURERISUPPLIER FOR WASHERS CONFORMING TO ASTM F458. TEST RESULTS AT 28 DAYS. ERECTION PURPOSES,LIFT INSERT MANUFACTURER/SUPPLIER SHALL - C.APPROVAL OF THE SHOP DRAWINGS BY THE ENGINEER OF ANALYZE PANELS FOR ADEQUACY DURING COMPLETE LIFTING RECORD SHALL NOT BE CONSIDERED AS A GUARANTEE BY THE 3.4 ADMIXTURES OPERATION FROM HORIZONTAL TO VERTICAL,INCLUDING LATERAL C.ALL HIGH STRENGTH BOLTS SHALL BE INSTALLED PER THE _ ALL METHODS,MATERIALS AND WORKMANSHIP SHALL CONFORM TO ENGINEER THAT THE SHOP DRAWINGS COMPLY WITH ALL TRANSPORT(WALKING)OF PANELS, SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR THE 2015 INTERNATIONAL BUILDING CODE(ISC)AS AMENDED AND PROJECT REQUIREMENTS. 34A WATER REDUCING ADMIXTURE:ASTM C494.ADMIXTURES SHALL BE A-490 BOLTS(LATEST EDITION)BY THE RESEARCH COUNCIL ON ADOPTED BY THE LOCAL BUILDING AUTHORITY, USED IN EXACT ACCORDANCE WITH MANUFACTURER'S 3.18.2 ALL PANEL DIMENSIONS ON FOUNDATION PLANS ARE TO CENTER STRUCTURAL CONNECTIONS(VMAN.BOLT000NCIL.ORG). - D.CONCURRENT SHOP DRAWING REVIEW SHALL ONLY BE INSTRUCTIONS, LINES OF CONNECTIONS.DO NOT SCALE PANEL ELEVATIONS. ALL REFERENCES TO OTHER CODES,STANDARDS AND PERMITTED IF APPROVED BY THE ARCHITECTIENGINEER OF - SPECIFICATIONS,(ACI,ASTM,ETC.),SHALL BE FOR THE EDITION RECORD PRIOR TO THE START OF SHOP DRAWING REVIEW, 3.4.2 WATER REDUCING ADMIXTURES SHALL BE USED AT ALL HEAVILY 3.18.3 DO NOT CUT OR DRILL PANELS WITHOUT APPROVAL OF ENGINEER SI CURRENTLY REFERENCED BY IBC AS AMENDED AND ADOPTED BY THE CONGESTED AREAS(I.E.CONCRETE BEAMS,COLUMNS AND WALLS UNLESS SHOWN OR INDICATED ON STRUCTURAL DRAWINGS, - LOCALBUILDINGAUTHORITY. 1.8 MISCELLANEOUS WITH REINFORCING SPACING OF 4"OR LESS) 3,18.4 SEE SPECIFICATIONS FOR FINISHES,CURING,ETC, N CRITERIA 1.8.1 VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. 3.4.3 CONCRETE USING ADMIXTURES TO PRODUCE PLOWABLE CONCRETE MAY BE USED SUBJECT TO ENGINEER'S APPROVAL, 3.18.5 GROUT UNDER PANEL WITH A 9-SACK PEA GRAVEL CONCRETE GROUT D UNIFORM LOADS: 1.5.2 VERIFY SIZE AND LOCATION OF ALL OPENINGS IN THE FLOORS,ROOF MIX(t'c=5000 PSI AT 28 DAYS). - AND WALLS WITH ARCHITECTURAL,MECHANICAL AND ELECTRICAL 3.4.4 AIR ENTRAINMENT:ASTM C260 AND ASTM C494 ENTRAIN 5%DRAWINGS. PLUSIMINUS 1.5%BY VOLUME IN ALL CONCRETE EXPOSED TO 3,18.6 PANELS DRAWN SHOW TYPICAL LOCATIONS OF PANEL CONNECTIONS D D WEATHER. AND ADDITIONAL REINFORCING FOR MOST PANEL OPENINGS,NOT ION LIVE LOAD DEAD LOAD 1.8.3 CONSTRUCTION DETAILS NOT SPECIFICALLY SHOWN ON THE ALL EMBEDDED ITEMS AND MECHANICAL AND ELECTRICAL D DRAWINGS SHALL FOLLOW SIMILAR DETAILS OF SECTIONS OF THIS 3.4.5 NO OTHER ADMIXTURES PERMITTED UNLESS APPROVED BY THE PENETRATIONS ARE SHOWN,CONTRACTOR SHALL COORDINATE - PROJECT AS APPROVED BY THE ARCHITECTIENGINEER. ENGINEER. PENETRATIONS WITH MECHANICAL AND ELECTRICAL AND P 25 PSF(SNOW) ACTUAL REINFORCING PER PLANS. - 1.8A SEE ARCHITECTURAL,MECHANICAL AND ELECTRICAL DRAWINGS FOR 3.10 FORMWORK AND SHORING P R GRADE 125 PSF ACTUAL DIMENSIONS AND LOCATIONS OF OPENINGS NOT DIMENSIONED OR 3.18.7 GENERAL CONTRACTOR SHALL INCLUDE AN ALLOWANCE FOR NOTES CONTINUE ON SHEET S0.2 _ SHOWN ON STRUCTURAL PLANS. 3.10.1 FOLLOW RECOMMENDED PRACTICE FOR CONCRETE FORMWORK STACKING OF PANELS OR RAT SLABS AS REQUIRED WHERE IS NOT A GROUND SNOW LOAD (ACI.347). ADEQUATE CASTING AREA IS NOT AVAILABLE AT INTERIOR BUILDING E 1.8.5 SEE ARCHITECTURAL,MECHANICAL AND ELECTRICAL DRAWINGS FOR SLAB ON GRADE AREAS. LOCATIONS AND WEIGHTS OF ALL MECHANICAL AND ELECTRICAL EQUIPMENT INCLUDING HOUSEKEEPING PADS. c 5.2.5 STEEL ANCHORAGE ELEMENTS: 5.3 WELDING 6.2 CARPENTRY HARDWARE A.THREADED RODS SHALL BE ALL-THREAD,(Fy 36 KSI)U.NA. 6.3.1 ALL WELDING SHALL BE IN ACCORDANCE WITH THESTRUCTURAL 6.11 MACHINE BOLTS SHALL BE ASTM A-307. WELDING CODE,"AWS D1.1,AWS DI A AND AWS DIA AS APPROPRIATE. R WELDED HEADED STUDS:"NELSON STUDS"SHALL BE BY NELSON 6.2.2 PROVIDE MALLEABLE IRON WASHERS(MIW)OR HEAVY PLATE CUT GAYTEWAY LLC. STUD WELDING INC.OR APPROVED EQUIVALENT COMPLYING 5.32 ALL WELDING SHALL BE BY CERTIFIED WELDERS;USE 70 KSI LOW WASHERS WHERE BOLT HEADS,NUTS OR LAG SCREWS BEAR ON WITH ASTM Ali STUDS SHALL HAVE A MINIMUM F„OF 65 KSI. HYDROGEN FILLER METAL,AND SHALL BE PROTECTED PER AWS DI A WOOD, UNTIL USE.FOR ALL FULL PENETRATION WELDS,FILLER METAL SHALL C.ANCHOR RODS:ANCHOR RODS SHALL BE ASTM F 1554,Fy=36 KSI BE NOTCH TOUGH TO MEET CHARPY V-NOTCH OF 20 FOOT-POUND AT 6.2.3 NAILS SHALL BE COMMON,AMERICAN OR CANADIAN WITH HOOKED END AT STUD WALL CONNECTIONS UNLESS NOTED •20'R MANUFACTURER ONLY WITH MIN.DIAMETERS AS FOLLOWS: OTHERWISE.AT COLUMN LOCATIONS ANCHOR RODS SHALL BE ASTM F1554,F,=36 KSI WITH HEADED OR THREADEDINUTIED END. 5.3.3 NO WELDING OF REINFORCING STEEL SHALL BE ALLOWED EXCEPT NAIL MINIMUM MINIMUM TACK WHERE LD NOTED, HIGH O ANCHOR ROD STRENGTH ESSOR ODSSHOTED THERWISE. WHERE SHOWN.HE OLLDING OWINGF REINFORCEMENT$FALL ILLERMETALSHALLBEUSE W SIZE NAIL DIAMETER NAIL ■NELSON WHERE NOTED,HIGH STRENGTH ANCHOR RODS SHALL BE ASTM ANSUAWS DI.4,THE FOLLOWING FILLER METAL SHALL BE USED WHEN DIAMETER LENGTH F1554,Fy-105 KSI WITH DOUBLE NUTTED PLATE WASHER, WELDING REINFORCEMENT: 8d 0131" 211.1 D.EXPANSION ANCHORS SHALL BE CARBON STEEL AS NOTED IN THE A.FOR WELDING OF ASTM A706 GR 60 REBAR,80 KSI FILLER METAL. 10d 0.148" 3' FOLLOWING TABLE,ANCHORS IN CONCRETE SHALL HAVE BEEN 12d 0.148' 3114' (` �` TESTED IN ACCORDANCE WITH ACI 355.2 ANDIOR ICC-ES AC193 B. FOR WELDING OF ASTM A615 GR 60 REBAR,NOT PERMITTED. led SINKER 0.11. 3114' FOR CRACKED CONCRETE AND SEISMIC APPLICATIONS.ANCHORS 16d 0.162' 3112' a r c N I t=c t SHALL HAVE A CURRENT CODE REPORT THAT COMPLIES WITH THE C.FOR WELDING OF ASTM A615 GR 40 REBAR,NOT PERMITTED. 20d 0.192" 4" CURRENT EDITION OF THE IBC AND SHALL BE RATED FOR USE IN 1200 Fifth Avenue THE SEISMIC DESIGN CATEGORY NOTED IN SECTION 1.5 OF THESE 5.3.4 ALL FULL PENETRATION FIELD AND SHOP WELDS SHALL BE FULL TIME Suite NOTES. INSPECTED AND TESTED BY NON-DESTRUCTIVE PROCEDURES. 6.2.4 LAG SCREWS SHALL MEET THE REQUIREMENTS OF ANSIIASME B18.2.1. Seattl e,1300 98101 RESULTS OF TESTS SHALL BE SUBMITTED FOR REVIEW BY THE WOOD SCREWS SHALL MEET THE REQUIREMENTS OF ANSIIASME EXPANSION ANCHORS CODE STRUCTURAL ENGINEER. B18.8.1. 206.408.8500 phone IN CONCRETE REPORT 5.4 WELDING PROCEDURE SPECIFICATION(WP8) 6.2.5 ANCHORS AND CONNECTIONS SHALL BE SIMPSON,USP,OR ICC (INTERNATIONAL CODE COUNCIL)APPROVED.ALL FASTENERS SHALL --NELSONonllne.COm 5.4.1 FOR ALL WELDING OF REINFORCING STEEL,NON PREQUALIFIED BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS UNLESS HILTI KWIK BOLT TZ ICCESR-1917 WELDS AND ALL WELDING OF COMPONENTS WHICH ARE PART OF THE OTHERWISE SHOWN.SUBSTITUTED CONNECTIONS SHALL HAVE SEISMIC FORCE RESISTING SYSTEM,CONTRACTOR SHALL SUBMIT A TABULATED CAPACITY EQUAL TO OR GREATER THAN THE SPECIFIED SIMPSON STRONG-BOLT 2 ICC ESR-3037 WELDING PROCEDURE SPECIFICATION(WPS)TO ENGINEER FOR CONNECTOR. APPROVAL.PRIOR TO WELDING,EACH WPS SHALL INCLUDE ALL DEWALTIPOWERS POWER-STUD+SD2 ICCESR-2502 NECESSARY INFORMATION REQUIRED BY AWS DI.I,AWS DI.4 AND 6.2.6 CORROSION RESISTANT HARDWARE AND FASTENERS: AWS D1.8 AND AS FOLLOWS: A.FASTENERS AND HARDWARE EXPOSED TO WEATHER OR IN E. HEAVY DUTY CONCRETE/MASONRY SCREW ANCHORS SHALL BE A.APPLICABLE BASE METAL TYPES AND THICKNESSES. UNHEATED PORTIONS OF THE BUILDING SHALL BE MECHANICALLY USED IN DRY INTERIOR CONDITIONS AND SHALL BE AS NOTED IN OR HOT DIPPED GALVANIZED PER ASTM B695-CLASS 55 OR ASTM THE FOLLOWING TABLE: B. SKETCH OF JOINT INDICATING APPLICABLE DIMENSIONS. A153-CLASS D.HARDWARE IN CONTACT WITH TREATED WOOD INDIVIDUAL PASSES SHALL BE IDENTIFIED AND NUMBERED TO SHALL CONFORM TO A MINIMUM GALVANIZED COATING OF G185 IDENTIFY THE SEQUENCE.THE SKETCH SHALL IDENTIFY THE OR AS NOTED BELOW. HEAVY DUTY CONCRETE/ CODE REPORT MAXIMUM THICKNESS AND BEAD WIDTH,IN NO CASE SHALLTHE W MASONRY SCREW ANCHORS LAYER THICKNESS EXCEED 114"NOR THE BEAD WIDTH EXCEED B. IF PRESERVATIVE TREATMENT USED IS ACZA(AMMONIACAL / \ z 518.' COPPER ZINC ARSENATE),IF THE CHEMICAL RETENTION LEVEL IS v AWPA USE CATEGORY UC4A OR GREATER,OR IF THE HILTI KWIK HUS-EZ ICC ESR3027(CONIC) C.PREHEAT REQUIREMENTS. PRESERVATIVE TREATMENT USED IS NOT KNOWN,HARDWARE Q ` W ICC ESR3D56(CMU) SHALL BE TYPE 318L STAINLESS STEEL,FASTENERS SHALL BE Q Z_ D.ELECTRICAL CHARACTERISTICS(I.E.,CURRENT,VOLTAGE,TRAVEL TYPE 3D4 OR 305 STAINLESS STEEL. SIMPSON TITEN HD ICC ES114713(CONC) SPEED,ETC.). ICC ESR-1056(CMU) C.HARDWARE IN MARINE ENVIRONMENT SHALL BE TYPE 316L E. ELECTRODE REQUIREMENTS SHALL MEET THE REQUIREMENTS OF STAINLESS STEEL.FASTENERS SHALL BE TYPE 316 STAINLESS DEWALT SCREW-BOLT- ICC ESR-3889(CONC) AWS A5.1,AWS A5.5,AWS A5.17,AWS A5.23,AWS A5.16,AWS A5.20, STEEL,HOT DIPPED GALVANIZED TO ASTM A163-CLASS C,SILICON DEWALTIPOWERS WEDGE BOLT- ICC ESR-1678(CMU) AWS A5.28,AND AWS A5.29,AS APPLICABLE FOR WELDING METHOD BRONZE,OR COPPER. (0 z U . D. IN THE EVENT OF A CONFLICT BETWEEN THE HARDWARE F. ADHESIVE ANCHORS SHALL BE THREADED ANCHOR RODS OR 5.6 STEEL JOISTS AND JOIST GIRDERS MANUFACTURER'S RECOMMENDATIONS FOR SELECTING REBAR DOWELS USING AN INJECTABLE ADHESIVE AS NOTED IN CORROSION-RESISTANT HARDWARE AND FASTENERS,THESE THE FOLLOWING TABLE.ANCHORS IN CONCRETE SHALL HAVE 5.6.1 DESIGN LOADS SHALL BE AS STATED IN SECTION 1.5 PLUS ANY NOTES,AND THE SPECIFICATIONS,THE MOST STRINGENT O Q BEEN TESTED IN ACCORDANCE WITH ACI 355.4 ANDIOR ICC-ES SPECIAL LOADS INDICATED ON THE DRAWINGS.UNLESS OTHERWISE REQUIREMENT SHALL BE USED UNLESS APPROVED BY THE N AC308 FOR CRACKED CONCRETE AND SEISMIC APPLICATIONS. NOTED,MINIMUM DESIGN LOADS SHALL INCLUDE: ENGINEER. ANCHORS SHALL HAVE A CURRENT CODE REPORT THAT COMPLIES WRH THE CURRENT EDITION OF THE IBC AND SHALL BE RATED A.WHERE PRIMARY ROOF MEMBERS ARE EXPOSED TO WORK 6.3 MINIMUM NAILING:PER IBC TABLE 2304.10.1 FASTENING SCHEDULE. FOR USE IN THE SEISMIC DESIGN CATEGORY NOTED IN SECTION FLOOR A SINGLE NON-CONCURRENT CONCENTRATED LIVE LOAD 1.5 OF THESE NOTES. OF 2000 LBS SHALL BE LOCATED AT AT ANY PANEL POINT ALONG 6.5 SHEATHING(PLYWOODIORIENTED STRAND BOARD) THE TRUSS BOTTOM CHORD. EACH SHEET SHALL BEAR THE TRADEMARK OF THE AMERICAN PLYWOOD ADHESIVE ANCHORS CODE B. AT ROOF JOISTS AND JOIST GIRDERS,A MINIMUM NET UPLIFT ASSOCIATION;ALL SHEATHING SHALL CONFORM TO STANDARD PS 2 OR PRP.108. IN CONCRETE REPORT LOAD OF 10 PSF. THICKNESS,NUMBER OF PLIES,AND LAY-UP AS SHOWN.ALL PLYWOOD SHALL BEC-D INTERIOR WITH EXTERIOR GLUE OR AS NOTED ON THE DRAWINGS AND 5.6.2 STEEL JOISTS AND JOIST GIRDERS SHALL BE MANUFACTURED PER SHALL BE GROUP I OR II SPECIES.EXCEPT AS OTHERWISE SHOWN,PROVIDE HILTI HIT HY-200 SAFE SET ICC EBR3187 THE LATEST EDITION OF THE STANDARD SPECIFICATIONS FOR STEEL THE FOLLOWING MINIMUM NAILING:PANEL EDGES 1Dd AT B'ON CENTER, JOISTS AND JOIST GIRDERS PUBLISHED BY THE STEEL JOIST INTERMEDIATE SUPPORT 10d AT 12"ON CENTER.GAP SHEETS 1/8"FOR 4%8' SIMPSONAT-XP' IAPMO ER-263 INSTITUTE. SHEETS AND 1W FOR 8'X8'AND LARGER SHEETS.THE MOISTURE CONTENT CONSULTANT SHALL NOT BE GREATER THAN 15%AT TIME OF ROOFING. DEWALT AC2D0+ ICC ESR•4027 5.6.3 ALL STEEL JOISTS AND JOISTS GIRDERS SHALL BE MANUFACTURED DEWALTIPOWERS PURE 110+ ICC ESR-3298 BY FABRICATOR CURRENTLY APPROVED BY ICC(INTERNATIONAL 6.7 MANUFACTURED STRUCTURAL WOOD MEMBERS CODECOUNCIL),MANUFACTURER SHALL BEA MEMBER OF SJI,AND ALL STEEL JOISTS AND JOIST GIRDERS SHALL BE SJI APPROVED. 6.7.1 PARALLAM PSL POSTS AND COLUMNS SHALL BE PARALLAM 1.8E AS SIMPSON T SET-XP MAYBE USED WHERE BASE MATERIAL MANUFACTURED BY S SHALL LL APPROVED EQUIVALENT. ©©O O TEMPERATURE IS ABOVE SO DEGREES FAHRENHER OR FOR 5.8.4 THE MANUFACTURER SHALL SUBMIT SHOP DRAWINGS AND PARALLAM PSL BEAMS SHALL BE PARALLAM 2.0E AS MANUFACTURED ■ EMBEDMENT GREATER THAN 12-INCHES FOR LONGER GEL TIME. CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER LICENSED IN BY WEYERHAEUSER OR APPROVED EQUIVALENT. SEE ICC ESR-2508(CONC)AND IAPMO ER-265(MASONRY). THE STATE OF THE PROJECT. 8.7.2 TIMBERSTRAND LSL STUDS SHALL BE TIMBERSTRAND I.SEAS TACONA BEATTtE BPOIfANE•TR4CITIE3 G.POWDER ACTUATED FASTENERS:PDF'S OR PAPS SHALL BEA 5.6.5 IT SHALL BE THE RESPONSIBILITY OF THE MANUFACTURER,THE MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUIVALENT. 2215 Nc"h 30N Stmt 6ulre 300 Tecava,WA 95403 MINIMUM 0.157"DIA KNURLED SHANK FASTENER AS NOTED IN THE GENERAL CONTRACTOR,AND THE ERECTOR TO MANUFACTURE AND 253333.2422 Tu 253.3832572 FA w,. Wmm wu FOLLOWING TABLE,UNLESS NOTED OTHERWISE.FASTENERS INSTALL ALL STEEL JOISTS AND JOIST GIRDERS IN CONFORMANCE 6.7.3 MICROLLAM LVL MEMBERS SHALL BE MICROLLAM 1.9E AS DRIVEN INTO STEEL SHALL BE DRIVEN SO THAT THE POINT OF THE WITH THE MOST CURRENT OSHA RULES(OSHA 29 CFR PART 1926.757). MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUIVALENT, FASTENER ATTOPPING SLABS,PTS.ABSO OR WITHERADIMPLETELY PENETRATES THE STEL ANT SE MATERIAL. 5.6.6 PRE-ENGINEERED FLOOR JOISTS THAT EXCEED 25 FEET SHALL BE TUBES EMBEDDED WITHIN THE SLAB,LIMIT THE PDF PENETRATION CAMBERED BY 75%OF DEAD LOAD DEFLECTION. TO 314'MAXIMUM AND COORDINATE WITH TENDONITUBE PLACEMENT AND COVER. 5.6.7 LIMIT LIVE LOAD ANDIOR SNOW LOAD DEFLECTION TO LI360 FOR FLOOR FRAMING MEMBERS AND L1240 FOR ROOF FRAMING MEMBERS. POWDER ACTUATED FASTENERS CODE REPORT 5.6.8 THE JOIST MANUFACTURER SHALL DESIGN THE JOISTS FOR UNIFORM > p+• LOADS INDICATED ON THE STRUCTURAL DRAWINGS AS WELL AS ALL .�°rurtse ae°3 l SPECIAL LOADS NOTED ON THE STRUCTURAL PLANS AND DETAILS. 31ONAL HILTI X-U ICC ESR-2269 SPECIAL LOADS SHALL INCLUDE POINT LOADS FOR SUPPORT OF SECONDARY FRAMING,OVERFRAMING AND SUPPORTED EQUIPMENT S U bm Itto I S/ReVI S I onS: SIMPSON PDPA ICC ESR-2138 (MECHANICAL UNITS,SUSPENDED EQUIPMENT,ETC.), DEWALTIPOWERS CSI PIN ICCESR-2024 5.6.9 THE JOIST MANUFACTURER SHALL COORDINATE JOIST BRIDGING AT PERMIT SUBMITTAL 1/18/19 EXPOSED LOCATIONS FOR ARCHITECTURAL APPEARANCE.BRIDGING LOCATIONS SHALL ALSO BE COORDINATED TO AVOID CONFLICTS WITH H. CONCRETEIMASONRY SCREWS SHALL BE AS NOTED IN THE MECHANICAL DUCTWORK,SKYLIGHTS AND OTHER BUILDING FOLLOWING TABLE: SYSTEMS. 6. CARPENTRY CONCRETEIMA50NRY SCREWS CODE REPORT DIMENSION LUMBER SHALL BE DF NO.2.SAWN LUMBER BEAMS,HEADERS AND COLUMNS SHALL BE DF NO.1 OR AS SHOWN ON THE DRAWINGS.ALL 2'NOMINAL HILTI KWIK CON II+ LUMBER SRI BE KILN DRIED(KD).EACH PIECE OF LUMBER SHALL BEAR STAMP OF WEST COAST LUMBER INSPECTION BUREAU(WCLIS)ANDIOR WESTERN WOOD SIMPSON TITEN PRODUCTS ASSOCIATION(WWPA)SHOWING GRADE MARK, DEWALTIPOWERS TAPPER+ ICC ESR-3068(CONC) SA PRESSURE-PRESERVATIVE TREATMENT IN ACCORDANCE WITH AMERICAN WOOD ICC ESR-3196(MAS) PROTECTION ASSOCIATION(AWPA)STANDARD U1,LATEST EDITION TO THE USE CATEGORY AS FOLLOWS: 5.2.7 METAL PROTECTION:ALL STEEL EXPOSED TO WEATHER,MOISTURE, 6.1.1 TREAT ALL WOOD IN CONTACT WITH CONCRETE,MORTAR,GROUT, SOIL,OR AS NOTED SHALL BE GALVANIZED PER ASTM A-123 OR Al53 MASONRY AND WITHIN I2"OF EARTH TO THE REQUIREMENTS OF USE Sheet Title: AS APPLICABLE.ALL OTHER STEEL SURFACES SHALL BE SHOP CATEGORY UC2(INTERIORIDAMP). PRIMED AFTER FABRICATION. 6.1.2 TREAT ALL WOOD EXPOSED TO WEATHER BUT PROTECTED BY PAINT STRUCTURAL NOTES LINTEL ANGLES SHALL HAVE A MINIMUM OF 1.50z OF ZINC SPELTER OR COVER TO THE REQUIREMENTS OF USE CATEGORY UC3A(ABOVE PER SQUARE FOOT OF SURFACE AREA. GROUND PROTECTED). Date: 01/11/19 REPAIR ALL DAMAGED AREAS OF GALVANIZED PARTS SUCH AS FIELD 6.1.3 TREATALL WOOD EXPOSED TO WEATHER SUCH AS EXTERIOR Design; AMP WELDS,ETC.APPLY REPAIR COATING THICKNESS GREATER THAN OR DECKING,JOISTS,BEAMS,RAILINGS,ETC TO THE REQUIREMENTS OF EQUAL TO ORIGINAL ZINC COATING THICKNESS. USE CATEGORY U=(ABOVE GROUND EXPOSED), Drawn: SSO 5.2.8 STEEL COLUMNS:ALL VERTICAL LOAD CARRYING MEMBERS HAVE 6.1.4 TREAT ALL WOOD IN CONTACT WITH THE GROUND,SOIL OR FRESH BEEN NOTED AS'OOLUMNS'ON THE STRUCTURAL DRAWINGS,THIS WATER TO THE REQUIREMENTS OF USE CATEGORY UC4A(GROUND Project No: 2170821.20 NOTATION DOES NOT IDENTIFY THESE MEMBERS AS"POSTS"OR CONTACT GENERAL USE). H 'COLUMNS'AS DEFINED BY THE LATEST OSHA RULES REGARDING REQUIREMENTS Approved: DLB 8.1.5 TREATALLLUMBERNOTEDASFIRETREATEDTOTHE R COLUMN ANCHORAGE REQUIREMENTS(OSHA 29 CFR PARTS 1926.751 OF USE CATEGORY UCFA(FIRE RETARDANT INTERIOR). w AND 1926.755).THE GENERAL CONTRACTOR,STEEL DETAILER,ANDN0: STEEL ERECTOR SHALL BE RESPONSIBLE TO DETERMINE THE Building A CORRECT OSHA DESIGNATION OF EACH MEMBER REGARDLESS OF 6.1.6 WHERE POSSIBLE,PRECUT MATERIAL PRIOR TO TREATMENT,ALL a THE NOTATION SHOWN ON THE STRUCTURAL DRAWINGS. FIELD CUTS AND DRILLED HOLES SHALL BE FIELD TREATED IN ACCORDANCE WITH AWPA M4. a Sheet No: COPYRIGHT CRAFT ARCHITECTS 2016 1 12•CUR MIN 180-0EGREE 48 z BAR DIA(15' HOOK-LAP 48 x BAR MIN)TYP ALL ADDITIONAL#3 x R-0"ALL SIDES EXCAVATION PIPE SLEEVE DIA HORIZ REINF CORNERBARS OF OPENING GAYTEWAY I Lr. • PLACE SPREAD REINF TO CLEAR I C�, — i Y c p (SLAP 24DWW, - ICI �o _ ■NELSON ALTER- OPENING CUT W.W.F.AS HORIZ REINFNATING — d z CORNER REQ'D °_ a A BARS REINFORCING SHOWN IS FOR IIII—III IIII z z 3 Q AS EACH FACE OF WALL OR SLAB. ■ THICKNESS GREATER THAN 6' ——— m� SHOWN -AT WALL OR SLABS FOR 1F �� arch LESS PLACE REINFORCING AT ———_ CL PIPE PARALLEL TO �y 70 1200 Fifth Avenue WALL i Suite 1300 TYPICAL REINFORCING AT OPENINGS -11I Seattle,WA 98101 LESS THAN 12"IN CONIC WALL OR SLAB NO EXCAVATION FOR PIPE 208.408.8500 phone OR DUCTS PARALLEL TO FTG BELOW THIS LINE STEP AS REQ'D COMPACTED STRUCTURAL www-NELSONonllne.com FILL OR LEAN CONCRETE AT NOTES: REINFORCING SHOWN IS FOR PROVIDE REINF AROUND OPENINGS TO G.C.OPTION EACH FACE OF WALL OR SLAB REPLACE NORMAL REINF INTERRUPTED BY TYPICAL DETAIL OF PIPE AT CONCRETE FOOTING 1. VERTICAL REINFORCEMENT SHOWN IS ADDITIONAL THICKNESS GREATERSLABS THAN 6" QUALG-USE AMOUNTAMOUNT INERRUPT IF NORMAL REINFORCEMENT IS NOT IN PROPER 48x BAR DIA -AT WALL OR SLABS 6'OR EQUAL TO AMWNTOFINTERRUPTED LOCATION. LESS PLACE REINFORCING AT NORMAL REINF IN THE DIRECTION PARALLEL TO �+(15'MIN)TYP CL THAT EDGE-MIN SECTION 2. CORNER BARS ARE SAME SIZE AND SPACING AS SPLICEUNO HORIZONTAL REINFORCEMENT. 3. 90-DEGREE HOOKS MAY BE SUBSTITUTED FOR CORNER BARS.SEENOTE#5. 4. REINFORCEMENT AT ALL WALL CORNERS,ENDS, Y"SAWCUT z 115 SLAB THICKNESS-1y' Uj AND INTERSECTIONS SHALL BE FABRICATED AND MIN-SAWCUT MUST BE MADE WITHIN47 \ / ` z PLACED IN ACCORDANCE WITH APPROPRIATE TO 12 HOURS AFTER CONCRETE Q v DETAIL SHOWN. HARDENS.-BLADES SHALL NOT BE BLUNT STOP REINF AT SLAB TOOLED JOINT R=Y¢" W (1)#5 X 4-0'EA CORNER TYP AS TO CAUBE CHIPPING OF CONC- JOINT 5. USE ACI MINIMUM 90•DEGREE HOOK FOR PROVIDE JOINT SEALANT PER V EMBEDMENT LESS THAN 48 x BAR DIAMETERS SPECIFICATIONS-INSTALL PER MFR Q Z PAST FACE OF WALL. 'L RECOMMENDATIONS LU O III 6. CONCRETE WALLS SHOWN MASONRY WALLS ' Q SIMILAR. _ • •o e e • e• e • e 2 7. WALL DETAILS SHOWN,FOOTING DETAILS SIMILAR. NP ryy3R L I—III III III '.L=III III =III III-. -III-L .III..III I -I III III III T ___ SLAB REINF %'DIAx 1'-2" 0 Q TYPICAL REINFORCING AT ACROSSJOINT GREASED SMOOTH v En GREATER THAN 12"IN DOWEL AT12"O.C.Ai N PLAN VIEW-TYPICAL CL SLAB REINFORCEMENT PLACING CONIC WALL OR SLAB TYPICAL CONTROL JOINT TYPICAL CONSTRUCTION JOINT DETAIL SECTION SECTION SECTION 314"CHAMFERTYP CONSULTANT =ELEV n Ip-0 MAX) r m©O O Y CONSTRUCT WALL (2)#4'ONTTOP ILT-UP PANEL OF WALL TACOMA-SEATTLE-SPOKANE-TRFCITIES RUCTION OR CAST IN (USE 6"WALL FOR CIP). 2zu No-r aow svaets„ie s:a iawma,wA seam NTS 151388.2421 T, 2.8888.2.'2 T vnxv.1hW1 VYIE REINFORCING SAME SIZE PANELS SHALL BE #4 FOOTING DOWELS AND SPACING AS LONGIT M OF 25Ci,'-O'LENGTH WITH AT12.00 FOOTING REINF-LAP 2'-0' To. HAMPER AT 25'-0 0C LL HAVE 314" #q AT 12'OC �o fCOMIN TING REINF LONGITUDINAL - eV HORIZONTAL q 9 . ACTOR SHALL COORDINATE JOINT LOCATIONS TILT UP PANEL AND ANY REVEAL PATTERN AS REQUIRED BY ARCH (2)#5 CONTAT BOTTOM OF ONAL PANEL(NOT RED AT CIP) Submittals/Revisions: EXTERIOR GRADE PER CIVIL s'CONICSLABON GRADE-REINF W1#4 PERMIT SUBMITTAL /18/19 4'-0"MIN d — — - AT 18"OC EA WAY °a HI �'_:'ZMIT RESUBMITTAL 03/08/19 'Y4 MIN = L �{ 12 N 2'MAX' d III-1z2 a a 1 r FOOT PROVIDE V-O'WIDE LEG ING THICKNESS PER PLAN AND DETAILS 1 '—��I=111�I I III 1_ AT EACH END OF EACH II I (2)#5 CONT BOTTOM TILT-UP PANEL FOR III— III — III- PANEL ERECTION AND = ,-� lnTf j,7, BREAK AS REQUIRED AT MIN DIMENSION SAME AS ——— — —— TILT-UP PANEL LEGS LEVELING PRIOR TO FTG THICKNESS —J FOOTING PLACEMENT 2-0"x2-0"x0'48"CONCRETE 8" 4"01R TYPICAL LONG FTG REINF FORM AND GROUT VERT LEVELING PAD EA END OF Sheet Title:6'AT CIP FIRM UNDISTURBED SOIL PANEL JOINT BELOW GRADE EACH PANEL FOR PANEL 2,-0' TYPICAL DETAILS PLACEMENT PRIOR TO FOOTING PLACEMENT-OMIT - IF WALL IS CAST IN PLACE.OK Dote: D1/11/19 TYPICAL STEPPED FOOTING TO USE BLDG WALL FOOTING AT TILT-UP WALLS TYPICAL AT TRASH ENCLOSURE Design:g 01/11019 Drown: me SECTION SECTION 6 Project No: 217082E20 Approved: 2170821DQB Building No: DLB E Sheet No: O.3 COPYRIGHT CRAFT ARCHITECTS 2016 11.STATEMENT OF SPECIAL INSPECTIONS 13.REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION 15A.REQUIRED SPECIAL INSPECTIONS AND TESTS OF STRUCTURAL STEEL- 15B.REQUIRED SPECIAL INSPECTIONS AND TESTS OF STRUCTURAL STEEL- IBC SI SO TITLE IBC TABLE 1705.3 CONSTRUCTION INSPECTION OF WELDING CONSTRUCTION INSPECTION OF BOLTING CONTINUOUS PERIODIC 1705.2 ✓ ✓ STEEL CONSTRUCTION(SEETABLE515A,15B,ANDI5E) CONTINUOUS PERIODIC CONTINUOUS PERIODIC REFERENCED GAYTEWAY LLC. REFERENCED REFERENCED SPECIAL INSPECTION OR TEST TIDE BPECIAL SPECIAL SPECIAL INSPECTION OR TEST TYPE SPECIAL SPECIAL IBC REFERENCE SPECIAL INSPECTION OR TEST TYPE SPECIAL SPECIAL STANDARD 1705.3 ✓ ✓ CONCRETE CONSTRUCTION(SEE TABLE I3) INSPECTION INSPECTION STANDARD IN INSPECTION STANDARD INSPECTION INSPECTION 1705.5 ✓ ✓ SITE BUILT WOOD CONSTRUCTION 1.INSPECT REINFORCEMENT,INCLUDING PRESTRESSING ACI 318:CH.20, AISC 360 TABLE N5.4-1 AISC 360 TABLE N5.6.1 WR TENDONS,AND VERIFY PLACEMENT ✓ 2. 1808.4 1.PRIOR TO BOLTING,VERIFVAND INSPECT THE FOLLOWING: 1705.E 11 ✓ SOILS(SEE TABLE I2A) 26.6.18.8.1-28.6.8.3 1.PRIOR TO WELDING,VERIFY AND INSPECT THE FOLLOWING 1705.12.1 2.REINFORCING BAR WELDING: A.WELDING PROCEDURE SPECIFICATIONS(WPS) ✓ WR _ A.MANUFACTURER'S CERTIFICATIONS FOR FASTENER MATERIALS ✓ NIR - 1705.13.1 ✓ ✓ STRUCTURALSTEEL-SEISMIC FORCE RESISTING SYSTEM B.FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS NIR ✓ A.VERIFY WELDABILITY OF REINFORCING BARS WR ✓ AWS D1.4 B.MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES ✓ WR AISC 360 A3.5 1705.12.2 ✓ ✓ STRUCTURAL WOOD-SEISMIC FORCE RESISTING SYSTEM OTHER THAN ASTM A70fi ACI 318:26.6.4 C.PROPER FASTENER SELECTED FOR JOINT DETAIL NIR ✓ AISC 360A3.1 .NELSON SI =SPECIAL INSPECTION B.INSPECT SINGLE-PASS FILLET WELDS,MAXIMUM C.MATERIAL IDENTIFICATION OF STRUCTURAL STEEL MEMBERS WR ✓ AISC 360 A3.1 NIR ✓ AWS:26. - D.PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL WR ✓ SO STRUCTURAL OBSERVATION Na;ANO ACI 318:26.6.4 D.WELDER IDENTIFICATION SYSTEM WR ✓ - ✓ =REM IS REQUIRED E.CONNECTING ELEMENTS,INCLUDING THE APPROPRIATE PAYING AWS D1.4 E.FIT-UP OF GROOVE WELDS,INCLUDING JOINT GEOMETRY ■`'([-�`-' ' NB =REM IS NOT REQUIRED C.INSPECT ALL OTHER WELDS ✓ WR - SURFACE CONDITIONS AND HOLE PREPARATION,IF SPECIFIED,MEET WR ✓ - ACI 318:28.6.4 1)JOINT PREPARATION APPLICABLE REQUIREMENTS a r c h i t e SPECIAL INSPECTIONS INDICATED ARE FOR STRUCTURAL ELEMENTS ONLY.SEE ARCH,MECH AND ELEC 3.INSPECT ANCHORS CAST IN CONCRETE NIR ✓ ACI 310:17.8.2 - F.PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION c s DRAWINGS FOR ADDITIONAL SPECIAL INSPECTIONS. 2)DIMENSIONS:ALIGNMENT,ROOT OPENING,ROOT FACE,BEVEL 4AN PECT ANCHORS POST-INSTALLED IN HARDENED PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES ✓ NIR S _ 11.1 INSPECTIONRESTING REQUIREMENTS: CONCRETE MEMBERS: 3)CLEANLINESS:CONDITION OF STEEL SURFACES WR ✓ AND METHODS USED 1200 Fifth Avenue G.PROPER STORAGE PROVIDED FOR BOLTS,NUTS,WASHERS,AND Suite 1300 SEE DRAWINGS,SPECIFICATIONS,AND IBC SECTIONS 110,AND CHAPTER 17. A.ADHESIVE ANCHORS INSTALLED IN 4)TACKING:TACK WELD QUALITY AND LOCATION OTHERFASTENER COMPONENTS NIR ✓ - Seattle,WA 98101 HORIZONTALLY OR UPWARDLY INCLINED ✓ NIR ACI 318:17.8.2.4 - 5)BACKING TYPE AND FIT(IF APPLICABLE) AISC 3fi0 TABLE N5.6.2 208.408.8500 phone 11.2 INSPECTIONS BY THE BUILDING OFFICIAL(IBC SECTION 110): ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS F.CONFIGURATION AND FINISH OF ACCESS HOLES NIR ✓ - 2.DURING BOLTING,VERIFY AND INSPECT THE FOLLOWING: 11.2.1 FOOTING AND FOUNDATION INSPECTIONS SHALL BE MADE AFTER EXCAVATIONS ARE COMPLETE B.MECHANICAL ANCHORS AND ADHESIVE ANCHORS G.FIT-UP OF FILLET WELDS AfASTENER ASSEMBLIES,OF SUITABLE CONDTION,PLACED IN ALL vvVVW.NELSONonllne. m AND ANY REQUIRED REINFORCING IS IN PLACE.ANY REQUIRED FORMS SHALL BE IN PLACE PRIOR NOT DEFINED IN 4A WR ✓ ACI 318:17.8.2 NIR ✓ - TOINSPECTION. 1)DIMENSIONS:ALIGNMENT,GAPS AT ROOT HOLES AND WASHERS(IF REQUIRED)ARE POSITIONED AS REQUIRED ACI 318: 1904119042 WR ✓ - B.JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE 11.22 CONCRETE SLAB AND UNDER FLOOR INSPECTIONS SHALL BE MADE AFTER ALL IN SLAB OR UNDER 5.VERIFY USE OF REQUIRED DESIGN MIX WR ✓ CH.19,26A.3, 19041,,19042, 2)CLEANLINESS:CONDITION OF STEEL SURFACES PRETENSIONING OPERATION NIR ✓ - 26.4.4 ) C.FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FLOORREINFORCING,CONDUIT,PIPING AND OTHER ANCILLARY EQUIPMENT ITEMS AND 3TACKING:TACK QUALITY AND ACCESSORIES ARE IN PLACE BUT PRIOR TO CONCRETE PLACEMENT OR FLOOR SHEATHING 6.PRIOR TO CONCRETE PLACEMENT,FABRICATE SPECIMENS ASTMC 172 NIR ✓ - FROM ROTATING INSTALLATION. FORS,AND DETERMINE PERFORM SLUMP ERATURE OF T CONTENT ✓ NIR ASTM C31 190810 H.CHECKWELDING EQUIPMENT WR ✓ D.FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC TESTS,AND DETERMINE THE TEMPERATURE OF THE ACI 26.1 26.4, AISC 360 TABLE N5.4-2 11.2.3 FRAMING INSPECTIONS SHALL BE MADE AFTER ALL SHEATHING,FRAMING,BLOCKING AND BRACING CONCRETE 26.12 SPECIFICATION,PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID NIR ✓ ARE COMPLETE AND ALL PIPES,DUCTS,ELECTRICAL,PLUMBING,ETC.,ARE INSTALLED AND 2.DURING WELDING,VERIFY AND INSPECT THE FOLLOWING: POINT TOWARD THE FREE EDGES APPROVED PRIOR TO COVER. 7.INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR ✓ NIR ACI 318:28.5 1908.6,1908.7, AISC 360 TABLE N5.6-3 PROPER APPLICATION TECHNIQUES 190B.8 I A.USE OF QUALIFIED WELDERS NIR ✓ - 11.2.41N ADDITION TO THE INSPECTIONS SPECIFIED ABOVE,THE BUILDING OFFICIAL IS AUTHORIZED TO B.VERIFY MAINTENANCE OF SPECIFIED CURING ACI 318: B.CONTROL AND HANDLING OF WELDING CONSUMABLES 3.AFTERBOLTING,VERIFY AND INSPECT THE FOLLOWING: MAKE OR REQUIRE OTHER INSPECTIONS OF ANY CONSTRUCTION WORKTO ASCERTAIN WR ✓ 1908.9 A.DOCUMENTACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS ✓ NIR TEMPERATURE AND TECHNIQUES 26.5.3-26.5.5 _ W COMPLIANCE WITH THE PROVISIONS OF THE IBC OR OTHER LAWS ENFORCED BY THE BUILDING 1)PACKAGING WR ✓ - , \ Z OFFICIAL. 9.INSPECT PRESTRESSED CONCRETE FOR: 2)EXPOSURE CONTROL v 11.3 STRUCTURAL TESTS AND SPECIAL INSPECTIONS(IBC CHAPTER I7): A.APPLICATION OF PRESTRESSING FORCES ✓ WR ACI318:26.10 - 15E.REQUIRED SPECIAL INSPECTIONS AND TESTS OF OPEN-WEB STEEL JOISTS Q W CEN ENVIRWELDIONMENTA OVER L CONDITACKED IONS AND WR ✓ AND JOIST GIRDERS 0 � B.GROUTING OF BONDED PRESTRESSING TENDONS ✓ NIR ACI 318:28.10 11.3.1 SEE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS, D.ENVIRONMENTAL CONDITIONS Q Z 10.INSPECT ERECTION OF PRECAST CONCRETE MEMBERS NIR ✓ ACI 318:28.8 - IBC TABLE 1705.2.3 11.3.2 STRUCTURAL TESTS AND SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE 1)WIND SPEED WITHIN LIMITS NIR - CONTINUOUS PERIODIC W 2 O REQUIREMENTS OF CHAPTER 17 OF THE IBC AS WELL AS ANY ADDITIONAL REQUIREMENTS OF THE 11.VERIFY IN-SITU CONCRETE STRENGTH,PRIOR TO REFERENCED F- 2)PRECIPITATIONANDTEMPERATURE SPECIAL INSPECTION OR TEST TYPE SPECIAL SPECIAL Q BUILDING OFFICIAL.OMISSION FROM THE LIST BELOW OF TESTING AND INSPECTION STRESSING OF TENDONS IN POST-TENSIONED CONCRETE STANDARD ANDPRIORTOREMOVAL OF SHORES AND FORMS FROM NIR ✓ ACI318:26.11.2 - INSPECTION INSPECTION REQUIREMENTS SHALL NOT RELIEVE THE CONTRACTOR FROM PROVIDING TESTING AND E.WELDING PROCEDURE SPECIFICATIONS FOLLOWED INSPECTION REQUIRED BY THE SPECIFICATIONS,THE IBC AND THE BUILDING OFFICIAL. BEAMS AND STRUCTURAL SLABS 1)SETTINGS ON WELDING EQUIPMENT 1.INSTALLATION OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS J (4 Z _ 12.INSPECT FORMWORK FOR SHAPE,LOCATION AND ACI318: A END CONNECTIONS-WELDING OR BOLTED NIR ✓ SJI SPECIFICATIONS Lo 11.3.3 TEQUIREMSTING NDSPECIALINSPR17OF THE IBC FOR THE ITEMSETED NACCON THIS SECTION. DIMENSIONS DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED WR ✓ 26.11.1.2(b) - 2)TRAVEL SPEED r fr REQUIREMENTS OF CHAPTER 170E THE IBC FOR THE ITEMS LISTED IN THIS SECTION. B.BRIDGING-HORIZONTAL OR DIAGONAL NIR ✓ SJI SPECIFICATIONS M 13.1 CONCRETE:SPECIAL INSPECTION AND TESTING PER IBC TABLE 17D5.3 AS NOTED IN TABLE 13,INCLUDING: 3)SELECTED WELDED MATERIALS MR O Q 11.4 STRUCTURAL OBSERVATION WR ✓ - 4)SHIELDING GAS TYPE AND FLOW RATE 15.1 STRUCTURAL STEEL CONSTRUCTION: - N 11.4.1 STRUCTURAL OBSERVATION SHALL BE PERFORMED DURING CONSTRUCTION IN A MANNER AS 13.1.2 CONTINUOUS SPECIAL INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES.. 5)PREHEAT APPLIED SPECIAL INSPECTION AND NONDESTRUCTIVE TESTING OF STRUCTURAL STEEL ELEMENTS SHALL BE IN ACCORDANCE WITH THE REQUIRED TO BECOME GENERALLY FAMILIAR WITH THE IN PLACE CONSTRUCTION. 13.1.3 CONTINUOUS SPECIAL INSPECTION OF BOLTS INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT OF CONCRETE. QUALITY CONTROL AND QUALITY ASSURANCE REQUIREMENTS OF AISC 360,AS NOTED IN TABLES 15A,15B,16C,AND AWS D1.1, 6)INTERPASS TEMPERATURE MAINTAINED INCLUDING: 11.4.2 STRUCTURAL OBSERVATION EXTENT SHALL BE AS INDICATED ABOVE.TIMING AND DURATION OF 13.1.5 SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION OF ANCHORS INSTALLED HARDENED CONCRETE SHALL BE AS 7)PROPER POSITION CONSTRUCTIO OBSERVATIONN.S SHALL BE COORDINATED WITH THE GENERAL CONTRACTOR DURING DESCRIBED IN THE RESEARCH REPORT ISSUED BY AN APPROVED SOURCE(ICC,IAPMO,ETC.). 15.1.1 INSPECTION OF ERECTED STEEL SYSTEM. F.WELDING TECHNIQUES 11.4.3 CONSTRUCTION OBSERVATION REPORTS AND FINDINGS SHALL NOT BE VIEWED AS A WARRANTY OR 13.2 ADDITIONAL REQUIRED SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE PER IBC SECTION 1705,12. 1)INTERPASS AND FINAL CLEANING 15.12 REVIEW OF MATERIAL TEST REPORTS AND CERTIFICATIONS FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS. GUARANTEE BY THE STRUCTURAL ENGINEER, 2)EACH PASS WITHIN PROFILE LIMITATIONS WR ✓ 15.1.3 OBSERVATION OF WELDING OPERATIONS AND VISUAL INSPECTION OF IN-PROCESS AND COMPLETED WELDS SHALL BE AS FOLLOWS: 11.5 SPECIAL INSPECTOR:SHALL BE CURRENTLY WA80 CERTIFIED. 3)EACH PASS MEETS QUALITY REQUIREMENTS A. VERIFY THAT WELD FILLER MATERIAL AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE CONFORM TO AWS 11.5.1 THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE AISC 360 TABLE N5.4,3 SPECIFICATION SPECIFIED.VERIFY WELDERS ARE CERTIFIED BY WABO,THAT PROPER ELECTRODES IN OVEN DRY CONSULTANT APPROVED DESIGN DRAWINGS AND SPECIFICATIONS. 3.AFTER WELDING,VERIFY AND INSPECT THE FOLLOWING CONDITIONS ARE USED,AND THAT PROPER METHODS AND PREPARATIONS ARE USED. aq - 11.5.2 THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, A.WELDS CLEANED NIR ✓ - B. PERIODIC SPECIAL INSPECTION OF WELDING SHALL BE PERFORMED FOR SINGLE PASS FILLET WELDS LESS THAN OR ENGINEER OF RECORD,ARCHITECT OF RECORD,AND OTHER DESIGNATED PERSONS.ALL B.SIZE,LENGTH,AND LOCATION OF WELDS ✓ NIR EQUAL TO 5116"AND FLOOR AND DECK WELDS. RIM,DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE GENERAL - CONTRACTOR FOR CORRECTION,THEN,IF NOT IN CONFORMANCE,TO THE PROPER DESIGN C.WELDS MEET VISUAL ACCEPTANCE CRITERIA C. CONTINUOUS SPECIAL INSPECTION OF WELDING SHALL BE PERFORMED ON COMPLETE AND PARTIAL PENETRATION © = AUTHORITY AND BUILDING OFFICIAL. GROOVE WELDS AND FILLET WELDS GREATER THAN 5118'. 1)CRACK PROHIBITION 11.5.3 THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT STATING WHETHER THE WORK REQUIRING D. ALL WELDS SHALL BE CHECKED VISUALLY. SPECIAL INSPECTION WAS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS 2)WELD TO BASE METAL FUSION TACOMA ssArne-saoKANe--CITIES AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE IBC 3)CRATER CROSS SECTION E. ALL SHOP AND FIELD WELDING SHALL BE SUBJECT TO INSPECTION BY A WABO CERTIFIED WELDING INSPECTOR 2215 N,m Wt St %Sne300 Temma,WADWG ✓ NIR - EMPLOYED BY THE OWNER.THE INSPECTOR SHALL UTILIZE RADIOGRAPHIC,ULTRASONIC,OR MAGNETIC PARTICLE 253.333.2422Tu 2s3.WZ72Fax -Wimm Na 12A.REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS - - 4)WELD PROFILES TESTING AND ANY OTHER AID TO VISUAL INSPECTION THAT MAY BE DEEMED NECESSARY TO ASSURE THE ADEQUACY 5)WELD SIZE OFWELDING.THE OWNER SHALL CARRYOUT TESTING AND INTERPRETATION ATANY STAGE AFTER WELDING. IBC TABLE 1705.8 8)UNDERCUT F. 10%OF ALL FILLETWELDS SHALL BE CHECKED BY MAGNETIC PARTICLE TESTING �o��O�T SPECIAL INSPECTION OR TEST TYPE CONTINUOUS SPECIAL PERIODIC SPECIAL w' INSPECTION INSPECTION 7)POROSITY G. 100%OF ALL COMPLETE PENETRATION WELDS SHALL BE CHECKED BY ULTRASONIC TESTING ` 1.VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO WR ✓ D.ARC STRIKES ✓ WR -ACHIEVE THE DESIGN BEARING CAPACITY H. ALL WELDS FOUND DEFECTIVE AND REPAIRED SHALL BE REINSPECTED BY THE SAME METHOD ORIGINALLY USED. 2.VERIFY EXCAVATIONS ARE EXTENDED i0 PROPER DEPTH AND HAVE MRE.k-AREA ✓ WR - THE COST OF REPAIR AND REINSPECTION SHALL BE BORNE BY THE CONTRACTOR. _ ✓ REACHED PROPER MATERIAL F.BACKING REMOVED AND WELD TABS REMOVED,IF REQUIRED ✓ NIR - I. STANDARDS FOR ACCEPTANCE SHALL BE AS GIVEN IN AWS D1.1. `SgJ ifs ONAL 3.PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIAL MR ✓ G.REPAIR ACTIVITIES ✓ NIR - 15.1.4 OBSERVATION OF BOLTING OPERATIONS 4.VERIFY USE OF PROPER MATERIALS,DENSITIES,AND LIFT THICKNESSES ✓ MR H.DOCUMENTACCEPTANCE OR REJECTION OF WELDED JOINT OR ✓ WR Su bm lttQls/Reyisio n S: DURING PLACEMENTAND COMPACTION OF COMPACTED FILL MEMBER 15.1.5 CONTINUOUS SPECIAL INSPECTION SHALL BE PERFORMED FOR EACH JOINT OR MEMBER.PERIODIC SPECIAL INSPECTION 5.PRIOR TO PLACEMENT OF COMPACTED FILL,INSPECT SUBGRADE AND VERIFY ✓ SHALL BE PERFORMED ON ITEMS ON A RANDOM BASIS.PERIODIC SPECIAL INSPECTION NEED NOT DELAY FABRICATION OR .PERMIT SUBMITTAL' 1�18�iD THAT SITE HAS BEEN PREPARED PROPERLY ERECTION OPERATIONS. 12.1 SPECIAL INSPECTIONS AND TESTS FOR EXISTING SITE SOIL CONDITIONS,FILL PLACEMENT,AND LOAD-BEARING REQUIREMENTS PER 15.1.7 OPEN-WEB STEEL JOISTS AND JOIST GIRDERS: IBC 1705.6.,AS NOTED IN TABLE 12A. SPECIAL INSPECTIONS OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS SHALL BE IN ACCORDANCE WITH TABLE 15E. 12.1.1 THE APPROVED GEOTECHNICAL REPORT AND THE CONSTRUCTION DOCUMENTS PREPARED BYTHE REGISTERED DESIGN 15.1.9 EPDXY ANCHORS:SPECIFIC REQUIREMENTS FOR INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE OR PROFESSIONALS SHALL BE USED TO DETERMINE COMPLIANCE. MASONRY SHALL BE AS DESCRIBED IN THE RESEARCH REPORT ISSUED BY AN APPROVED SOURCE(ICC,IAPMO,ETC.). 1S.1.10 EXPANSION ANCHORS:SPECIFIC REQUIREMENTS FOR INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE OR MASONRY SHALL BE AS DESCRIBED IN THE RESEARCH REPORT ISSUED BY AN APPROVED SOURCE(ICC,IAPMO,ETC.). 15.2 ADDITIONAL REQUIRED SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE PER IBC SECTION 1705.12. 16.1 REQUIRED VERIFICATION AND INSPECTION OF WOOD CONSTRUCTION: 16.1.1 SPECIAL INSPECTION OF THE FABRICATION PROCESS OF PREFABRICATED WOOD STRUCTURAL ELEMENTS AND ASSEMBLIES SHALL BE IN ACCORDANCE WITH IBC SECTION 17D4.2.5 16.2.1 SPECIAL INSPECTION OF SITE BUILT WOOD ASSEMBLIES SHALL BE AS FOLLOWS: Sheet Title: A. HIGH-LOAD DIAPHRAGMS SHALL BE INSTALLED WITH SPECIAL INSPECTION AS INDICATED IN IBC SECTION 1704.2.THE TESTING AND INSPECTION NOTES SPECIAL INSPECTOR SHALL INSPECT THE WOOD STRUCTURAL PANEL SHEATHING TO ASCERTAIN WHETHER IT IS THE GRADE AND THICKNESS SHOWN ON THE CONSTRUCTION DOCUMENTS.THE SPECIAL INSPECTOR SHALL VERIFY THE Dote: 01/11/19 NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES,NAIL OR STAPLE DIAMETER AND LENGTH,THE NUMBER OF FASTENER LINES,AND SPACING BETWEEN FASTENERS IS AS SHOWN ON THE CONSTRUCTION Design:DOCUMENTS. : AMP 16.2.2 ADDITIONAL REQUIRED SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE PER IBC SECTION1705.12.. Drawn: SSO Project No: 2170821.20 NOTES CONTINUE ON SHEET SO.5 Approved: DLS Building No: E a Sheet No: 80.4 COPYRIGHT CRAFT ARCHITECTS 2018 18.1 SPECIAL INSPECTIONS AND TESTING FOR SEISMIC RESISTANCE: f KEY TO ABBREVIATIONS GAYTEWAY LLC. 18.1.1 SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE PER IBC 1ATEG RY C,BE REQUIRED FOR SEISMIC FORCE-RESISTING AS ANCHOR 13OLT SYSTEMS IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C,D,EOR FFOR THE FOLLOWING: ADDL ADDITIONAL L ANGLE A. SPECIAL INSPECTIONS OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE THE QUALITY ASSURANCE AFF ADJACENT O LLH LONG LEG HORIZONTAL REQUIREMENTS OF AISC 341. A ABOVE FINISH FLOOR LLV LONG LEG VERTICAL ARCH ARCHITECTURAL,ARCHITECT LOC LOCATION ASO ALLOWABLE STRESS DESIGN MB MACHINE BOLT ----B. PERIODIC SPECIAL INSPECTION OF NAILING,BOLTING,ANCHORING AND OTHER FASTENING OF WOOD COMPONENTS BLKG BLOCKING MECH MECHANICAL WITHIN THE SEISMIC FORCE RESISTING SYSTEM,INCLUDING WOOD SHEAR WALLS,WOOD DIAPHRAGMS,DRAG BM BEAM MFR MANUFACTURER S ■NELSON STRUTS,BRACES,SHEAR PANELS AND HOLDOWOLDOWNS. BNDY BOUNDARY MIW MALLEABLE IRON WASHER 80T BOTTOM NS NEARSIDE 18.1.2 TESTING AND QUALIFICATION FOR SEISMIC RESISTANCE PER[Be 1705.13 SHALL BE REQUIRED FOR SEISMIC BRG BEARING NTS NOT TO SCALE FORCE-RESISTING SYSTEM IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C,D,E OR F FOR THE FOLLOWING: BS BOTH SIDES NWT NORMALWEIGHT BTWN BETWEEN 01 OVER A. NONDESTRUCTIVE TESTING FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE BU BUILT UP OC ON CENTER REQUIREMENTS OF AISC 341. CIP .CAST IN PLACE. O.F. OUTSIDE FACE CJ CONSTRUCTIOWCONTRO.JOINT OPP OPPOSITE HAND CL CENTERLINE OSB ORIENTED STRAND BOARD CLG CEILING PC PRE-CAST 1200 Fifth Avenue CLR CLEAR PDF POWER DRIVEN FASTENERS,PAF Suite 1300 CMU CONCRETE MASONRY UNIT PAF POWERACTUATED FASTENERS,PDF Seattle,WA 98101 COL COLUMN PERP PERPENDICULAR .. CONC CONCRETE PL PLATE .. CONN CONNECT,CONNECTION PLF POUNDS PER LINEAR FOOT 206.408.8500 phone CONT CONTINUOUS PNL PANEL CSK COUNTERSINK PE,PRE-ENGR PRE-ENGINEERED w .NELSONonline.com CTR CENTER PROV PROVIDE CVR COVER PW PLYWOOD DIA DIAMETER REF REFERENCE ELEV ELEVATION REINF REINFORCE,REINFORCEMENT EMS EMBEDMENT REQ'D REQUIRED ENGR ENGINEER RF ROOF EQ EQUAUEQUIVALENT SCHED SCHEDULE EQUIV EQUIVALENT SHTG SHEATHING ES EACH SIDE SIM SIMILAR EW EACH WAY SIMP SIMPSON STRONG-TIE (E),EX,EXIST EXISTING BOG SLAB ON GRADE EXP EXPANSION SPOG SPACING EXT EXTERIOR SO SQUARE FDN FOUNDATION STIFF STIFFENER FF FINISH FLOOR SW SHEARWALL w FFE FINISH FLOOR ELEVATION T$G TONGUEANDGROOVE FOC FACE OF CONCRETE THK THICK > U j FOM FACE OF MASONRY THRD THREADED Fos FACE OF STUD T.O. TOP OF FS FAR SIDE TOC TOP OF CONCRETE FTG FOOTING TOF TOP OF FOOTING GA GAGE TOPL TOP OF PLATE Q Z GALV GALVANIZED TOS TOP OF STEEL T O GC GENERAL CONTRACTOR TOW TOP OF WALL W Z 1 GL GLUE LAMINATED TRANS,TRANSV TRANSVERSE Q GLB GLUE LAMINATED BEAM TRTD TREATED GWB GYPSUM WALL BOARD TS TUBE STEEL(HSS) HGR HANGER TYP TYPICAL J Z HSS HOLLOW STEEL SECTION UNO UNLESS NOTED OTHERWISE HT HEIGHT WI WITH Q I.F. INSIDE FACE WIO WITHOUT INT INTERIOR WF WIDE FLANGE K\ O JNT JOINT WHS WELDED HEADED STUD 1 1 1 JST JOIST WTS WELDED THREADED STUD N K,KIPS KIPS=1000 LBS WWP WELDED WIRE FABRIC CONSULTANT Moog TACOMA-SEAT LE-SPOKANE•TRI-CRIES 2215 NO =h Street Sul—C ma,Wn BM 259]p.M 1 i5J.W2522.::v Nrev a�.b coy"rv.e s`10NAL 1 B Submittals/Revisions: PERMIT SUBMITTAL 1/18/19 Sheet Title: TESTING AND INSPECTION NOTES Date: 01/11/19 Design: AMP Drawn: SSO Project No: 2170821.20 Approved: DLB Building No: a Sheet No: O COPYRIGHT CRAFT ARCHITECTS 20R F E B C B A DIAPHRAGM SCHEDULE NAILING STIFFENERS BETWEEN �'DIAANCHOR BOLT ASD ALLOWABLE UNIT ASD ALLOWABLE UNIT GAYTEWAY LLC. MARK SHEATHING Lam' STEEL JOISTS SHEAR-SEISMIC SHEAR-WIND DIAPHRAGM BOUNDARIES ALL JOISTS AND PANEL EDGES FIELD SPACING I. 15V APA RATED O STRUCTURALI 10d ATTOC 10d AT 6°OC 10d AT IT OC 26 OF NO.2 AT 24'OC 48"OC 320 PLF 448 PLF SHEATHING V APA RATED ` O STRUCTURAL b°10dAT4"OC tOdATOC tOdAT12"OC 2x8DFN0.2AT24"OC 48"OC 425PLF 595PLF NELSON � C C �.... 4 SHEATHING 'Y.'APA RATED 2x8 OF NO2 AT 24 OC !� OC STRUCTURAL1 tOd AT 2Yz'OC 10d AT 2Y'OC 10d ATIT OC 32"OC - 720 PLF 1008 PLF j SHEATHING 34 OF N0.2 AT PANEL EDGES DIAPHRAGM NOTES: a chitects I. ALL NAILS SHALL BE COMMON,MINIMUM 0.148"DIAMETER AND SHALL PENETRATE INTO -- -- a FRAMING MEMBERS MINIMUM 1 V.NAILS SHALL BE LOCATED AT LEAST%"FROM THE 1200 Fifth Avenue EDGES OF PANELS Suite 1300 Seattle,WA 98101 2. ALL SHEATHING PANELS SHALL BE NOT LESS THAN 4'-0"x 10'-o"UNLESS OTHERWISE APPROVED BY THE ENGINEER.AT BOUNDARIES AND CHANGES IN FRAMING DIRECTION, 206.408.8500 phone i PANELS MAY BE ANY SIZE PROVIDED ALL EDGES OF THE UNDERSIZED PANELS ARE 1 SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING WITH 3x NOMINAL —NELSONon1Ine.com § WIDTH.C STEEL JOIST/JOIST GIRDER AXIAL SEISMIC LOAD SCHEDULE MARK AXIAL SEISMIC LOAD(ULT) NAILER ATTACHMENT LOAD(ASD) REMARKS E=7.9 KIPS 200 PLF SHEAR/iDD PLF UPLIFT a 10, E=10.5 KIPS 275 PLF SHEARH00 PLF UPLIFT 24 E=23.1 KIPS B j 27 E=26.4 KIPS 29 E=20.5 KIPS W i (36) FOR Em=35.7 KIPS a z I 30 FOR Em=38.0 KIPS E=40.7 KIPS J Q z i52 E=51.7 KIPS 1 I 1 L T t 63 E=82.9 KIPS 1 1- {II —F— n 76 Em=76.0 KIPS co z 95 E=95.0 KIPS U-) J 98 E=97.2 KIPSQ T 1.1f 103 Em=103.0 KIPS v W 0 158 Em=153.0 KIPS N 188 Em=168.0 KIPS STEEL JOISTMOIST GIRDER AXIAL SEISMIC LOAD NOTES: 1. E=ULTIMATE SEISMIC LOAD CALCULATED IN ACCORDANCE WITH ASCE 7-10 SECTION 12.11.E.=ULTIMATE SEISMIC LOAD CALCULATED IN ACCORDANCE WITH ASCE 7.10 SECTION 12.4.3.1. 2. STEEL JOIST MANUFACTURER SHALL DESIGN TOP CHORD OF STEEL JOISTIJOIST GIRDER I1 FOR AXIAL SEISMIC FORCE NOTED IN THE SCHEDULE. A ! 3. AT JOISTS STEEL JOIST MANUFACTURER SHALL ATTACH WOOD NAILER TO JOIST TOP CONSULTANT r CHORD WITH CONNECTION DESIGNED TO ACCOMMODATE ALLOWABLE STRESS DESIGN (ASD)LEVEL FORCES NOTED IN THE SCHEDULE.SHEAR FORCES ARE NOT CONCURRENT ..-„ WITH UPLIFT FORCES. .c 4. REFER TO THE ROOF FRAMING PLAN AND DETAILS THAT SHOWWHETHER THE AXIAL LOAD IS TRANSFERRED THROUGH THE JOIST BEARING SEAT,SPLICE PLATES,OR THROUGH THE WOOD NAILER.. O TACOMA SEATTLE SPOKANE-TRFCITIES 2215 N,^30t S1 S ^0 T NA 95403 L. g0 iSubmittals/Revisions: PERMIT SUBMITTAL 1/18/19 i c s ti 6 Sheet Title: I I B i 5 DIAPHRAGM PLAN AND SCHEDULE Date: 01/11/19 4 Design: AMP Drawn: SSO Project No: 2170821.20 N Approved: )LB E c Building No: DIAPHRAGM PLAN j Sheet No: O 6 COPYRIGHT CRAFT ARCHITECTS 207 F E D C B q 210,-0. 40'1' 40'-0' 50'-0' 40'-0' 40'-0' FOUNDATION NOTES: GAYTEWAY LLC. I 1. SEE SHEET SO.1 FOR GENERAL NOTES,SEE SHEET SO.3 FOR TYPICAL DETAILS.SEE SHEET SOA FOR TESTING AND INSPECTION NOTES. ' ,5,,TYP AT DOOR TYP 7T--- o u CL COLS 'TB1T.O.FTG ELEV 2. BEESOILS REPORT FOR ALL FOUNDATION AND SLAB SUPPORT REQUIREMENTS.THIS a .. INCLUDES ALL EXCAVATION,FILL AND FILL PLACEMENT REQUIREMENTS.T.O.FTG ELEV _�_ . __ N °' Oa - [=,-O7 - 10 3. SEE ARCHITECTUR"ECHANICAL DRAWINGS FOR DRAINS,SLOPES,AND OTHER FLOOR __ __ __ __ 3 ____ ___ -_ ___ __ ___ _ _____3'-0" ��^- --- --- --- -- -- - _ _ _ DEPRESSIONS NOT SHOWN. T.O.FTG ELEV ___ _._ _ _r__ _ _ _ ___ __ ___ _ __ ___ _ ___ __ _ _ ___ ___ _ _ -- 4 -_ -1- NNELSON 0° O O 3B ir✓ .`�r`;`/` ; ;. ,r'J./ .' r,r rr rJ f/ J j,;' d /, f, //,, f/� f ' f r , /,' , . 4. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS,ELEVATIONS,AND WALLS NOT ______ _____ __ __ ' SHOWN. _____ , -' '' i i' f' %.%�/ '� ;I r / 5. VERIFY ALL WINDOW AND DOOR WIDTH AND HEIGHTS WITH ARCHITECTURAL 58.1 i ABV ; / j' / +� F , Jr'r, ✓ r. / / J / /.f/ %,' f .rl r DRAWINGS. a r cn i nec[s - � f / � '' /r /` i r` ✓ %fir' ,/'` f•'/` l j �%' f' i f' ,' `;`'r f ,'f/ ',r` / ' ; ,� /f' f , �f' /` ' i' /J`r, f , i ,r`f'. l f / f`; /' / / / / / . fi ✓ 11 6. LOCATIONS OF COLUMNS LOCATED IN WALLS ARE SHOWN SCHEMATICALLY ON % / f - /' J l / I" r r ✓ / /�f` /' `,i' O STRUCTURAL DRAWINGS.THE CONTRACTOR IS TO COORDINATE LOCATION OF COLUMNS 1200 Fifth Avenue T , r , .. 3 STFOUR- RI, / ✓f ,''f.r'�y +/ / ✓ ` f f .tr.. / / - ,/ / ,f f',/ r/ , r f .. ✓ r WITH ARCHITECTURAL DRAWINGS. Suite 1300 Seattle.WA 98101 AT 7. COLUMNS NOT BPECIFICALLY LOCATED BY DIMENSIONS SHALL BE LOCATED ADJACENT fit / / !r f`�,/ /' %f i /f f / f /' •f r''f,-'f ' ,f,r` ,f//' / / ,,' f`` I //f j% !1 53.1 DOOR TO OPENINGS AS DIMENSIONED BY THE ARCHITECT.SEE ARCHITECTURAL DRAWINGS FOR 206.40EIZ500 phone DETAILS AT ALL WINDOW AND DOOR JAMBS. I i ABY `REINF BLAB IN i: i r f r f r r''j` /,,' / r fr ✓'` % % ^"/f / ,-•' AREA FOR CRANE PATH W/ ✓!i ,/ / ,f / ,; / ./r• ,'` ' / /, r /r• ` ' a 8 w .NELSONonline.00m 6 I / % ,' 1 ; / ✓f '"`f SEE ARCHITECTURAL DRAWINGS FOR STUD SIZE,SPACING,AND CALLOUTS AT F`#4AT16'OCEAWAYATCL, %'JJ :^',% 56.1 f r ` ,✓/ - / J,' ,r / f ✓ ' r /' ! t `r"r NONSTRUCTURAL WALLS. ,OF BLAB r � l '/r - / r .'"/ /`�r r / f /� f' r r' i t / ? f/` 'f ✓r` % /' t ' f / ,' r !f / fr / '' %' f` `J- 9. FOR TYPICAL CONNECTION OF NON-LOAD BEARING WALLS TO B USE /%,. `/' ,'' /' f % f %� /YJ✓// /r ' i ! / rr `,,/'_ f 'J' ,fr r ! TO.FIG ELEV N LAB, POWER f s r , f !� ❑-=! j/ ,' I r r ,' , / , ,,' /F / ,% / ,✓ ',��'3,-0" ACTUATED FASTENERS AT 16'O.C. , r ® r / /' .r i' i rr. ,! // , r' 10. PANEL DIMENSIONS SHOWN ARE TO CENTERLINE OF PANEL JOINT.SEE r_____i 4 / r f' /, ` ,f ''` / ,- / r; " " , ,' f! f i ,` ,�,` /, rJ / / '%� `/r r r r// r ,✓/, J f ,' / /`r 12 ARCHITECTURAL DRAWINGS FOR ADDITIONAL PANEL DIMENSIONS. ,/ ,/ ; %/ r f/,''± '''�.^' F ;'`` ;r', f r A V >/.; /r r ,, (, ✓ r' / ,f f/r, ,,nrr ! / ,, / , , , %/ / ,J J, r' i rr ,r ff r ;' r. , r, r' i /j / ,f � 4'-0O POUR 11. ELEVATIONS OF PANELS ARE SHOWN ON SHEET55.1 THRU 55.4. / ✓,.. f /'f/ /rfSTRIP "' ' % f,✓,r` ','/ ,/'r ` !,"f / / / j ,r / ,�' / , /'`�J -rf ,✓ r ',' j.,, / ;' / '' j AT COL 12. UNLEBS NOTED OTHERWISE.TILT-UP PANEL ELEVATIONS SHOW PANELS VIEWED FROM f. f r/ f! f r`f INSIDE OF BUILDING LOOKING TOWARDS BUILDING EXTERIOR. �r ��f F75 r Fa O F8.0 > rr ' ` F75 i , ' / '' ' !, //!', . •' ��� .� q°`` ///- ' '✓% }4°�L LEGENDS Q 'o+ +so+ o' }o+ ! / }e , - - --- Q JC L r /r `r f / ✓ %` f ��+ 's "�+ �� ✓ r ! r r 53.1 _- STEP FOOTING LOCATION-SEE DETAIL SISO.3. _ r / % 7 s/ :✓ / / Gf 0c'y �� rf r f S Q Z f l / f , CAST IN PLACE CONCRETE WALL BEE PLAN AND DETAILS FOR LU .r ,.'� / /`�;✓ / %�( / /'` / /' fr r REINFORCING REQUIREMENTB ^ R 6'UNREINFORED CONC SLAB ON GRADE- ' f 'r - ,r r' 2,-0. P1 TILT-UP CONCRETE WALL.FOR REINFORCING REQUIREMENTS / / // ✓1 % ,f % /'"f,. SEE GEOTECHNICAL ENGINEERING REPORT ✓F' ,.'j / _ AND JOINT LOCATIONS,SEE TILT-UP CONCRETE PANEL a FOR SUBGRADE PREPARATION CAPILLARY r/ F/ / /'' /��' ELEVATIONS ON SHEETS S5.1 THRU 55A. BREAK,AND VAPOR BARRIER f ! r o Q f r ' PANEL JOINT BETWEEN TILT-UP CONCRETE WALL PANELS N / r / i..'✓ ✓/'`r i/ %`f /_o. / f`.r ram" T.O.FTG ELEV , ® � ;/ /r `%,/ /.✓ ,'''` fr! % f '''j r'�!` '` ! "'% l f, r`f �j' l `` /� r'f f f '"r" r f/', r / ✓ '/f 1a FOOTING H f, f; / f" //f'i` r" ,%r'✓' / %J' ,/ 'iy£Pf /', J''f'`° / ' r V-o'POUR SCHEDULE T.O.FTG ELEV / ! ✓ ,'%,.r / / fifJ'•j./' �o+ip r J'/''f / i t r rrfr f'r Jr�/f r ,/,- r^ J rr ,%% ! / % STRIP rO =-1,-0„ /f 'i /:r i/ f`/' +� J' / f / f r / ,` +G9 / f r- /` ' /f f +vs r r /` JF"/- , r , AT COL MARK SIZE REINFORCING REMARKS r,,✓ /F6.0:' i 4 F4.0 4'-0"z4'-0"x1'-0" 4 95 EACH WAY AT BOTTOM OF FOOTING F4.5 4'6"x4'S'x1'-0' 4#5 EACH WAY AT BOTTOM OF FOOTING / / '!r . f' � /` i/i' 9 F7.5 �/'✓ / J,/./ .'�' / r/,-' ,rf `f„^. r /! ,, ,/ % , r 3 () CONSULTANT TYP AT S O FOOTING 2 "`t" /!,✓ r ,; vo / ' / / 't r✓ ` %f`F %!,. r/. f" //' ✓ '`�- -0" 0' EACH WAY BOTTOM of FOOTI F5.0 5'-0'x 5' x 1'- 5 iffi EA 53.1 OPNG ',..r' r" , `,i / /`' +>• /,r/f.'` /`r /"r/ ✓r ! ''r / /i r f r✓ / rF'" °` r 0+ F8.0 6'-0'z 8'0"x 1'-0" (B)Its EACH WAY AT BOTTOM OF FOOTING 1 '/ r t r' f /t, r f r % 4 d i ,✓ J' ''fr//'r/ ; f ''% !` '' i r' FILE 6'43"x 6'S'x 1'-0" 7#5 EACH WAYA J TIP i i/ , ! , r it •' ,+ r w !. r.! r f.'f`t%r i/f' / J /r f' J �J () AT BOTTOM OF FOOTING Fm%7�* #. f % 15 4 F7.0 T-0'x T-0'x 1'-0" (7)#5 EACH WAY AT BOTTOM OF FOOTING ^� 1 F7.5 T-B'x T.6"x V.2' (8)#5 EACH WAY AT BOTTOM OF FOOTING ©d�3 / "' ✓r/ J , , v`y�B , ' r "`! TlE SPOKANE-TR CITIES TACOMA SEAT F8.0 8'-0'x8'-0"x 1'-2" (8)#5 EACH WAY AT BOTTOM OF FOOTING r . / , r / �s3.1 f1 r, i , J 2M.Narlh 90ih Sl22 83 te3C0 Tacoma WA98403 EQ TYP EQ EQ TYP r f� v ^ / r'' // w/ / � '' f /' / ' '' ' / ' � 253.9491422 iEL 253.33325i2 r,�x w v,.aM1hl.cxn��e f�-% �-- -- rr-�-= r _r . -r L_- _ FOOTINGS SCHEDULE NOTES: f _ 3-0TRPoPR 'f,/r r`,,/' /f r,�, i /'r/',f /`,%�,--' r - - 1. TOP OF FOOTING ELEVATION=-0'S'UNLESS NOTED OTHERWISE ON PLAN. / J rs S r / ✓ ,�,r / _r� //`r i f / " - r ' / r T.O.FTG ELEV 1 78 O�t 4PT f''f! /'f'f r i' '' F .✓ ,/ f r t ,!''/^,yJ..i _4-9" m m S31 2. FOOTING DESIGN BASED ON 2000 PSF ALLOWABLE SOIL BEARING PRESSURE. �" TYP 3. EQUALLY SPACE REINFORCING IN EACH DIRECTION. ® 'r/,,✓ , ✓ %/ / p,_! f f/ '/ i r'J / , O �,�„c, .T Submittals/Revisions: r, r ,, ! �,•- f / r FaD, PERMIT SUBMITTAL 1/18/19 7.5 `.` ' /',, / S3.1 TYP _ TYP AT e, DOCK 53.1 DOOR / / f rr `r% / ,: ✓ n ,'r % INT COL 'J/`t.,,'�/ rff , f' / s�, f r ' � // Jr f J ,f / r 'r ' f /f / � r ,r! % l`/'J✓ z1 r , f ' CICQC I333�e/ / / r / ,,!� / ,✓ / / / = // / r,; .% 18`0'POUR .. / l FROM GRID F / ` ` _/r/t/'' r/ / !f; f / % STRIP CONSTRUCTION OR rJJ' CONTROLJOINTPER� f / ,r , % ,' ✓ f % %r/ / i j�'r 50.3 i f/" �// f ,/ ' if i r /r �!_T.�.-0FTG ELEV T.O.FTG ELEV�' �r r �' l Sheet Title: r FOUNDATION PLAN Aev % %%_ r /r / / o" � ✓ '/ ''r/ r %`� f f� rr % r r Date: 01/11/19 -MATCHLINE -_ � J@+ ' - % !_t +-- ----- - - r / ' o .o ' � f - �fi ;-� ----------------- _rnATCHLINE Design: AMP ---------------- -- r Drawn: SSD r , - - - -- - - - - - - 5 Project 9 2170821.20 ,r r r iI rr;,r ! f f /, / a ; / . J, i', r✓ ,'/i`, / I Approved: DLB FOUNDATION PLAN Building No: 3/32"=t,-0„ D Sheet No: CO°"RICHTCRA" ARCHIECTS2016 ABV MATCHLINE II }e+��, ^O} gyp . - I MATCHLINE FOUNDATION NOTES: 1. SEESHEETSO.I FOR GENERAL NOTES,SEE SHEET 80.3 FOR TYPICAL DETAILS.SEE i SHEET$0.4 FOR TESTING AND INSPECTION NOTES. _ GAYTEWAY LLC. --' - x x - - - - - - - S 2. SEE SOILS REPORT FOR ALL FOUNDATION AND SLAB SUPPORT REQUIREMENTS.THIS '5 (. INCLUDES ALL EXCAVATION FILL AND FILL PLACEMENT REQUIREMENTS 53 F6.0 3. SEE ARCHITECTURALIMECHANICAL DRAWINGS FOR DRAINS,SLOPES,AND OTHER FLOOR II DEPRESSIONS NOT SHOWN. 49 ui 4. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS,ELEVATIONS,AND WALLS NOT SHOWN ■NELSON 51 I - 29 ABV � / .�� +'� . - �'/ 5. VERIFY ALL WINDOW AND DOOR WIDTH AND HEIGHTS WITH ARCHITECTURAL i DRAWINGS. ---- EQ TYP EQ TYP EO TYP 1 8. LOCATIONS OF COLUMNS LOCATED IN WALLS ARE SHOWN SCHEMATICALLY ON CRAn ---- TYP STRUCTURAL DRAWINGS.THE CONTRACTOR IS TO COORDINATE LOCATION OF COLUMNS a r c he c WITH ARCHITECTURAL DRAWINGS. 7. COLUMNS NOT SPECIFICALLY LOCATED BY DIMENSIONS SHALL BE LOCATED ADJACENT 1200 Fifth Avenue TO OPENINGS AS DIMENSIONED BY THE ARCHITECT.SEE ARCHITECTURAL DRAWINGS FOR Suite 1300 8'-0"POUR Seattle,WA 98101 STRIP 48 DETAILS AT ALL WINDOW AND DOOR JAMBS. CL COL IS 33e" - 8. SEE ARCHITECTURALWALLS. FOR STUD SIZE,SPACING,AND CALLOUTS AT 208.408.8500 phone /� NONSTRUCTURAL WALLS. FROM GRIDF O w .NELSONonlIne.com F4.5 9. FOR TYPICAL CONNECTION OF NON-LOAD BEARING WALLS TO SLAB,USE POWER ACTUATED FASTENERS AT 16"OA. --' T r �+ + 3 TYPAT % PANEL DIMENSIONS SHOWN ARE TO CENTERLINE OF PANEL JOINT.SEE 48B y,,�,p 4 S31 DOCK ARCHITECTURAL DRAWINGS FOR ADDITIONAL PANEL DIMENSIONS. DOOR F8.0;'' - _ - 11. ELEVATIONS OF PANELS ARE SHOWN ON SHEET 85.1 THRU 85.4. 3'-D'POUR i ``•5 12. UNLESS NOTED OTHERWISE,TILT-UP PANEL ELEVATIONS SHOW PANELS VIEWED FROM STRIP '�' T.O.FTG ELEV INSIDE OF BUILDING LOOKING TOWARDS BUILDING EXTERIOR. 3.1 Q TYP AT LEGEND: TNT COL I ( g ® 25 T STEP Uj FOOTING LOCATION•SEE DETAIL 51SO.3. / ` Z 6 CAST IN PLACE CONCRETE WALL.SEE PLAN AND DETAILS FOR CONSTRUCTION OR 4 33.1 REINFORCING REQUIREMENTS Q Z CONTROL JOINT PER 50.3 4 !� = O T.O._FTG ELEV� P1 TILT-UP CONCRETE WALL.FOR REINFORCING REQUIREMENTS Q AND JOINT LOCATIONS,SEE TILT-UP CONCRETE PANEL IL\ /vvR 1 ELEVATIONS ON SHEETS S5.1 THRU S5.4, Z I I PANEL JOINT BETWEEN TILT-UP CONCRETE WALL PANELS. � 0 MM fr W C) Q TYP AT cli TYP T•�,FBTGIELEV FOOTING SCHEDULE t tl Y m � TYPAT 2 / 28 MARK SIZE OPNG ` �. r- - F4.5 4'S'x4'-0x10 REINFORCING REMARKS ----- I <, ----- --------- (4)#5 EACH WAY AT BOTTOM OF FOOTING F40 4'-0'x4-0"x1-0 7.5 ' ---- -- --- ---- -- -- (4)#5 EACH WAY AT BOTTOM OF FOOTING F5.0 54'x 5.0 x 1 0 (5)#5 EACH WAY AT BOTTOM OF FOOTING I , ' I PP T.�,FTGELEV F6.0 64,x8.0'x 1'-0" (8)#5 EACH WAY AT BOTTOM OF FOOTING r F6.5 5-5"x8.6'x 1'-0" (7)#5 EACH WAY AT BOTTOM OF FOOTING If„i O� F7A 7'A"x7'-0"x1'-0" (7)#6 EACH WAY AT BOTTOM OFFOOTING CONSULTANT f " I F7.5 7'-6"x7-8'x1-2' (8)#5 EACH WAY AT BOTTOM OF FOOTING 8'-0"POUR FB.D V-VxS-010'-2' (8)#5 EACH WAY AT BOTTOM OF FOOTING 1 8 UNREINFOREDCONCSLABONGRADE- STRIP 5OR GEOTECHNICALPARATI NCGILLARY 4 O©O� TYP FOR SUBGRADE PREPARATION CAPILLARY $ FOOTINGS SCHEDULE NOTES: BREAK,AND VAPOR BARRIER LLLLLL 43 1. TOP OF FOOTING ELEVATION=-V-8"UNLESS NOTED OTHERWISE ON PLAN. TACOMA•SEATTLE-SPOKANE-TRI-CITIES 2. FOOTING DESIGN BASED ON 2DOO PSF ALLOWABLE SOIL BEARING PRESSURE. 2213 NoM 30h street,Sufto 300 Tomme WA ee4o3 r-----3 T.O.FTG ELEV 253,H3.2422 7& 213,363.2172 rut -Wm. mm wEB =-2'•8' 3. EQUALLY SPACE REINFORCING IN EACH DIRECTION. 4. PROVIDE F CLEAR TO REINFORCING AT BOTTOM OF FOOTING.o+,\p VTsp Ss� i I Z�%av wAag„o0�d 16'•0'POUR STRIP OI F50� AT CAL 7.5 F8.(, F8.0 •1 - - - - � A.�lVReL BNeL�� ONAL 54.3 ABV }0+ 53.1 2 TVP AT a6 L"42 7 i �y90 OPNG S U bmitt015/ReVISIO n S: Y- m 31 PERMIT SUBMTrAL 1/18/19 I II ; 3'•O'POUR I L REINF SLAB IN HATCHED STRIP AREA FOR CRANE PATH Wl TYP rI 1, #4 AT 16"OC EA WAY AT CL 1 41 1 i- 3 OFSLAB � Iw 53.1 $ hI ai 54.3 � g III ABV 8.1 ^III T.O.FTG ELEV I i 32 r I I I 4 t T-0"POUR ABV ______ ________________ STRIP t �. t I I r 40 ® ®I --- ------ -- - -- ---- ------- ' Sheet Title: - --- L - ----- - --- - -- - - 1.,.: 38 37 1 ® 35 .....� ® �T.O.FTGELEV FOUNDATION PAN TYP 3A CL COLS =4.0" Date: 01/11/19 TYP AT 40,6• 40'•0„ 501•0' QPNG 4U-T 40'-V Design: AMP I 210'•0' Drawn: SSO F E D C g q O� Project No: 2170821,20 Approved: DLB FOUNDATION PLAN ,� �� D Building No: I 3/32"=1,-0„ U a a Sheet No: COPYRIGHT CRAFT ARCHITECTS 2016 ROOF FRAMING NOTES: F E D C 6 f L SEE SHEET SO.1 FOR GENERAL NOTES.SEE SHEET$0.3 FOR TYPICAL DETAILS.SEE . 210'4' SHEET S0.4 FOR TESTING AND INSPECTION NOTES. nJ��/�'C,A//��/ I /'� 40'-0" 40'-0' 50'-0' 40'-0' 40'-0' 2. STEEL JOIST DESIGNATION IS SHOWN AS TOTAL LOAD IN POUNDS PER FOOT OVER THE GA I 1 L Y Y A I LLC. SNOW LOAD IN POUNDS PER FOOT. TYP 3. JOIST GIRDER LOAD DESIGNATION IS SHOWN AS TOTAL LOAD IN KIPS ON EACH PANEL 25-1113T16' 2T-4' BTWN POINT. 26'-9" 542 2T-25t8" 26'-9' 2Td" f 26'-9" 2T-0" 7YPA 1 26'-8" JOIST 2T-4° ZT-11 - 4. AT EACH COLUMN SUPPORTING JOIST GIRDERS,STEEL JOIST MANUFACTURER SHALL JOIST 54.1 54.1 MATCH THE BEARING DEPTH OF ALL JOIST GIRDERS FRAMING INTO COLUMN. TYP 2T-0518' - - -.-.-.-.___. ._._ _.---.-.--.- .-_.-.----- -..-.--- -.-._--.-.-. ---_ .- .---.-_-.-.-._. ---�.�-.-,-.. \_.-.-.__._- ._.-. _-_.-_.-.-.--._ i - - 1 5. AT EACH JOIST GIRDERNJIDE FLANGE BEAM SUPPORTING STEEL JOISTS,STEEL JOIST ■NELSON 28''3. 6 I 1 MANUFACTURER SHALL MATCH THE BEARING DEPTHS OF ALL JOISTS FRAMING INTO 8 S4.1 t r ' \ JOIST GIRDER/WIDE FLANGE BEAM. 11 / ,/ \ I STEEL JOISTS AND JOIST GIRDERS MAY HAVE NON-STANDARD BEARING HEIGHTS,STEEL DETAILER TO COORDINATE HEIGHT OF BEARING SEAT WITH JOIST MANUFACTURER a r c n UNLESS NOTED OTHERWISE STEEL JOISTS SHALL HAVE SEAT DEPTH FOR 5112"TOTAL TYP DEPTH WITH 3xWODD NAILER. BTWN 5 P F/ J7 1200 Fifth Avenue JOIST S4.1 �\ ? / 7. STEEL ROOF JOIST SUPPLIER SHALL PROVIDE BRIDGING FOR STEEL JOISTS PER STEEL Suite 1300 _ + 3x 6 TYP AT Seattle"WA 98101 / ` JOIST INSTITUTE AND MANUFACTURERS RECOMMENDATIONS.IN ADDITION TO LOADS TIP AT ` SKYLIGHT 2Td' SHOWN,BOTH JOISTS AND BRIDGING SHALL ALSO BE DESIGNED FOR A NET UPLIFT OF 411 \ 206.408.8500 phone JOIST 54.1 O,\ x6TYP AT \ SKYLIGHT r.` J.^ �t: CANOPY BELOW '.,\ 05 B. STEEL JOIST MANUFACTURER SHALL DESIGN STEEL JOISTS AND JOIST GIRDERS FOR www.NELSONonline.com SE� '`\ LOADS DUE TO SPRINKLER SYSTEM.CONTRACTOR SHALL COORDINATE AND PROVIDE i32 LH 3671250 AT 101-0"OCOB TVP UNO / JOIST MANUFACTURER WITH MAGNITUDE AND LOCATION OF LOADS.JOIST 11 \ '1 •;l \\ MANUFACTURER SHALL BID 250k"ADO LOAD"AT EACH JOIST U.N.O.CONTRACTOR SHALL _ t / ATTACH POINT LOADS TO JOIST PANEL POINT R.PROVIDE ADDITIONAL FIELD INSTALLED S4.4 OPPR �• 1 j ANGLE WEB REINFORCEMENT. s / 1 % I 9. STEEL JOIST MANUFACTURER SHALL DESIGN STEEL JOISTS AND JOIST GIRDERS FOR ANY ADDITIONAL SPECIAL LOADS AS INDICATED ON THE STRUCTURAL DRAWINGS.THESE 11 j LOADS SHALL INCLUDE SNOW DRIFTING,MECHANICAL EQUIPMENT,AXIAL SEISMIC FORCES,CHORD FORCES,ETC.AXIAL LOADS IN JOIST AND GIRDER TOP CHORDS AS INDICATED,SEE STEEL JOIST/JOIST GIRDER AXIAL SEISMIC LOAD SCHEDULE ON SHEET •'•,, / 6 54.2 4P 8 2 TYP , 28,-8„ SOS °D 11 I/ 54.2 S4.2 '\,/% 54.2 `l ?f 54.2 S4.2 �� 1 10. STEEL JOIST MANUFACTURER SHALL LOCATE,SIZE AND PROVIDE ERECTION BOLTS AS W 4 -i 27 ,� / \ 1 i S42 AT COL - 2 REQUIRED.STEEL DETAILER SHALL COORDINATE LOCATION OF BOLT HOLES IN ALL CAP ` / \ z 13 S4.4 5 48 G 4N 11.4K 27 48 G SN 11.SK 27 48 G 4N 19.OK O 27-fi0 G 4N/B.OK 38 PL,EMBEDS,ETC. r v S42 29-6" 11. STEEL JOIST MANUFACTURER SHALL PROVIDE 3x OF NO.2 SHOP INSTALLED WOOD Q w 27-015I16" 'F 29-6' ,-"� 2B'-0" 29'-6" NAILER ON ALL JOIST TOP CHORDS.NAILERS SHALL BE CAPABLE OF TRANSFERRING SHEAR FORCE INTO JOIST TOP CHORD IN ADDITION TO MINIMUM NET UPLIFT.SEE STEEL JOIST/JOISTGIRDERAXIAL SEISMIC LOAD SCHEDULE ON SHEET SOS FOR NAILER Z Z I I ATTACHMENT LOAD. Uj �0 54.1 I 4 �" I! 12. LOADS DUE TO HIGH LIFT OVERHEAD DOORS HAVE NOT BEEN INDICATED IN THE ROOF 54A \ 54.2 �'• I DESIGN.CONTRACTOR SHALL COORDINATE SIZE AND LOCATION OF FRAMING REQUIRED TO SUPPORT HIGH LIFT DOORS _j (.0 z 26'-9" 7•_, 5e �, N - 13. STEEL JOISTS SHALL BE PRE-ASSEMBLED INTO PANELS FOR ERECTION PER OSHA 29 CFR w '" -0" PART 1926.757 Lp r _ 32 LH 3671250 AT 10' OC 8 b O t 3 ¢ - --- m Q B8 14. SHEATHING SHALL BE 8'-0"x 10-0"PANELS PANEL JOINTS SHALL BE STAGGERED SUCH THAT THE OFFSET JOINTS RUN PERPENDICULAR TO SUPPORTS. N TYPAI JOIST S4.1 3 3 \ 54.2 TYP 54.2 -P I 28-6' 2 TYP 8 TYP 27,d. I S4.2 TYP 54.2 2 3 S42 AT COL4 3 44 G 4N 14.3K 29 27-47 G qN 14.3K 29CONSULTANT . 5 28,-0, .. 54.2 /( 2 0 ' 54.2 TYP - 29$" TYP ,\� i I f \ 18 LH 3601250 AT 10'-0"OC 8 TYP z j BTWNdab JOIST j I. tt Nq i `•\ %/ ( � TACOMA BEATTfE 3POKANE TR4CITIES 2fi'9" & ` •� \ S143 + 2215 Narlh Wt Street Suite= T-,WA 91W03 j 253.3831422 Tu 20.333 M- -W.- 2 j B A N S4.3 95 I" 5 W24x84 52� W24x84 103 5 � W24x94 168 ------ -- - ------ - -- ----- �a� L. g0 1 54.3 $ 6 54.9 6 5 168.. 1 2 NP OT xesgilt,Oaf 54.4 54.3 54.3 54.3 54.1 54.1 B7WN s JOIST 25-9" 2T�° TYP AT JOIST I 25-9" 2Td" I 2T-11' SJONAL lrf Submittals/Revisions: o PERMIT SUBMITTAL 1/18/19 4-- - - ❑ i o " - - - - - - - - - - 2T-5 t/4' S 5.4 OPP 0 a O S4.1 m o o ROOF SHTG AND 2x STIFFENERS a s -SEE DIAPHRAGM SCHEDULE X- AND PLAN ON SHEET SO.6 FOR a XSIZE AND ATTACHMENT n TYP AT q 54.1 JOIST 54.4 N Sheet Title: TYP u 2 BTWN SA1 JOIST ROOF FRAMING PLAN Date: 01/11/19 ATCHLINE M MATCHLINE Design: AMP .-�---- -_ ------- ----- �� -------- -------- --- -s-_--.. ------- 29-s Drawn: SSO f.- Project No: 2170821.20 - - !� m, - Approved: )LB N s4 zTd' O Building No: FOUNDATION PLAN 1 N , 3/32=T_0" Sheen No: COPYRIGHT CRAFT ARCHITECTS 2016 l I. ROOF FRAMING NOTES: MATCH LINE I MATCHLINE 1. SEESHEETS0.1 FORGENERALNOTES.SEESHEET 80.3 FOR TYPICAL DETAILS.SEE ___ _______ ________ _______ ________ __________ __________ _____________.___}___._______--___-_______ 4- SHEET SGA FOR TESTING AND INSPECTION NOTES. GAEW r," ���. `� I I 2. STEEL JOIST DESIGNATION IS SHOWN AS TOTAL LOAD IN POUNDS PER FOOT OVER THE YTH�r -� o SNOW LOAD I-- N POUNDS PER FOOT. - b o' - - - -�- - - --- - 5 3. JOIST GIRDER LOAD DESIGNATION IS SHOWN AS TOTAL LOAD IN KIPS ON EACH PANEL 6 POINT. �'-0• S4.4 29'$" i 2T-0" 4, AT EACH COLUMN SUPPORTING JOIST GIRDERS,STEEL JOIST MANUFACTURER SHALL MATCH THE BEARING DEPTH OF ALL JOIST GIRDERS FRAMING INTO COLUMN. ■NELSON 4 Sa.4 1' 5. AT EACH JOIST GIRDER/WIDE FLANGE BEAM SUPPORTING STEEL JOISTS,STEEL JOIST 2 TYP MANUFACTURER SHALL MATCH THE BEARING DEPTHS OF ALL JOISTS FRAMING INTO BTWN JOIST GIRDERIWIDE FLANGE BEAM. sa.1 Jolsr II I 6. STEEL JOISTS AND JOIST GIRDERS MAY HAVE NONSTANDARD BEARING HEIGHTS,STEEL arch is h t P .� I DETAILER TO COORDINATE HEIGHT OF BEARING SEAT WITH JOIST MANUFACTURER. UNLESS NOTED OTHERWISE STEEL JOISTS SHALL HAVE SEAT DEPTH FOR 511C TOTAL % - o DEPTH WITH 3z WOOD NAILER. 1200 Fifth Avenue Suite 1300 o o 7. STEEL ROOF JOIST SUPPLIER SHALL PROVIDE BRIDGING FOR STEEL JOISTS PER STEEL Seattle,WA 98101 lid 9 ',nJl JOIST INSTITUTE AND MANUFACTURERS RECOMMENDATIONS.IN ADDITION TO LOADS i m l I SHOWN,BOTH JOISTS AND BRIDGING SHALL ALSO BE DESIGNED FORA NET UPLIFT OF 206.408.8500 phone 26-9" 10.0 PSF. w .NELSONoniine.com 'F. 8. STEEL JOIST MANUFACTURER SHALL DESIGN STEEL JOISTS AND JOIST GIRDERS FOR LOADS DUE TO SPRINKLER SYSTEM.CONTRACTOR SHALL COORDINATE AND PROVIDE ' ! 1 TYP AT JOIST MANUFACTURER WITH MAGNITUDE AND LOCATION OF LOADS.JOIST 54.1 JOIST MANUFACTURER SHALL BID 250N'ADD LOAD'AT EACH JOIST U.N.O.CONTRACTOR SHALL 3 z TYP 3 ATTACH POINT LOADS TO JOIST PANEL POINT OR.PROVIDE ADDITIONAL FIELD INSTALLED I TYP S4,2 29'-6' �'2 2 1 ROOF SHTG AND 2z STIFFENERS 342 TYP,,.. I -SEE DIAPHRAGM SCHEDULE ANGLE WEB REINFORCEMENT. 5 I 5 rr(i o o AND PLAN ON SHEET SOB FOR S4.1 O z 9. STEEL JOIST MANUFACTURER SHALL DESIGN STEEL JOISTS AND JOIST GIRDERS FOR ANY S4A x x SIZE AND ATTACHMENT _ -TI ADDITIONAL SPECIAL LOADS AS INDICATED ON THE STRUCTURAL DRAWINGS.THESE iY w 0 5 LOADS SHALL INCLUDE SNOW DRIFTING,MECHANICAL EQUIPMENT,AXIAL SEISMIC FORCES,CHORD FORCES,ETC.AXIAL LOADS IN JOIST AND GIRDER TOP CHORDS AS INDICATED,SEE STEEL JOIST/JOIST GIRDER AXIAL SEISMIC LOAD SCHEDULE ON SHEET 4 54.2 TYP m 29'-6' 0 27-0 S0.6 70. STEEL JOIST MANUFACTURER SHALL LOCATE,SIZE AND PROVIDE ERECTION BOLTS ASTYP AT u W JOUST S4.1 .`�, a �' a REQUIRED.STEEL DETAILER SHALL COORDINATE LOCATION OF BOLT HOLES IN ALL CAP YI PL,EMBEDS ,ETC. �l Z �f I $ § I DS �! a - 11. STEEL JOIST MANUFACTURER SHALL PROVIDE 3z DF NO.2 SHOP INSTALLED WOOD 3 ^ \ I NAILER ON ALL JOIST TOP CHORDS.NAILERS SHALL BE CAPABLE OF TRANSFERRING `� I - - SHEAR FORCE INTO JOIST TOP CHORD IN ADDITION TO MINIMUM NET UPLIFT.SEE STEELLU 7 Q O JOISTI JOIST GIRDER AXIAL SEISMIC LOAD SCHEDULE ON SHEETS0.6 FOR NAILER L T � ATTACHMENT LOAD. 1 b 12. LOADS DUE TO HIGH LIFT OVERHEAD DOORS HAVE NOT BEEN INDICATED IN THE ROOF I� v tX o DESIGN.CONTRACTOR SHALL COORDINATE SIZE AND LOCATION OF FRAMING REQUIRED j (0 z I - TO SUPPORT HIGH LIFT DOORS J I P 28'9, 13. STEEL JOISTS SHALL BE PRE-ASSEMBLED INTO PANELS FOR ERECTION PER OSHA 29 CFR JOIST BTWN 2 TYP `�..,,... 1 j PART 1928.757 V W 14.. SHEATHING SHALL BE S.T x 10'-0"PANELS.PANEL JOINTS SMALL BE STAGGERED SUCH N THAT THE OFFSET JOINTS RUN PERPENDICULAR TO SUPPORTS. ~` TYP Ai 1 BNIN 2 3 54.3 I JOIST 54.1 JOIST S4.1 1 W24z84 W24x84 W24z84 158 158 54.4 I 5 3 5 3 5 63 F i 54,3 54.4 54.3 S4.4 54.3 j CONSULTANT 32 w 3671250 AT 10'-0'OC 8 'q' TACLIMA SEATT F SPOKANE TRICRIES 5 i „,�, \ YL15N 30!M1St t.5:,300 T WA95403 $4.1 I. 253,383,2422-:t 253. 11172,nx wur.�a:�bi.mm v,Te 26'-11112' 54.4 OPP 54.1 \.� II 3 TYP - - c rlgJ 29.6' 29'4' Y I 3 ^•..~ „%- 48 G 4N 10AK 24 2 48 G SN 10.5K 24 AT S4.2 COL _ --- - 8 910NAL Oti 36 zr-aT/B" s4s 6 a saz Sub-nit t CIs/Revisions: 54.2 54.2 TYP 2' j S4.2 - 5 S'JEMiTTAL 1/18/19 sa 1 T S4.a F] I zT-0^ I TIP 3z87yP AT I BTWN 541 `A.�m.. ( �. /I SKYLIGHT f` I l; JOIST. 2z8TYP A7 i` �- CANOPY BELOW ' j } SKYLIGHT SE t 1.. 32 LH 3W250 AT 10'-0"DCOTYP NO S4.5 ` 4 .` TYP 54.2 TYP AT;)_ JOIST ✓ i f , f.• Sheet Title: - -� TYP nP�_�- - - -L- 9 ROOF FRAMING PLAN z7-13 B 26-V 54.1 JOIAi ST 54.1 BTWN JOIST Date: 01/11/19 2 S4.a zr-0 Deslgn: AMP 2T-11 13116• aD'-D' 4a4^ so'-o^ aa'-m 40'-rc Drawn: SSO I I I 210'-0" 2170821.20 Project No: F E D C B A Approved: DLB FOUNDATION PLAN O� Building No: 3/32=T_0" Sheet No: COPYRIGHT CRAFT ARCHITECTS 2016 RID RI FOR CALLOUTS GAYTEWAY LLC. FOR CALLOUTS IN COMMON IN COMMON SEE( RI CL PANEL,VERTICAL SEE( REINF AND OONT FTG SLOPE SLAB AT DRIVE-IN TRUCK SEE PANEL ELEVATIONS SLAB AND REINF DOOR-DO NOT SLOPE AT MANDOOR GRID OR DIMENSION FOR PANEL TO SLAB GRID OR DIMENSION TILT-UP PANEL LINE LINE PER E.,NTRSLOPE TRUCK DOOR PER AND STOREFRONT CONDI110NS REINFORCING 3 DRIVE-IN TRUCK DOOR PER BEYOND q4 SLAB DOWELS x*6"AT GALV L 3 x 3xs/e TILTUP PANEL a ■NELSON 16"OC-CENTER ON JOINT WI Y"DIA x 0'-6 BEYOND NS CONT NOSING BAR WHS AT I8"OC- SLAB AND REINF TILT-UP PANEL- 2" /,p40xBARDIA OMIT AT SIM FIELD BEND TYR WALL FINISH GRADE PER PLAN SEE PLAN AND REINFAS SHOWN PERARCH/ architect s ELEVATION FOR TOOLED JOINT STOREFRONT AND 1,1Y' SLAB REINF STOREFRONT CIVIL — THICKEN NG$ R=Yg' CONDITIONS) Y$" 7AT OPENINGS 1200 Fifth Avenue FF ELEV�� _ "o' ___ FF ELEV `�'cis � 7 Suite 1300 —FERPLAN� PER—PL N� Seattle,WA 98101 • � 1 • I I I I I I I I • 2'-0"MAX- 206.408.8500 4 AT DOOR CONDITION phone i GREATER THAN Z-V 2' • N • SEE www.NELSONonllne.com GALV L4 x4 xYs x 14"AT CLR POUR STRIP e31M 2 SEE PLAN FOR SIZE AND REINF DRAPE TYP LAB AND REINF ,-Q 0 5'•0"OC MAX (2)R'DIA PER PLAN r7,( POUR RE NF ASRIP +" PER PLAN r35 EXPANSION ANCHORS WI ¢' FEMBED AT 9"OC-(3) � Real) • 2'.0" ANGLES PER PANEL MIN• #5 AT PANEL T•0' § RIGID INSULATION 4 " OPENING OMIT IFCONC APRON WHERE SHOWN ON az RIGID INSULATION 12 INSTALLED PRIOR TO BACK o WHERE SHOWN ON FILLING PANEL • ARCH o' Y9"CHAMFER ARCH 04 AT 1W OC COMPACTED STRUCTURAL FILL J CONC APRON SLAB CONIC APRON SLAB WHERE SHOWN ON PER GEOTECNNICAL a WHERE SHOWN ON COMPACTED STRUCTURAL FILL t,5 —III—III—III—III ENGINEERING REPORT � Y�PER GEOTECHNICAL u (—III TT—III—I TOTO OF 2" CIVIL/ARCH-THICKEN 2" 3' A ENGINEERING REPORT TO TOP OF FTG TO TOP OF FTO fl CLR 1"GROUT UNDER W&WWW PANEL•TYP TILT-UP PANEL ` / z •• 2„CLR '" QFEAR V W _FhK ELEV ___TPEOhF ELEV 0 #5CONTTOP A L_ AND BOTTOM W 0 PER PLAN COMPACTED STRUCTURAL FILL OR f5 L UNDISTURBED NATIVE MATERIAL �"y1 OO < PER GEOTECHNICAL ENGINEERING w �l REPORT SECTION 1 SECTION SECTION 2 3 r EXTEND WALL UP TO GUARDRAIL HEIGHT WHERE INDICATED ON ARCH DRAWINGS RI YS"CHAMFER,TYP CL WALL AND CONT FTG FOR CALLOUTS CONSULTANT IN COMMON CL COL AND FTG SEE ARCH FOR SEE( 1 1" _. 1 CURSOR HANDRAIL O 45 WALL 70F HEIGHT•8'MIN1 OF WALL • 3'-0"MAX O©ODGRID OR DIMENSION • rMIN VOTES.LINE �HSS COL PER 114 PL4N 1. G.C.MAY CONSTRUCT WALL ? CL COL AND FTG rneomn sen-rle•sRoxANe•rRl-ane5 USING TILT-UP PANEL CONC OR '`J�FIN GRADE-ELEV— ® a2216 NOM 301A SIreet,Salle 30D Tapma,WAB8103 VARIES(SEECONSTRUCTION OR CAST IN ASPHALT PAVING 253.78U422,Ei 251.2e2.2sn r2x wae.Wu mARCH(CIVIL PLACE. � PER ARCHICIVIL I • • 2. TILT-UP PANELS SHALL BE � —III— • ____ MAXIMUM OF 25'•O'LENGTH WITH ?? ® ® 1Eo 80�� CL PLATE Y'i'JOINTS. �D GALVANIZE OR COAT ' FOOTING DOWELS AT W'ASPHALTI0 (AND COL 1„ 3. CONTRACTOR SHALL 12"OC FOR RETAINED rr EMULSION WHERE P COORDINATE JOINT LOCATIONS HEIGHT UP TO 4'-T- rQ EXPOSED TO SOIL AS REQUIRED #5 AT 18"OC p� s. '°• xx i HORIZONTAL INCREASE SPACING TO HSS COL PER PLAN l3 18"OC FOR RETAINED ^�'' uoi HEIGHT UP TO 2'-0" 1"NP BLOCKOUT SLAB AS READ AT XSS rURtt��1 ® • COL•GROUT SOLID AFTER s1ONAL CONC OR - ERG PL Y'P x COL WIDTH INSTALLATION x Z ASPHALT PAVING PLUS 8'x COL DEPTH PLUS SUbR'11tt0S/RBVISIOnS: PER ARCHICIVIL 8'W/(4)Y.'CIA EXP BOLTS SAWCUT SLAB AT Typ (2)#5 CONT AT 2"DIA PVC WEEP HOLE OR SIMPSON TITEN HD WI8" PA1iIMETER OF ® BOTTOM OF � AT8'-0'O.O EMBED-BRG PLATE MAY BE FOOTING PERMIT SUBMITTAL 1/18/19 1°GROUT PANEL _ _ ROTATED 45.00 AT G.C. 1"GROUT UNDER COL UNDER COL _ _ I (3)p5 CONT TOP AS 1/q SHOWN #5 AT 18"OC TRANSV la I TOf ELEV ERG PL Y x COL DEPTH z TOF �J PER PLAN • �11• Ilk PLUS1"xASREQ'D �sI YeN FLAN W/(4)YiDIAEXPANSION F • r PROVIDEV-D"WIDE LEG )III (III ANCHORS W/T EMBED 4 ="a AT EACH END OF EACHTILT UP PANEL FOR �" • • • PANEL ERECTION AND ✓ ✓ LEVELING PRIOR TO k' L, III,—,'rT �X 9' pq" ,Lrt—II —II -_ FOOTING PLACEMENT SEE PLAN FOR SIZE AINDI REINF (2)#5 CONT BOTTOM- —III—III—III—III—f —III—III-III—� * BREAK AS REQUIRED AT L————77T''————J 2'-8 H FOR RETAINED !o — TILT-UP PANEL LEGS HEIGHTUPT04'-0"- — = —IiI—ITI III_III_ '— Sheet Title: V-4 3/4"FOR RETAINED REINF PER FTG HEIGHT UP TO 2'-0" SCHED 2'-O'xZ-O'x 0'•8°CONCRETE LEVELING PAD EA SEE PLAN AND SCHED FOR SIZE AND REINF FOUNDATION DETAILS END OF EACH PANEL FOR PANEL PLACEMENT Dote: 01/11/191/19 PRIOR TO FOOTING PLACEMENT-OMIT IF WALL IS CAST IN PLACE Design: AMP Drawn: SSO SECTION 4 Project No: SECTION SECTION 2170821.20 5 �• Approved: DLB Building No: a Sheet No: COPYRIGHT CRAFT ARCHITECTS 2016 SPLICE PL TO L 5118 11 GAYTEWAY LLC. BRGPLTOL CL JST(MAY BE 114 3 OFFSET FROM CL JNT - CHORDSPLICEPL AT BEARING PL 318z3112x 1 1/4 x 3 x 3'-0" WHERE JST OCCURS ■NELSON L3x2z114x2'-0 WIT" WITHIN B'OF CENTER OF LLH AT ENDS OF PANELJNT PANEL C rvtrr a c h 11 II II II --I — — -- -- — — -- -----I — -- 1200 Fifth Avenue _H ______ _-:__ _H___ ___p c Suite 1300 Seattle,WA 98101 206.408.8500 phone 6' 2'-0"•NO CONNECTION BTWN www.N ELSONonllne.com L8z4AND CONCRETE ' THIB REGION CONFIGURE 4x6 DF#2 WI 3/9 DIA BENT AS x P-0'W/6- STRAP ACROSS FIRST TWO ENDS OF PANEELL AS SHOWN AT MIN EMS-SPACE PER DIAPHRAGM SCHED TRUSSES WI MST60 TO ALIGN CONDITION AT PANEL WI ALL PA STRAPS•ONE ROW RID JNT RI RID ONLY DIAPHRAGM NAILING (2)SIMP P6418 STRAPS(ONE EA SIDE) UNDER STRAPS LOCATED AT 8'-0.00 WI(3)518-CIA MB AS 3112' 21/2"OF SHOP INSTALLED NAILER, BOUNDARY NAILING PER SHOWN 112 AT PNL JNT,PLANE LAST 2'-0"TO L B x 4 CHORD NOTES 1314" DIAPHRAGM SCHED 3x6 H EN WI SIMP T ALL 114 2112 COMPENSATE FOR BEARING PLATE I EDGE NAIDG ALONG 3x6/ EACH ENO-TYP AT ALL STRAPS ALIGNED W/ALL THICKNESS 1. ADD CHORD SPLICE PL BTWN EMBS ANGLE PIECES AT LOCATIONS - WHERE PANEL CHANGES SLOPE MID PANEL. ■ / ( l O O ( V z Q 2. IT SHALL BE ACCEPTABLE TO " SPLICE ANGLE AT ANY LOCATION r� W MID PANEL PROVIDED BTWN EACH R 4x6 DF#2 W/3/4'DIA BENT AS z 1'-0"WI B" �. STRAP I V CONT L B x 4 x 316 LLV ON ' M CHANNEL PIECE. MIN EMS-SPACE PER DIAPHRAGM SCHED 1/8 3 TO Q z TOP OF WALL W1314'DIA x 5"WHSAT24"OCHORI2 16x4 W = O AND3l4"DIAxFWHSAT ANGLE TO ANGLE CONTL6xd PERe Q �- I"- 24'OCVERTSTAGGERED 114' il4 2� � v (2)REBAR HORIZ AT Z TOP•TYP SIMP XF28N OR • • SCMyAUTS M C) L 3 x 2 WITHIN Z-0'OF EDGE OF PANEL FOR NOTE: w HF36N HANGERS TYR TRUSS MFR DESIGN TOP CHORD IN COMMON 4x LEDGER,STRAPS AND WALL Q PRE-ENGR JST FOR AXIAL SEISMIC FORCE CONNECTION ARE PART OF SEISMIC CIA PER PLAN SHOWN ON THE ROOF FRAMING PLAN TO BE TRANSFERRED NOTE: 11 FORCE RESISTING SYSTEM THROUGH THE BEARING SEAT JL J� JST CONNECTION TO WALL AND L 6 x 4 CHORD SPLICE • • CONDITION BTWN JST ARE PART OF THE SEISMIC CONDITION AT JST FORCE RESISTING SYSTEM SECTION SECTION 2 SECTION 1'-01, CONSULTANT T.O,PARAPET EMS PL 31112'x 1'-0'WI(4) PER ARCH -S DIAx AT AT fr GAGE 01300 -SPACE AT B'-0"OC-ALIGN 2x TOP PL WI 114'DIA WITH 3X AND MST STRAPS TITAN SCREW AT 48"OC, TACOMA�SEATTLE•SPOKANE-TRI-CITIES 3"EMB,CSK. STRAP ACROSS TWO BAYS 2215 None 3014 slmt&i 3w Te ,WA 4e403 WITH SIMP MST60 STRAP, 2M.3932422.' 223 832572 r .0N�w�a EMS PL 314 x 12"x 1'-0" BOUNDARY NAILING PER DIAPHRAGM UNO-WHEN STRAP LANDS W/(6)3/4'DWx5'WHS SCHED PR11".4 d ON PANEL JNT DIAPHRAGM AT 9'GAGE•$PACE AT 114 2112 4x8 DF#2 LEDGER BTWN TRUSSES PREASSEMBLE PL 3<8'x V.x Vi' NAILING IS NOT REDID IVLJETC-CENTERAT • 112' MST STTRAPTO PWELD TO EMS LATE AND MST72 CUT TO W LONG UNDER STRAP CL JST Dz THEN NAIL TO 3X6 STIFFENER WI O .y CUR 3116 SHTO (34)16d 114 0 0 0 = _ TA.PLAN PER PLAN q N — 7TRUSSFR ZON'ALTO CL EMB 3x6 STIFFENERAISTRAP — Submittals/Revisions: 0 o O = MSTLOCATIONS,,5' 5" 4STRAP TO 11BSCONE HW/31 R� PL316' ATTACH x4PER e PERMIT SUBMITTAL 1/1B/19 ATTACHW/yd'DI ATTACH WI 3'4'DUEXPANSION ANCHOR WI 5" EXPANSION ANCHOR W1 V EMB-SPACE PER EMB-SPACEPERDIAPHRAGM SCHED DIAPHRAGM SCHED SIGN TOP CHORD PRE-ENGR JST PER PLAN STRAP CONNECTION MSMIC FORCE PER WALL AND DIAPHRAGM• NAILING ARE PART OF BFRS ANSFERED BEARING SEATCONTDITION AT 3/8 LLV W11/4" CONTDITION BTWN STIFFENER PL-CENTER TRUSSES STIFF AND EMS ON CL AT TRUSSES SECTION SECTION 5SECTION 6 Sheet Title: ROOF FRAMING DETAILS Date: 01/11/19 Design: AMP Drawn: SSO Project No: 2170821.20 Approved: DLB Building No: Sheet No: S4.1 PREENGR JST MFR SHALL DESIGN RI iLwL RID TOP CHORD OF PRE-EN R JET FOR AXIAL SEISMIC HEROOFFRAMING E SHOWN PLAN TO GAYTEWAY LLC. (2)ROWS OF ROOF BOUNDARY THE ROOF FRAMING PLAN TO BE NAILING TO 4x8 TRANSFERRED ACR THRU THE SS EBJSTEARING 114 4 KNIFE PL 118"x JST GIRDER ATTACH 4x TO GIRDER WI PL V4 WELD TO EA DER BEARING DEPTH MINUS 12' x 4 x 0'4"EACH SIDE WI 314"DW 4x8 BLKG BTWN PL 314 x COL WIDTH SIDE OF EA x 1'd'TYP MS AT CL-WELD EA SIDE PL TO PLUS3 CO'.COL JST GIRDER OF EA 5118 8 GIRDER WI 114"z4"FILLET JOISTS-SEE PLAN 1'•1" DEPTH PLUS I"WI PRE-ENGR JST MFR SHALL WELDCATIONS SPACE BET EAPLAT •0'OC AT FOR EXTENT (2)3/4"DIA MB AT JST GIRDER DESIGN TOP CHORD OF (3)LOCATIONS BET EACH JST- ■NELSON 5"GAGE AS REO'D To ERG PL PRE-ENGR JST GIRDER FOR SEE PLAN FOR EXTENT BY PREENGR JST TYP 114 4 AXIAL SEISMIC FORCE TO GIRDER MFR SHOWN ON THE ROOF PREENGR JST PER PLAN 114 212 TO GIRDER FRAMING PLAN TYP CRArl a chl tects 1200 Fifth Avenue Suite 1300 \ / \ Seattle,WA 98101 CIA 206.408.8500 phone 7112"JST GIRDER BEARING / / DEPTH \ I � www.NELSONonllne.com Lax 3x 114x 0'-4" 112" WI 5181DIA EXP 1 / _. 114 • ANCHOR Wl4"EMB \ \ HSS COL PER PLAN E l J BEARING PL. "x COLUMN I PRE-ENGR JST WIDTH PLUS t14x AS REO'D• (AS REO'D BY PREENGR JET GIRDER PER PLAN GC COORDINATE WI MFR / PRE•ENGR JST MFR 114 N1 � — STABILIZER PL FOR 114 • / PRE-ENGR JST NS AND F3 111Y 1 12" DO NOT W GIRDER PRE-ENGR JST GIRDER LU Z AS REO'D BY JST MFR TO STABILIZERIZER PL PL ATE•TYP // PER PLAN 1-1 W I I I PREENGR JST MFR,TYP /� o 0L o v Q Z I I —�� Z 7I I Z O MIN 11R DONOR WELD JSTPRE{NGRJST GIRDER PER GIRDER TO HSS COL PER PLAN PLAN TYP (c) J STABILIZER PLATE •TYP STABILIZER PL 314'x 6 x 0'.6" Q L WI 13118"DIA HOLE STABILIZER PL 314 x 6 x 0'•8" Q WI 13116 DIA HOLE m N SECTION 1 SECTION 2 SECTION 3 EA PLATE 1/4 4 tLLOL CONSULTANT ITri Ar 1n (2)PL.114 x 4 x0'4"W1314"DIA NOTE: GENERAL CONTRACTOR SHALL COORDINATE WIDTH Me AT CL•1I4'x 4'FILLET WELD PRE-ENGR JST SITS ON AND I3 T-0 OF JST GIRDER BEARING WITH STEEL FABRICATOR• TO GIRDER-LOCATE AT 4'.0"OC 8 WIDTH OF JST GIRDER BEARING SHALL NOT EXCEED ERECTED AFTER PL 12"-WARP ALONG 4x BLKG-MIN(2)PER ROOF TO ACCOMODATE. 10"UNLESS COORDINATE WITH ENGINNER OF RECORD 114 2112 KNIFE PL 718"z412"x1'-103 ' IL COLBAY PRE-ENGRJST GIRDERMFR DESIGN JST FOR5 TO O �O PRE-ENGR JST DESIGNED FOR (2)TOP PL 318"z 9"z 2'S" ADD JST E=5.7 KIPS SEISMIC LOAD JST � PREENGR JST PER PLAN ADDL SEISMIC LOAD IN TOPCHORD BEND TO MATCH ROOF PRE-ENGR JST GIRDER DESIGNED 1/4 4 GIRDER PER PLAN THRU TOP CHORD TO SLOPE FOR ADDL SEISMIC LOAD IN TOP TACAMA seATTLE sPoxANETRFCITIEs 1/4 CHORD OF ALL GIRDERS AND 4x8 BLKG BTWN KNIFE PL 5" 4" JOISTS PER PLAN 2215 Nonh 30m street, 2300 T..-'wA.' JOISTS•SEE PLAN 11„ 112' 12' 11, TO TE 253.383.2422 Ta 253.3332572 Far xw.vehblmm wFa FOR EXTENT TOP PL TO KNIFE PL 6118 10 GIRDER 1l4 EASIDE JST PERPRE-ENG L. PRE-ENGR JST PLAN oT TAs4.2 GIRDER PER PLAN BRG PL 314"x AS REO'D 1 12"RADIUS TO \ S„ PRE-ENGR JST GIRDER CORNER m•e pp 1 / PRE-ENGR 1 114 DESIGNED FOR ADDL °teas snaafir JST PER PLAN/ / BE LOAD IN TOP PREENGR JSTION11 1;'l \ CHORD PER PLAN \ 1 5116 B � PLATE b 1�1 \ GIRDER PER PLAN \\ +� EQ ASSEMBLY /' Su bm ltto IS/ReyI S1a n S: �,UN � SIDE PL 318 EA SIDE OF COL, ANDSTIFFENERSDW/SI PLAN PLATE FOR ATTACHMENT SEE HF2NORHW/SIMP \ 51181112 \ / 1112 \ e PERMIT$UBM TTA. 1/1$/19 HF28N OR HF38N EA 1 121 (2)314"DIA MB PER \ / �p 412' END GIRDER MFR. W / TYP TYP \\ SIDE PL PER e o \ \ PRE-ENGR JST GIRDER \ / HSS COL SEE a PER PLAN PER PLANFOR CA LLOUTS IN STABILIZER PL COMMON `\ PERe - - - o 0 0 \ NOTE: DO NOT WELD BOTTOM CHORD NOTE. STABILIZER PL DO NOT WELD BOTTOM LIZER PL ALL WELDS AND PUS ABOVE PER CHORD TO STABILIZER PL TO STABI ALL WELDS AND PUS ABOVE �_ GIRDER BEARING PL ARE GIRDER BEARING PL ARE HSS COL PER PLAN PART OF FRB PART OF 3FR3 P Sheet Title: ROOF FRAMING DETAILS Date: 01/11/19 SECTION SECTION SECTION Design: AMP �+ v 1"=1'-0" 1"=1'-0" Drawn: SSO Project No: 2170821.20 Approved: DLB Building No: gE i a Sheet No: COPYRIGHT CRAFT ARCHITECTS 2016 RID GRI ^QQ�/�C,,A�t/I//���/ I 5/16 8 ROOF SHTG PER PLAN GH I I EY A I LLC. WARP ROOFAT JST DUE TO THICKNESS OF SPLICE PL - WOOD BLOCKING 1 " PL 5/8'PER SPLICE PL 518 z6"x 2'-2" PRE-ENGR JST MFR SHALL - DESIGNTOPCHORDOF WOOD NAILER AND PRE-ENGR JST GIRDER FOR WOOD NAILER AND ■NELSON ANCHORAGE PER 2 AXIAL SEISMIC FORCE ANCHORAGE PER $4.1 SHOWN ON THE ROOF 54.1 114 8 ANGLEEMBATTOPOF FRAMING PLAN ANGLE EMB AT TOP OF WALL PER(k) WALL PERe 54.1 S4.1 cp yT - _ 1200 Fifth Avenue II III _--fir_---___ —Tl--__--- —_�— —1r— --------rT _— Suite'1,W c o o W------f--------- ______ II`--- --F- Seattle,WA 98101 -T TT II N - — — ------------ ® _ 208.408.8500 phone ✓� L L • I I \ (8)#Bx4'-0' ® o w .NELSONo 11—com 2'-0"NO WHS • I FSEE r'OR 54.2 (4)EA FACE 10 WP SPACING PER PLAN AND 3' 3" 3" 3' CONNECTIONS DETAILS I \ cALLouTs 10 • IN COMMON I I \ 2'-0"NO WHS WPSFACING PER PLAN AND 3" 3" 3" 3" CONNECTIONS DETAILS 1/2" 1012" f WF BM PER PLAN \ 12" (3)SIDES / sit W CONN PL 12 xAS REO'D W/ U Z Q 314'DIAASTM A325(N)MISQ j I TILT-UP PANEL PER PLAN 0 Q Z TILT-UP PANEL PER PLAN 7 T O AND ELEVATIONS AND ELEVATIONS L _L TILT-UP PANEL BEYOND PER PIRaENENGR JST GIRDER PER TILT-UP PANEL BEYOND PER PLAN AND ELEVATIONS PLAN AND ELEVATIONS J (0 Z /Q/�� = Ir SECTION 1 SECTION �L� d.! m O Q 8° CLJST "I -I 600S 125-43z0'-10" GIRDER AGAINBT WALL-ATTACH WITH(2)12'DIA EXPANSION 1l4 2 ANCHORS W/3'EMB SPLICE PLATE 314 z6z BU HEADER PER 2z STIFFENERS PER (2)ROWS OF ROOF ROOF SHTG PER PLAN AS EOD DIAPHRAGM SCHED BNDY NAILING NAILER5118 8 12"WP AND BU STEEL STUD HEADER WI �1 EA END fi° ATTAC ME WI SIMP HF26N HGR 12"TYP S (2)1000S 182-54 STUDS \ 4' ,, 8' ,, ATTACHMENT PERe AND(2)SIlO T 125-54 •• '�—'l TRACKS W/#10 SELF CONSULTANT TAPPING SELF DRILLING SCREWS AT I2"OC - 400T125-54TRACK W/#10 ® •`" �y,^"t 4 z 6 OF NO.2 NAILER SELLINGS SCREWS -ATTACH W/314"DIA DESIGNJSTAND CDER m DRILLING SCREWS AT 12'OC INTS AT 24"OC CSK O O PRE-ENGR JST GIRDER ONN 400 T 125-54 TRACK W/5/8" ATTACH EACH SIDE OF 1"MAX PRE-ENGR JST 1 O O DIA EXP ANCHORS AT 24°aC HEADER TO TRACK WITH FOR: rn�onnA SEATTLE SPOKANE TRI CITIES EMB 4"MIN #10 SELF TAPPING SELF WF BM PER PLAN PER PLAN $ ® DL=375M DRILLING SCREWS 3L=625C9t z2533N gnzors�sa'aai.a2F, www.eobmm 3 400 S 125-43 AT 2e Go i5PJ2"APA RATED SHTG- CONTI DION AT WEA L 312 x 312 x 114 ATTACH Wl#10 scREws ar BUILT-UP HEADER END 3118 2 COPE AND END EAtiN'o F OC AT SUPPORTED END AS SHOWN �w'4 EDGES AND 12'OC IN FIELD 400 S 125-43 AGAINST WALL JIML. -ATTACH WITH 1/2'DIA WE BM PER PLAN EXPANSIONANCHORSAT—_— 24"OCW13'EMB ores 2e "GWBPERARCH SIONAL ALUMINUM TRIM TO MATCH LD GIRDER GC COORD CONN PL BY PRE-ENGR WINDOW SYSTEM PERARCH T 14 JSTDIMENSIONW/ JST GIRDER MFR Su bm ltto l S/ReVISlo n s: STEEL FABRICATOR EL TILT WALL PER PLAN F'. AND ELEVATIONS WITH DRIP - PERMIT SUBMITTAL 1/18/19 EDGE MASONRY VENEER AND LINTEL PER/7\ J MAIN PANEL OPENING PRE-ENGR JST GIRDER BEYOND PER PLAN STOREFRONT WINDOW SYSTEM PER ARCH ' TILT-UP WING WALL PER PLAN SECTION SECTION SECTION ��� SECTION Sheet Title: MASONRY VENEER TIES PER STRUCTURAL NOTES ROOF FRAMING DETAILS CONC TILT-UP PANEL Date: /19 Design: AMP MASONRYVENEER PER ARCH H Drawn: SSG Project No: 2170821.20 CONT GALV L 6 x 6 z 3/8-ATTACH W/518"DIA STAINLESS STEEL EXPANSION ANCHORS W14518' STOREFRONT WINDOW SYSTEM Approved: DLB EMS AT 24"OC PER ARCH Building No: E SECTION a Sheet No: COPYRIGHT CRAFT ARCHITECTS 2016 RID RID GAYTEWAY LLC. n' 1/4 114 2 1 1/2' WFS M PER PLAN - --- ROOF SHTG PER PLAN - COPEWFBM AS SHOWN 114 2 ■NELSON in" ROOF SHTG PER PLAN (2)#5 W/STD HOOKS 48" BLKG ANDATTACHMENT - SPLICE PL 314x8z AROUND EMS PERe 5116 8 AS REO'D ��r�� 54.2 ^ ar. — M --- archch I CLJNT - •• PL 14'GA-4"x AS REQ'D -- - W/(10)314"DIAx5WHS PL 1I2z10914x1'-3' — 5 AT 14'GAGE Suit Fifth Avenue NAILER PER Suite 1300 - - 5 Seattle,WA 98101 JST GIRDER TO NAILER PER 7112"JST COLCONNPER 22 - SEARING DEPTH 84.2 206.408.8500 phone 30 "' 0- BIG PL V4 x B x AS / PRE-ENGRJST GIRDER 114 ® n" \REO'D WI(2)314"DA MMMM� PER PLAN-SHALLOW 1-0 O www.NELSONonline.com 114 ^ AT5"GAGE END OF VARIABLE O Ra —01 ® HE GIRDER AT / FIELD WELD WALL N ASSEMBLY _ }__ il4 TO EMB — WF SM PER PLAN PLATE EMBPLIax6x1'-8'WI 1/2' 112' CONNPL318x3112AS READ Wl314"DIA A325 1/ 1n' WF BM PER PLAN (3)314"DIA x 5'WHS AT REa'D W1314'DAASTM 3 (N)BOLTS CIE PLATE-ONE EA SIDE A325(N)BOLTS HSS COL PER PLAN OD PANEL JNT DO NOT WELD JST GIRDER BOTT CHORD a TO CONNECTION PL W Q (� 1 11 13118 DIA > V. PL 3I4 zAS RE z Q REa'D Uj � z Q z w _O = Z O � SECTION 1 SECTION 2 SECTION 3 J O � C� 00 o Q CLBM T J" N 4 x 6 OF#2 NAILER•ATTACH W/ 314'DIA WTS AT 24"OC CSK I" CONC TILT-UP PANEL BEYOND (2)ROWS ROOF BNDY MAX NAILING WOOD NAILER END ANCHORAGE RF BHTG PER PER LAN 2 SPLICE PL ----- S4.1 511fi 11 TOE CLCOL �l 114 21/2 I I P • PRE-ENGR JST PER PLAN CONSULTANT 1r �" S1 I T �TRUSS MFRDESIGN TOP CHORDFOR AXIAL SEISMIC FORCE PER ------------- mmom__ PLAN TO BE TRANSFERREDTHROUGH THE BEARING SEAT2x OR 3x STIF TACOMA•SEATTLE•SPOKANE•TRI-CRIES �� ill" CHORD'x T-O"ICE PL2215NMh3Uh81retl,Buxe 300 Temme,WA BBx09 PER DIAPHRAx OR 3z STIFFENERS PER ill" 1114'x3'x 3'-0"WI SIMP HFZBDAPHRAGM SCHED ANGLEEMBATT P 918 i1 STIFF PL 114 EA 253.78 XVm233333.23R FAY aw e,WA NEB HF38N EA EN OF WALLPER 1SIMP MST72 C �'I NEAR SIDE ONLYC PHORIZ (2) SIDE HALF HEIGHT LONGATB'-0" CHORDSPLICE PL LEGTO33/B' SIDES 1/4 ♦NNAILT 3xST 1114'x9"z3'-0' I TYP 07 lreSTIFF PL 114 EA SIDE HALF HEIGHT WF BM PER PLAN LAN•SIZE VARIES IWF BM PER PLAN 1/4 (2)SIDES BRO PL314 x 8112 x AS REO'D WI(2)314'DIA A325N BOLTS ,p*rt'r0RAL 1l4 1 1 1n" 114 1 112' AT 5112"GAGE a.4 BRG PL 34x8 1n zAS REO'D 4ION1L HIS COL PER PLAN WI(2)314"DIA A325-N BOLTS HSS COL PER PLAN AT51n"GAGE Submittals/Revisions: 112" SECTION SECTION CIE COL SECTION PERMIT SUBMITTAL 1/18/19 4 � v 1"=1'-0" CONC TILT-UP PANEL BEYOND PANEL CONT UP AT PARAPET PANELS PER(Z S.1 I 3118 B I I RFSHTG PER PLAN CHORD SPLICE PL I/4x3x3'A" I I �u II r ---II WOOD NAILER PER 1/4 ORq) 5. ® ROOF FRAMING DETAILS i g41 LBx4xW8x2'•0'ONNEARSIDE -� ONLY CLIP HORIZ LEG TO 3 5/16 Date: 01/11/19 Lq) Design: AMP 1 yg OR -- ;` OR I WFBM PER PLAN Drawn: SSO ORIENTATION VARIES CONN PL 3/8 x 3112 x AS REa'D -� W1314'DIAA325•NBOLTS Project No: 217082120 a" Approved: DLB n L6x6x112xZ•4"WI(4)#5A706 1/2^ 11n° v4 Building No: SECTION xZ,0"AND(4)518"DIAx5WHS a 1"=1'-0" 7 Sheet No: COPYRIGHT CRAFT ARCHITECTS 2016 GAYTEWAY LLC. 114 3" 3" PL 318"x 9"x T-9"WI(4)112H DIA STAINLANCHOES W/4"EMB-SPSION ■NELSON GALVANIZE ALL ANCHORS Wl4"EMB-SPACE AT EXPOSED STEEL CONN PL318x6xASREO'D 6"OCEAWAY C'•n�\-,• ,• MASONRY VENEER PER ARCH a•c h °°°t 5 1200 Fifth Avenue 314"DIA THRD ROD W1#21 Suite 1300 CLEVIS AND 314"DIA A325-N Seattle,WA 98101 / 206.408.8500 Phone PIN w .NELSONonline.00m 12 CONN PL 318 x9xASREa'DWI(3) 12 D 77 314"DIA A325-N BOLTS AT 3"OC CONN PL 318 x 6 x AS REQ'D - PL 318"x 9"x 1.0"WI(4)112"DIA 19 1�" STAINLESS STEEL EXPANSION ANCHORS Wl4"EMS-SPACE AT 1 12" 6'GAUGE SLOPE I Z/ L2x2x3/16LEDGER ® r 4S rn w Q U Z Q MITER CHANNEL 114 w 3;:AT CORNER z a z 3116 2-12 TC8x - T O C12x25 5 1Uj R PER ARCH � Q Q (D Z o Q SECTION ON A 1 CONSULTANT moos TACOMA-SEATTLE-SPO E•TR CITIES 22t5 NOM 3m 8,-t,Suip Wo Ts—, WA 9M 25 38321Y TI: 113 6�J1512 FIX wxx.e l—M� Qs�o eeaB �OJd O A 7�RAL EN� � ONAL ` Submittals/Revisions: PERMIT SUBMITTAL 1/18/19 Sheet Title: ROOF FRAMING DETAILS Date: 01/11/19 Design: AMP Drawn: SSO Project No: 2170821.20 Approved: )LB r Building No: e Sheet No: 4. COPYRIGHT CRAFT ARCHITECTS 2016 YI E D C B A 29'-0" 20'-0" 25'-0" 25'-0" 2V-0" 20.0" 20'-0" 20'-0' GENERAL ELEVATION NOTES: END OF PANEL 2'-10' T4" 3'-6' 12'4T 9.4. 3'4" T4" 13'•2' 1, SEESHEETS5.3FORGENERALTILT-UP PANEL NOTES. GAYTEWAY LLC. B" 144" 14,•111. d O Oq O O O O O 10 2. SEE SHEET 35.3 FOR TILT-UP PANEL KEYNOTES. 3 7•f0" 811" 3'9" 3'-0" 8'-0" END OF PANEL THICK O O 7114" KPANEL CALLOUTS IN ■NELSON - ro FOR COMMON SEE PANELO5 1n�u�1 C4 nl 5 1200 Fifth Avenue 1_.._..-.. ___... Suite 1300 17 2 17 5 5 5 Seattle"WA 98101 _.. - - �- 206.408.8500 phone +24'•0' 3 6 ! 1 17 5 +2 ,J —NELSONonline.com TYP 5 2 _ 8 5 7 4 m 61OC 66„ TYP 2 2 1 Zj_ 56.1 30 S8.1 _ S8. 5 +11-0 4 2 4 2 2 3 >06'0C 1B I ryp8TYP 5 Z 9 9 S 56.1 Uj 4 I _-.. FIN FLOOR ELEV — — —_ —._._ 2 (L' L 4 Q Z /1 Z = p O O _ O 1 . O 6 O 6 O O _ O W C7 1 7114"THICKPANEL 2 7114"THICKPANEL 3 7114"THICKPANEL 4 7114'THICK PANEL 6 7114'THICK PANEL 8 7114"THICKPANEL 7 7114"THICKPANEL S 7114"THICKPANEL 9 7114"THICKPANEL 10 7114"THICKPANEL FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN J (� Z COMMON SEE PANEL( COMMON SEE PANEL( COMMON SEE PANEL( COMMON SEE PANEL( COMMON SEE PANEL( COMMON SEE PANEL(q _ Q � T' -J C� m o Q INTERIOR PANEL ELEVATION cv 1 n N M A B C Y24W 25' 25'-0" 26,0" 25'-W 19'4" 20'-0' 20'-0" 20'-74" 6' 1T-0" 3'4" T,1" 1B'•2" T-4' T-6' END OF CONSULTANT END OF 11 12 19 14 15 18 17 18 19 PANEL • /' -� PANEL TAM- SEATTLE SPCKANE TM-CITIES 2215N,1h301h3N»4SUAR300 T—,WA98403 153.3832422 Tu 253.38335i2 F u hbl.wm dID +24'-0' �fUR11 dN�� BSSIONA6�Ol Submittals/Revisions: 4 I 1 - PERMIT SUBMITTAL 1/18/19 f 30 30 30 30 30 30 I 56,1 8.1 56.1 I $6.1 i 1J r I FIN FLU _.L...-_..—...— __.._......—.._.._._�_ '!'._—..—.___.—_.—.._ _L.— — — _ — — _ _ — — — — FIN FLOOR ELEV -1— 6 2 - - -- 11 7114"THICK PANEL - -- 12 71/411 THICK PANEL --- -- - 13 7 114"THICK PANEL - FOR CALLOUTS IK - FOR CHUMS IN - FOR CALLOUTS IN 14 7 114"THICK PANEL 15 7 1/4"THICK PANEL Is7114 THICK PANEL 17 7 114 THICKPANEL 1S 7114"THICK PANEL 19 7114"THICK PANEL Sheet Title: COMMON SEE PANEL( COMMON SEE PANEL( COMMON SEE PANEL( FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN COMMON SEE PANEL( COMMON SEE PANEL( COMMON SEE PANEL( COMMON SEE PANEL( COMMON SEE PANEL( COMMON SEE PANEL( PANEL ELEVATIONS Date: 01/11/19 INTERIOR PANEL ELEVATION INTERIOR PANEL ELEVATION Design: AMP 2 3 Drawn: SSO vs"=1'-O" 1/8'=1-o J Pro ect No: 2170821.20 Approved: OLB Building No: m a Sheet No: COPYRIGHT CRAFT ARCHITECTS 2016 GAYTEWAY LLC. GENERAL ELEVATION NOTES: 24-11j" 25'-0" 2vv 2511" 25'•0' 1.,. 24.11j" 6" 1. SEE SHEET$5.3 FOR GENERAL TILT-UP PANEL NOTES. 2'•11" 34" T 11" 9'0' 9'-0' 3'43" 9'-0' 1'-0"1'•B' 1-0" 3'•6„ 9-0" 1'•A 1'•9" B 0 3 6' 3 4' 7-5' 1'•B" 9 0' 3.V 9-Y 1'•9"1'•9' 91-0„ 3'-8" 9'-0" 1-0 2'•11' 124" 2'•l1" 3'-0" ■NELSON 2. SEE SXEET 55.3 FORTILT-UP PANEL KEYNOTES. END OF END OF PANEL L". PANEL cp 1200 Fifth Avenue Suite 1300 Seattle,WA 98101 5 5 5 206.408.8500 phone 14 30 _ + •0, www.NELSONonline.com {II k"Ji I 14 18 14 14 18 17 +2.- 4-0 i 2 11C ...... 14 2 4 �4 i; 2 30 58.1 ryP 8 58.1 56.1 P 6 2 $61 56.1 B"Oc +11 A 8 56.1 7 7 --- ,OG _. 7 -. 7 7 n B. 8" C 6"OA(�) 8 6" 6" OC.. 5 9S 58.1 9 9 9 B — 9 o ..8 89 — ,_, -...�': 422 - l` O THICK PANEL 21 7114"THICK PANEL 5 22 7114"THICK PANEL 5 Uj 23 71/4'THICK PANEL 2 24 7114"THICK PANEL 25 7114'THICK PANEL �6�71/4"THICK PANEL \2% J ( Z FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN COMMON SEE PANEL COMMON COMMON SEE PANEL 21 - COMMON SEE PANEL 2, COMMON SEE PANEL 21., 0 m O Q INTERIOR PANEL ELEVATION N 11-01, 1 c B ao M 25'-7t _ pq,,q" B 261. 21'-0' 23'5" 23'-2" 10" _-4 6'4" 15'-2" 3.4 T-8^ IV.(r 18'-0' T-6^ 8'4" 13'.7' ENO OF PANEL CONSULTANT -TT ENO OF 27 ® END OF 29 30 31 O PANEL "'� PANEL ......,,..• O©O O TACOMA-SEATTLE SPOKANE•TRI-CRIES 2215 North 301h SIreaI,SUM 300 Temma,WA 93403 253933.24n-253383,Mn m —ehbl.mm me Oeb of A8eO�s�y 'YA 5 5 5 30 +24 15 +24'-, 30 +2I. ..a'•q" s oAIL xet�ogi�l ............ ..... S61 2 ' 13 2 � 15 Submittals/Revisions: 5 4 3 3 4 TYP s TYP 6 5 sB., PERMIT SUBMITTAL /18/19 30 TYR 30 30 30 7 7 2 2 «11'•0'.(\ «i'-0' 8 7 S6.1 S61 Ss.i 2 30 +1 56.1 6 7 6„OC v.00 7 7 7 -�_,.... s• c e _, I 9 s 6"oc s' FIN FLOOR ELEV Iy�S. S6.1 TYP FIN FLU _ L 117 2 8 5 p 5 4 D 7W'THICK PANEL 2B 71I4"THICK PANEL p 31 71/4'THICK PANEL 32 7114"THICK PANEL 1 29 7114"THICK PANEL 30 7114'THICKPANEL FOR CALLOUTS IN FOR CALLOUTS IN Sheet Title: FORCALLOUTSIN 9114"THICK PILASTER 91/4"THICK PILASTER COMMON SEE PANELO5 COMMON SEE PANEL 27 COMMON SEE PANELO PANEL ELEVATIONS Date: 01/11/19 INTERIOR PANEL ELEVATION INTERIOR PANEL ELEVATION Design: AMP L J Drawn: SSO 1/8"=1'-0" 1/s" � 1 217082120 Project No: Approved: DLB Building No: Sheet No: COPYRIGHT CRAFT ARCHITECTS 2016 26•0' 2"" 25'41" 26.0' 7A4• Y GAYTEWAY LLC. 3'$" 3'.6" 12'-Or9'$' V-6, 18'-0" 3'$" 3'-6" IF-17 2-10' ENDOFPANEL ® 34 35 ® 37 38 34' 1411j' 144' 8 ...._. _ END OF 38B 7V4'THICK PANEL .w 39 ® PANEL ������ FOR CALLOUTS IN 1p COMMON SEE PANEL( C,•'n(/r�`�,�,• archltectz 1200 Fifth Avenue .___..—.. Suite 1300 2 Seattle,WA 98101 54.4 5 t ......_...__ 206.408.8500 phone Lam) +24'0" 3� 18 17 2 www.NELSONonlinc.com @4'_0" +14'0" +24'0" 2 5 +24'-0" +24'-0" r 30 +24'-0" �( v 11L >c 4 30 OC 30 56.1 6 3 56,1 < 58.1 c \ 9 I # Uj 3:: i I ^ IL .. —_ ._ L � �� � FIN FLbOR ELEV v Z 33 7114 THICK PANEL (7114"THICKPANEL 35 7114"THICKPANEL 38 7114 THICKPANEL 37 7114"THICKPANEL. 36 7114"THICK PANEL 39 7114"THICKPANEL 40 71/4'THICK PANEL FOR CALLOUTS IN 9'14"THICK PILASTER FOR CALLOUTS IN 9114"THICK PILASTER FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN J Cfl Z COMMON SEE PANEL 34 COMMON SEE PANEL( COMMON SEE PANEL 37 COMMON SEE PANEL( COMMON SEE PANEL(' Lc) J 9114'THICK PILASTER 9114'THICK PILASTER Q O INTERIOR PANEL ELEVATION c\l 1/8„=1,_0„ 1 GENERAL TILT-UP PANEL NOTES: TILT-UP PANEL KEYNOTES: 1. TOLERANCE ON PANEL THICKNESS SPECIFIED SHALL BE PLUSY4"AND MINUS 0.,PANEL O #6 VERTICAL AT I4"OC AND#5 HORIZONTAL AT I6"OC-CENTER VERTICAL REINFORCING 12 (2)#5 VERT EA FACE IN PIER,(4)TOTAL EQUALLY SPACED THICKNESS IS BASED ON LUMBER FORMS OF 7Y"OR 9Yi'.REVEALS SHALL NOT EXCEED AT CL OF PANEL PER DETAIL 1 I SS1. %"DEEP AND SHALL BE PLACED AS SHOWN ON THE ARCH DRAWINGS. TYPIC13 (3)#5 VERT EA FACE IN PIER,(6)TOTAL EQUALLY SPACED O HORIZONTAL. CENTABOVER AND VERTICAL RENE AT INGS #PANEL PER VERTICALA6.1.ET18"OC 2. THE REINFORCEMENT SHOWN ON THE PANEL ELEVATIONS IS IN ADDITION TO TYPICAL HORGONTAL.CENTER VERTICAL REINF AT CL OF PANEL PER DETAIL 11S6.1. EXTEND 14 (4)45 VERT EA FACE IN PIER,(8)TOTAL EQUALLY SPACED BARS AT OPENINGS,EDGES,CORNERS,BASE,ETC.OMIT TYPICAL VERTICAL HORIZONTAL REINFORCING FULL WIDTH OF PANEL.HOOK VERTICAL REINF TOP AND REINFORCEMENT WHERE MORE CLOSELY SPACED VERTICAL REINFORCEMENT IS BOTTOM WITH STANDARD 180 DEGREE HOOKS. 15 (5)#5 VERT EA FACE IN PIER,(10)TOTAL EQUALLY SPACED SPECIFIED IN PIERS. CONSULTANT 3. PANEL DIMENSIO O #5x44"DIAGONAL TYPICAL AT OPENING CORNERS.WHERE OPENING IS LOCATED 16 (6)#5 VERT EA FACE IN PIER,(12)TOTAL EQUALLY SPACED NS ARE TO CENTERLINE OF JOINT OR EDGE OF PANEL OPENING, CLOSER THAN 24"FROM EDGE OF PANEL,BEND BAR TO FOLLOW EDGE OF PANEL. NOTED OTHERWISE.ALL PANEL CONNECTOR DIMENSIONS SHOWN ARE TO CENTER LINES 24 (7)#5 VERT EA FACE IN PIER,(14)TOTAL EQUALLY SPACED OF CONNECTORS UNLESS NOTED OTHERWISE. O 17(2)#5 _ AT 18 (9)#5 VERT EA FACE IN PIER,(18)TOTAL EQUALLY SPACED ©©O 4. PROVIDE ADDITIONAL REINFORCING AS REQUIRED FOR LIFTING AND LIFTING INSERTS, BOTTOM CORNER OF PANEL REINFORCED WITH SINGLE MAT OF STEEL 5. VERTICAL REINFORCEMENT SHALL RUN FULL HEIGHT UNLESS NOTED OTHERWISE. (2)1�NPICAL AT EDGE OF PANEL MINIMUM 19 (9)#S VERT EA FACE IN PIER,(16)TOTAL EQUALLY SPACED O 20 (10)#5 VERT EA FACE IN PIER,(20)TOTAL EQUALLY SPACED TACOMA SEATTLE SPOKANE TRICITIES 6. VERIFY SIZE AND LOCATION OF ALL OPENINGS WITH ARCH DRAWINGS. O (2)#S TYPICAL AT EDGE OF OPENING OR FUTURE KNOCKOUT MINIMUM.EXTEND VERTICAL REINFORCING FULL HEIGHT OF PANEL.EXTEND HORIZONTAL REINFORCING 21 (11)#5 VERT EA FACE IN PIER,(22)TOTAL EQUALLY SPACED 221511,,th soih SR,et,slit,Soo Tacoma,WASSW3 7. DO NOT CUT OR DRILL ANY HOLES IN PANELS WITHOUT APPROVAL OF ENGINEER UNLESS MINIMUM 30"PAST OPENING.HOOK HORIZONTAL REIINFORCING WITH STANDARD HOOK 2s A32422„" 253.3332522- uuw.ON—v,�e SHOWN OR INDICATED. WHERE OPENING IS LOCATED CLOSER THAN 30"FROM EDGE OF PANEL. 22 (12)#5 VERT EA FACE IN PIER,(24)TOTAL EQUALLY SPACED B. REINFORCING SHOP DRAWINGS SHALL BE REVIEWED BY THE ENGINEER PRIOR TO O AT PIERS PROVIDE#3 TIES O (13)#5 VERT EA FACE IN PIER.(26)TOTAL EQUALLY SPACED ,tEl L• Bp PLACEMENT. AT 12"OC ADJACENT TO OPENINGS OR FUTURE KNOCK-OUTAND FOR 12"ABOVE AND BELOW OPENING.INCREASE O (14)#5 VERT EA FACE IN PIER,(28)TOTAL EQUALLY SPACED 9. DO NOT SCALE PANEL ELEVATIONS.SEE ARCH DWGS FOR BUILDING DIMENSIONS. TIE SPACING TO 48"OC FOR THE REMAINDER OF THE PANEL.SEE PANEL ELEVATION 10. SLOPE TOP OF PANELS WHERE REQUIRED PER ARCH DRAWINGS. WHERE TIGHTER TIE SPACING MAY BE SPECIFIED ADJACENT TO OPENING, IS (15)#5 VERT EA FACE IN PIER,(30)TOTAL EQUALLY SPACED p #55LABDOWELS 12 36 O (8)#6VERTAT 7"OCATCL OF PANEL PER DETAIL 2185.1. 11. SEE FOUNDATION PLAN FOR LOCATIONS OF PANELS. O AT24•OC HOOK o�, oxei INTO PANEL O PANEL TO PANEL CONNECTION. �SIONAL ' 12. UNLESS NOTED OTHERWISE,TILT-UP PANEL ELEVATIONS SHOW PANELS VIEWED FROM INSIDE OF BUILDING LOOKING TOWARDS BUILDING EXTERIOR. O #58LAB DOWELS 1�2 38 AT8"OC HOOK Submittals/Revisions: INTO PANEL AT PIERS. ip FUTURE KNOCK-OUT PANEL-REINFORCE WI#5ATi6"OCEA WAY FULL WIDTH OFPANEL. PERMIT SUBMITTAL PERMIT SUBMITTAL 1/18/19 11A #6AT 12"00 VERTICAL AND#5 AT 16"OC HORIZONTAL-CENTER VERTICAL REINFORCING AT CL OF PANEL PER DETAIL 11 S6.1 EXTEND HORIZONTAL REINFORCING FULL WIDTH OF PANEL. 11B #5 AT 12"OC EACH FACE AND#3 CLOSED TIES AT48'OC PER DETAIL 1186.1 EXTEND HORIZONTAL REINFORCING FULL WIDTH OF PANEL. 11C #8 AT 10"OC VERTICAL AND05 AT 16"Do HORIZONTAL-CENTER VERTICAL REINFORCING AT CL OF PANEL PER DETAIL 1 I86.1 EXTEND HORIZONTAL REINFORCING FULL WIDTH OF PANEL. Sheet Title: PANEL ELEVATIONS Date: 01/11/19 Design: AMP Drawn: SSO Project No: 2170821.20 Approved: DL8 Building No: a Sheet No: COPYRIGHT CRAFT ARCHITECTS 201; Q Q V 3'•8" 14.9" 3 g CL JNT ABV CUNT GENERAL ELEVATION NOTES: I I LL 21-0' m -^• • •-- m —'-51 1. SEE SHEET S5.3 FOR GENERAL TILT-UP PANEL NOTES. GAYTEWAY C. 3'•8" 14'-0" T-6" 25'-0" 25'-0" 25'-0" 4B FORREINF,�/ 53 2. SEE SHEET S5.3 FOR TILT-UP PANEL KEYNOTES. E1 r -- -- — — —41 — — — — 1 ® 44 45 48 a7 A O FOR REINF SEE PANELO5 SEE PANE 5 ti 42B SEE PANEL OS FOR REINF 2C \ 7 SEE PANEL O5 ... . . :, mABV 4'.14� 12�•0" 5'-3' 6'3' ■NELSON Fe b 4, FS' 3'•8" 1F.W 3,.W a 33 14" a r ch recta 51 7114"THICK PANEL 1200 Fifth Avenue TOP OF PANEL 49 Suite 1300 5 5 ee e,WA 98101 24 ^ 24 206.408.8500 phone 2"J— --.NELSONonline.— ! 30 3 124'-0" 24'0" 5 t2A'4T TYP 6 I Ir'ri I _� P- - 5 I � I I 30 CJ 30 54.3 4 7 C 4 �4 B07 OF PANEL 51 s 30 2 .... 30 - 30 30 2 2 6.1 561 S61 a 4 ' o __ ..-......., 8.1 88. 1 56.1 U Z Q 3 6 TY 7 S4.3 4 54.3 a s _... \ W I /1♦FIN FLOOR ELEV W_ _ _. .._. 0 0 41PANELJ c�7114'THICK PANEL 42 71/4"THICK PANEL 43 7114"THICK ®7114"THICK PANEL 45 7114"THICK PANEL 48 7114'THICK PANEL 47 71/4"THICK PANEL 48 71/4"THICK PANEL 49 7114"THICK PANEL z FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN L() J COMMON SEE PANEL® COMMON SEE PANELO COMMON SEE PANELO COMMON SEE PANELO COMMON SEE PANEL 58 COMMON SEE PANELO COMMON SEE PANEL® COMMON SEE PANEL® R 9114'THICK PILASTER I ) Q V N INTERIOR PANEL ELEVATION 1 — � 3'-�" JNT CL JNT ASV CL JNT 3' " 14'-9" 3:-6" 52 343 14'•S' 3'-8" 54 m CONSULTANT — — -., 25'.0. 26.0" 25,-0. 54 FOR REINF 3'-B° 1B'•O' 3'43" 18'-2" 3'-0" 3'43" 80 m SE;S6. 5 t' O©O O O ;Ll 4®SEE REINF O O O O 0®FOR REINF ■ y sA SEE PANEL 5 55 57 5B 59 — — — — — — — — — — , BOB FOR REINF —LJ 55 SEE PANEL O5 SEE PANEL OS L5 S. TACOMA-SEATTLE-SPOKANE-TRI-CITIES BV b >b �� 2215 NaM 30th Sweat,SuIt0300 Tamma,WA 83403 4' 15'-74" t 253.3332422>L 253,3e32572P rrvraahblm a2a 4'•14' 3'-0' 3,-0„136- _�1�F',' L• BO F,'4 04 TA8y2 o',m 7114'THICK PANEL 52 7114'THICK PANEL 33'•14' FOR CALLOUTS IN )F PANEL® COMMON SEE PANEL 51 .. TOP OF PANEL / ......_—___ _......__..__........._.._..._ 5 _ r7au ne4`��r OVAL 6 s Submittals/Revisions: z PERMIT SUBMITTAL 1/16/19 4 1 6 I z 17 I N I I 17 I & `-' 30 30 30 3 3 I I. 9 .......__._._._.._._.._.:_..� I ..., .. a 4 d 3 TIP 56.1 2 2 I TyP 30 t11'-0" S6.1 6 2 Sfi.t 8 56.1 8 _ I _...,. 7 ar 7 s3 543 215�— ....1—.-- � B "2 � I •�. I _. = FIN FLOOR ELEV—_— _ - - Sheet Title: s - PANEL ELEVATIONS 50 7114"THICK PANEL 07114"THICK PANEL 07114"THICKPANEL 58 7114"THICKPANEL O71/4"THICK PANEL ®7114"THICK PANEL 59 7114'THICK PANEL ®7114'THICK PANEL 81 7114"THICK PANEL FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN FOR CALLOUTS IN Date: 01/11/19 COMMON SEE IN 80 COMMON SEE PANELOS 9114"THICK PILASTER COMMON SEE PANELO7 COMMON SEE PANELOS COMMON SEE PANELO5 COMMON SEE PANEL 41 Design: AMP Drawn: SSO INTERIOR PANEL ELEVATION Project No: 2170821.20 2 Approved: DLB Building No: Sheet No: s COPYRIGHT CRAFT ARCHITECTS 2016 NOTE: 2 IT SHALL BE ACCEPTABLE TO CANT - PANEL TIES TO ADJUST VERT BAR 1. SEE PANEL ELEVATIONS FOR NUMBER AND LOCATION TYP VERT REINF AT SEE PANEL ELEVATIONS FOR SPACING OF PANEL TO PANEL CONNECTIONS CL AT PANELS NUMBER AND SPACING OF PANEL WITHOUT OPENINGS TO PANEL CONNECTIONS 2. ONCE PANEL TO PANEL CONNECTIONS ARE WELDED TILT TERSECTING PANEL ADJACENT TO GAYTEWAY LLC. - VERT REINF EACH INTERSECTING PANEL CORNERS MAY BE EXTERIOR FACE PER PANEL L 2 x 2 x%x 0'•6' REMOVED FACE ELEVATION WI B5 ASTM PL%x 6 x 0'S" 1 Y2"CLEAR TYP A706 x 4'S" 6" TIES PER PANEL 1 y"CLR TO %"CLR TO 114 5 FOR CALLOUTS 4' WI N5 ASTM ELEVATION VERTSAT TIES AT 6" IN COMMON 114 5 A706x4'•6' INSIDE FACE INSIDE FACE L2x2x 1/4x0'5" SEEe ? L2x2z114x0'•5" w 1Yi' CUR EMBED L PER e ■NELSON a EA SIDE OF JNT - • a8 • __-_ ___-_ �_ ! - —� �_---_-•_ _ ____ -_ v 412 — __.__.______d OUTSIDE ______ _ --__ _ - --------- ,Y„ /�/ a it 12 1L" FACE Ye CHAMFER 1Y'CLR TO 1Yp'MIN i3 crvT _______ _________________________ ar cn� necss qq -------- -------------- d AT EXTERIOR VERT3 AT CUR TO HOOK HORIZ REINF REVEAL PER ARCH �Cx i INTERIOR FACE � CUR � ANDOPENINGS AT REVEAL TIES WHERE SHOWN ON TYP-t'MAX DEPTH �#BWHERE (1)#5 x 4'-0"CENTERED '1200 Flfth Avenue Y4'JDINT PANEL ELEVATIONS LEV ON EA EMBED UNLESS PLYsx ZV2x O'-8" ---------� Suite 1300 OFFSETTIER INRCEMENT TMPICAAMFEROUTSIDE FACE ENCLOSED BY TIES ATSeattle,WA 98'I01 FROM REVEAL JOINT WALL PIER (2)A5 AT PANELBACKER ROD TYP Y'JOINT 208.408.8500 phone REVEAL PER ARCH EDGE WHERE AND CAULKING Pl. z 4 x 0'•8" INTERIOR Y4"MAX DEPTH SHOWN ON ELEV TYPICAL R il4 8 FACE W/(2)Y" WHS AT 4"GAGE i xnrviw.NELSONonline.com BACKER ROD INTERIOR FACE CONN L AND CAULKING AND WELD TYPICAL PER e TYPICAL PANEL JOINT AND TYPICAL PANEL TO PANEL CONNECTION REINFORCEMENT CLEARANCES TYPICAL PANEL TO PANEL CONNECTION AT CHANGE IN PANEL THICKNESS TYPICAL INSIDE CORNER CONNECTION TYPICAL OUTSIDE CORNER CONNECTION W PLAN 1 PLAN 2 PLAN 3 PLAN }" U Z < d W z Q p W — 52 GALV L B x 6 x 112 x 6'-0'ALIGN BOT Q F, 0 AT ELEV 23'-0'WI(5)z 2'•6'A706 AT BOT AT CL PANEL 14"OC AND(5)314"DIA GALV THRD 23=O'Wl1(2)ROWS OFI112'DIA z 5LEV / 1 (� Z ROD AND NUTS AT 14"OC STAGGER WHS AT 14"OC(10)TOTAL 41' 2"FROM REBAR 4 PANEL 51 OR 52 PANEL Q � WING WALL-REINFW/k5 PANEL®OR BOT 54 1 t VERTAT 12"OC AND#5 ' PANEL ELEV O HORIZ AT 16'OC WITH -p N • /� STANDARD HOOKINTO MAIN PANEL-AT CONTRACTOR OPTION RETURN PANEL MAY r" BE CAST SEPARATELY FROM MAIN WALL PANEL =" - CL 4"LEG OF L PANEL JOINT AT PANEL-PANEL 1f" pp,,', • CONTRACTA ToOR OPTION- CONN BELOW PER < GALV L 8 z 4 x 112 z 5'S"PROVIDE IC WITH(2)PA ELICLIPS PER PANEL 4" 114 3 TYP ANDHORIHEANW CUTWASHERSOLES AT 3'-0"AFF AND 8'-0"AFF LLX8X112X(5)ALIGN'A7AT TIES AT 12"OC MIN MAIN WALL PANEL PILASTER EXTERIOR FACE • INTERIOR FACE DS AT 1 r OC AND(S)112"DIA x 5 WHS AT CONSULTANT • PIER PER PLAN AND WALL 14'OC STAGGER 2'FROM REBAR TYP IN LEU OF TYP 114 2-6 HORIZONTAL ELEVATIONS REINF - § BRICK VENEER Moos = O a • PER ARCH LC _______________•____________•_______ J. TACDMA,SEATTLE SPOKANE•MI-CITIES 4" 2216 NOM 3mh SIreH,Suxe 300 Tawme,WA B6a09 GALV BENT 12 Go PANEL B®OR IF 253.353.2422 n�253353.25n FAY u ahblm ma PLATE x 4'-0"LONG WITH(3)Y2"DIAx5' PANEL-PANEL V L. WHS AT 18"OC CONN PERe ��e 6f RASp'^e�0�d 43 OR 50 PANEL-PANEL PANEL TYPICAL PANEL EDGE AT TRUCK DOOR TYPICAL WING WALL CONN PERe PLAN PLAN c SECTION PLAN �Jm4A��`` 5 Submittals/Revisians: PERMIT SUBMITTAL 1/18/19 Sheet Title: TILT—UP PANEL DETIALS Date: 01/11/19 Design: AMP Drawn: SSO Project No: 2170821,20 Approved: DLP Building No: Sheet No: COPYRIGHT CRAFT ARCHITECTS Ito VM SAFEbuilt . 1621 114t"Avenue SE, Suite 219 • Bellevue, WA 98004 • www.SAFEbuilt.com DEFERRED SUBMITTAL AGREEMENT The undersigned has been issued a permit for construction prior to final approval of the following.The following items shall be considered deferred submittals and shall be submitted AND approved prior to installation. Applicant's Name Errol Ramirez, Project Manager- NELSON Phone (206)408-8633 E-Mail eramirez@nelsonww.com Primary Contact Errol Ramirez, Project Manager- NELSON Phone (206)408-8633 E-Mail eramirez@nelsonww.com Project Name Gateway Building C Permit Number BLD-2426 Project Construction of a new tilt-up concrete 24' Description clear, semi-conditioned shell building Tax ID Number Site Address 20015 67th Avenue NE Contractor Deferred Item Pre-Engineered Steel Joists and Joist Girders Date Deferred Item Date Deferred Item Date Deferred Item Date Deferred Item Date Deferred Item Date I hereby assume all risk, financially and otherwise, for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate. I understand that approval for the above deferred submittal(s) may take up to ten working days (or longer if there are problems with the submittal) from the date of submission. I understand that certain inspections will NOT be performed until the submissions are accepted. I understand additional fees will be required based on the additional time spent for plan review. All deferred submittal must be submitted to the design professional in responsible charge of the above project for written approval prior to submittal so SAFEbuilt. Architect/Engineer of Record Printed Adam Segalla - NELSON Worldwide Name Architect/Engineer of Record '& Signature Date 5/17/2019 Owner Printed DANIEL B. TAYLOR, OWNERSHIP REPRESENTATIVE Name l Owner Signature Date MAY 17, 2019 ACCEPTED ON BEHALF OF THE BUILDING DEPARTMENT SAFEbuilt Printed Name SAFEbuilt Signature Date Permit#: 2426 Address: 20015 67TH AVE NE City: ARLINGTON State: WA Zip: 98223-8756 Receipt#: 1207763 Date: 03/19/2019 Paid By: Gayteway Business Park, LLC Description: #7277 Payment Type: Check Accepted By: Raelynn Jones Ikees Paid Fee Name Description Factor Total Fee Amount Amount Paid Building Permit Fee 322.10.00.00 0.00 19,043.40 19,043.40 Total: $19,043.40 Permit#: 2426 Permit Date: 02/22/19 Permit Type: COMMERCIAL BUILDING Project Name: Gayteway Business Park- C Applicant Name: Craft Architects Applicant Address: 1200 5th Avenue, Suite 1300 Applicant, City, State, Zip: Seattle,WA 98101 Contact: Errol Ramirez Phone: 206-408-8633 Email: errol@craftarchitects.com Scope of Work: New factory/industrial building Valuation: 2998125.00 Square Feet: 66625 Number of Stories: I Construction Type: 11113 Occupancy Group: F-1; Factory Mod. Hazard ID Code: CIC Permit Issued: Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 399 Other 31051400200700 19927 67TH AVE NE Park,,LLC way Business Miscellaneous P Manufacturing NEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# SIERRA 425-487-5200 14800 NE North CONSTRUCTION COA 600 634 891 CONSTRUCTION CO Woodinville Way CONTRACTOR SIERRA 425-487-5200 14800 NE North CONSTRUCTION Labor& SIERRCC 145N8 CONSTRUCTION CO Woodinville Way CONTRACTOR Industries Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 08/12/2020 Inspection FDC Flush Approved 08/12/2020 08/12/2020 BUILDING Approved 08/11/2020 Inspection FDC Pressure test 08/11/2020 08/11/2020 BUILDING Approved 200 psi. Fees Fee Description Notes Amount Building Permit Table 4-1 $19,043.40 Building Plan Review Table 4-2 $12,377.91 Processing/Technology $25.00 State Surcharge-Commercial Commercial Only $25.00 Building Plan Review Table 4-2 $0.30 Total $31,471.61 Attached Letters Date Letter Description 09/16/2019 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 03/19/2019 Gayteway Business LLC #7277 Check Raelynn Jones $19,043.40 09/06/2019 Gayteway Business Park PLC Check#7367 $0.30 10/08/2019 Gayteway Custom Homes Gayteway C check#7473 Launa Black $12,427.91 Outstanding Balance $0.00 Notes Date Note Created By: 02/22/2019 Contractor TBD Kristin Foster 02/22/2019 Need owner and applicant to sign application. Kristin Foster Uploaded Files Date File Name 10/11/2021 9865383-2426 IC 8.11.2020.pdf 10/11/2021 9865384-2426 IC 8.12.2020.pdf 12/20/2019 6019262-STAMPED 5819-0100-Gayteway Business Park-Bldg C-Joist Field Use Drawings=....pdf 12/20/2019 6019263-STAMPED 5819-0100 Joist Calculations.pdf 12/20/2019 6019264-GAYTEWAY BUILDING C ROOF TRUSSES APPROVAL LETTER.pdf 10/22/2019 5781447-Foundation Subgrade Inspection Report.pdf 10/08/2019 5722854-10.8.19#2426 Issued Permit.pdf PROJECT MEMO =� TO: Matt Frause DATE: December 4,2019 Project Manager Sierra Construction Company, Inc FROM: Andy Pflueger PROJECT NO.: 2170821 20 2170892.20 Tacoma-(253)383-2422 PROJECT NAME: Gayteway Building C&B SUBJECT: Rebar Placement in Slab Permit* BLDG2426, BLDG2850 Address: 19927 67th Ave NE Matt, It is our understanding that it was observed by the Building Inspector(Christina Humphrey with SAFEbuilt)that some of the slab reinforcing at Building C was not placed within the depth of the slab on grade as specified on the structural drawings. Rather, the rebar in the area observed was in direct contact with the capillary break material at the bottom of the slab. The location observed is approximately 4-ft east of grid D, and 28'-6" south of grid 8, in Building C. In general the slab on grade is a non-structural element that may be completely unreinforced (like it is specified in the center bays of the building). The reinforcing specified around the perimeter of the building is provided for additional crack control during the heavy loading conditions of the panel lifting crane around the perimeter of the building. Reinforcing also ties the concrete tilt-up panels into the building foundation system around the perimeter of the building. We estimate that the reinforcing steel is stressed around 20% of capacity and would require significant corrosion and section loss before it indicated a significant structural deficiency. Further, the capillary break material and overexcavation of the site separates the slab from moisture and native soils that would contribute to any corrosion of exposed steel reinforcing. Our understanding is that the contractor uses crew members to lift the rebar into the specified location as they go, to ensure proper placement of the reinforcing steel. This condition may be an isolated area. The contractor has made several cores through the slab in the southwest corner of the building that are able to locate the reinforcing depth within the slab, including the one location identified by the Building Inspector. Our understanding is that the contractor has eight cores that show concrete cover of 2" or more. Some of the cores drilled did not cut through reinforcing. Please see the attached core location plan provided by the contractor. This confirms that the condition reported by the Building Inspector is likely an isolated condition. Our recommendations are as follows • We do not recommend any remediation of the slab reinforcing with inadequate cover because it appears to be an isolated area and the structural demand on the reinforcing is very low. • We do not believe that the contractor should stop work on further construction of the building, constructing and erecting of panels, etc. Any remediation to the slab, if required, could be executed after the panels are constructed and erected Page 1 of 2 If you have any questions, please call me at(253) 383-2422. Sincerely, Andy Pflueger, PE, SE Senior Project Manager AMP/ c: Dan Booth-AHBL Mark Evans- NELSON Q:\2017\2170821120 STR\NON CAD\OUTgoing\20191203 Memo(Slab Reinforcement Placement)2170821.20 2170892.20.docx Project Memo Page 2 of 2 a©OO Gayteway Building C&B 2170821.20 2170892.20 December 4,2019 ;Y l __._I. ., __.. ....... �.-. In .. �- 0 I I I € I F a. t ............ ":: . ...:..__.. -------------------- ...1._.. I LJ: � ;l •� I Y i � . I r� -•� . G�+ \p�._` ' I I I i 9 3 ? 2 c. c 0 F7 +�s a g S am � c F {{IIIIII Aa ?av z � H 0- �-0 K .' � q € � zP lea Q gG yy s 9 3 pA a 3y^ = 9 % a GAYTEWAY €gig ■ �' BUILDING C I { � �� •� 20015 67TH AVE NE IY ; ARLINGTON,WA rr � i Y COMMERCIAL APPLICATION • s PERMIT SUBMITTAL �lJ''1 GAO Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • 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 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 may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement Owner: Date I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington Applicants Signature Print Applicants Name Date FOR STAFF USE ONLY Received FFR 15 M9 Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9